Lancaster City Council
January 24, 2023

14033-04 Letter
TABLE 1: PROJECT TRIP GENERATION SUMMARY

TRIP DISTRIBUTION
The trip distribution utilized for this assessment is consistent with the 2016 Traffic Study. Based on the trip generation identified above and the trip distribution from the 2016 Traffic Study, the Project Only traffic volumes are shown on Exhibit 2.

EXISTING (2015) TRAFFIC CONDITIONS
The Existing (2015) intersection operations, roadway segment, off-ramp queuing, and freeway analyses have not been evaluated for this assessment since the results would be unaffected by the Project trip redistribution. Therefore, the results would be the same as the 2016 Traffic Study.

E+P TRAFFIC CONDITIONS

INTERSECTION OPERATIONS ANALYSIS
The E+P traffic volumes are provided on Exhibit 3. Table 2 provides the results of the intersection operations analysis for E+P traffic conditions, which shows that there are no additional anticipated traffic deficiencies for the study area intersections, compared to the 2016 Traffic Study. The intersection operations analysis worksheets for E+P traffic conditions are provided in Attachment A.

ITE LU AM Peak Hour PM Peak Hour
Land Use1 Code Units2
In Out Total In Out Total
Project Trip Generation Rates
Single Family Residential Detached 210 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Public Park 411 AC 0.01 0.01 0.02 0.06 0.05 0.11 0.78
Land Use1 Quantity Units2
In Out Total In Out Total
Project Trip Generation Summary
Single Family Residential Detached 878 DU 160 455 615 520 305 825 8,280 Public Park 12.90 AC 0 0 0 1 1 2 10
Total 160 455 615 521 306 827 8,290
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 DU = Dwelling Units; AC = Acres
Daily
AM Peak Hour PM Peak Hour
Daily
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 2: INTERSECTION ANALYSIS FOR E+P CONDITIONS
ICU1/Delay1ICU1/Delay1ICU1/Delay1
(secs.) (secs.) (secs.)

AM PM AM PM AM PM AM PM AM PM AM PM
1 70th St. & Avenue K AWS/RA 9.4 8.1 A A 5.6 4.6 A A 5.6 4.6 A A 2 70th St. & Driveway 1 CSS 10.8 9.4 B A 10.8 9.4 A A
3 70th St. & Avenue K-8 RA 5.2 4.3 A A 5.2 4.3 A A
4 70th St. & Avenue L AWS 12.0 9.4 A B 12.3 9.7 B A 12.3 9.7 B A 5 Driveway 2 & Avenue K CSS 9.2 9.1 A A 9.2 9.1 A A
6 Driveway 3 & Avenue K-8 CSS 8.6 8.7 A A
7 Driveway 4 & Avenue K-8 CSS 8.8 8.9 A A 8.8 9.0 A A
8 65th St. & Avenue K RA 3.7 4.5 A A 4.7 4.6 A A
9 65th St. & Driveway 5 CSS 8.9 8.7 A A 8.9 8.7 A A
10 65th St. & Street A RA 3.2 4.2 A A 4.0 4.1 A A
11 65th St. & Driveway 6 CSS 9.0 8.8 A A 9.0 9.2 A A
12 65th St. & Avenue K-8 RA 3.1 4.1 A A 3.8 4.2 A A
13 62nd St. & Avenue K CSS 12.0 10.8 B B 19.3 17.8 B C 19.3 18.8 C C 14 Driveway 7 & Avenue K-8 CSS 9.7 10.2 A B 9.7 10.2 A B 15 60th St. & Avenue K TS 0.464 0.326 A A 0.578 0.465 A A 0.578 0.471 A A 16 60th & Avenue K-4 CSS 19.3 15.1 C C 20.4 15.7 C C 20.4 15.9 C C 17 60th & Avenue K-8 CSS 16.8 13.7 C B 19.7 21.7 C C 20.0 22.4 C C 18 60th St. & Avenue L TS 0.770 0.492 C A 0.890 0.696 D B 0.895 0.703 D C 19 55th St. & Avenue L CSS 30.7 21.5 D C 44.9 33.8 E D 45.9 34.3 E D 20 50th St. & Avenue K AWS 19.8 15.6 C C 56.5 48.6 F E 59.3 51.3 F F 21 50th St. & Avenue L TS 0.727 0.656 C B 0.841 0.789 D C 0.845 0.704 D C 22 45th St. & Avenue K TS 0.489 0.404 A A 0.579 0.511 A A 0.582 0.515 A A 23 45th St. & Avenue L TS 0.684 0.757 B C 0.796 0.884 C D 0.800 0.890 D D 24 40th St. & Avenue K TS 0.438 0.522 A A 0.484 0.629 A B 0.486 0.633 A B 25 40th St. & Avenue L TS 0.737 0.656 C B 0.843 0.729 D C 0.848 0.731 D C 26 35th St. & Avenue L TS 0.393 0.403 A A 0.429 0.444 A A 0.430 0.445 A A 27 30th St. & Avenue K TS 0.409 0.397 A A 0.428 0.421 A A 0.429 0.422 A A 28 30th St. & Avenue L TS 0.633 0.652 B B 0.687 0.713 B C 0.689 0.715 B C 29 25th St. & Avenue K TS 0.475 0.441 A A 0.497 0.470 A A 0.497 0.471 A A 30 25th St. & Avenue L TS 0.478 0.589 A A 0.529 0.646 A B 0.531 0.649 A B 31 20th St. & Avenue K TS 0.425 0.534 A A 0.436 0.550 A A 0.436 0.561 A A 32 20th St. & Avenue L TS 0.551 0.542 A A 0.601 0.580 B A 0.603 0.582 B A 33 17th St. & Avenue K TS 0.467 0.602 A B 0.478 0.624 A B 0.478 0.624 A B 34 15th St. & Avenue L TS 0.431 0.577 A A 0.464 0.615 A B 0.466 0.617 A B 35 SR-14 SB Ramps & Avenue K TS 6.4 7.4 A A 6.5 8.0 A A 6.9 7.7 A A 36 SR-14 SB Ramps & Avenue L TS 8.0 8.8 A A 8.0 9.2 A A 7.9 8.8 A A 37 SR-14 NB Ramps & Avenue K TS 33.3 37.4 C D 33.6 36.8 C D 32.3 36.8 C D 38 SR-14 NB Ramps & Avenue L TS 7.3 15.7 A B 8.5 24.3 A C 8.3 23.1 A C 39 Driveway 8 & Avenue K-8 CSS 9.8 10.4 A B
BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2
TS = Traffic Signal; CSS = Cross-street Stop; AWS = All-way Stop; RA = Roundabout Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with a traffic signal or allway stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. ICU is reported as a volume-to-capacity ratio.

Future Intersection
Future Intersection Future Intersection
Does Not Exist
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Level of
Service
# Intersection
Traffic
Control2
Existing (2015) - From
2016 Traffic Study
E+P - From 2016 Traffic
Study
E+P - Proposed Project
Level of
Service
Level of
Service
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter

ROADWAY SEGMENTS
Table 3 provides the results of the roadway segment analysis. As shown in Table 3, there are no additional anticipated traffic deficiencies to the study area roadway segments under E+P traffic conditions, compared to the 2016 Traffic Study.

TABLE 3: ROADWAY SEGMENT CAPACITY ANALYSIS FOR E+P CONDITIONS

OFF-RAMP QUEUES
Table 4 provides the results of the off-ramp queuing analysis for the study area intersections. As shown in Table 4, there are no movements that are anticipated to experience queuing issues during the peak hours under E+P traffic conditions, consistent with the 2016 Traffic Study. The off-ramp queuing analysis worksheets for E+P traffic conditions are provided in Attachment B.

Roadway LOS
# Roadway Section Capacity1 V/C2 LOS3 V/C2 LOS3 V/C2 LOS3 1 2U 22,200 2,783 0.13 A 3,555 0.16 A 5,732 0.26 A
2 Between 65th St. and 62nd St. 2D 23,300 2,783 0.12 A 5,715 0.25 A 8,706 0.37 A 3 2D 23,300 4,361 0.19 A 8,073 0.35 A 8,327 0.36 A
4 Between 60th St. and 50th St. 2U 22,200 6,983 0.31 A 10,071 0.45 A 10,287 0.46 A 5 Between 50th St. and 45th St. 2D 19,200 8,349 0.43 A 11,049 0.58 A 11,241 0.59 A 6 Between 45th St. and 40th St. 2U 18,300 11,173 0.61 B 13,719 0.75 C 13,899 0.76 C 7 Between 40th St. and 30th St. 4D 40,500 14,699 0.36 A 16,937 0.42 A 17,095 0.42 A 8 Between 30th St. and 25th St. 4D 40,500 23,327 0.58 A 24,715 0.61 B 24,815 0.61 B 9 Between 25th St. and 20th St. 5D 50,650 26,869 0.53 A 28,103 0.55 A 28,191 0.56 A 10 Between 20th St. and 17th St. 6D 54,000 22,334 0.41 A 23,260 0.43 A 23,326 0.43 A 11 Between 17th St. and SR-14 Freeway 6D 54,000 38,456 0.71 C 39,382 0.73 C 39,448 0.73 C 12 Between SR-14 SB Ramps and NB Ramps 6D 48,700 31,175 0.64 B 31,792 0.65 B 31,836 0.65 B 13 Between Driveway 3 and Driveway 4 2U 13,500 452 0.03 A 452 0.03 A 14 Between Driveway 4 and 65th St. 2U 13,500 916 0.07 A 916 0.07 A 15 Between 65th St. and Driveway 7 2U 13,500 2,372 0.18 A 2,372 0.18 A 16 Between Driveway 7 and 60th St. 2D 14,300 3,156 0.22 A 3,156 0.22 A 17 Between 60th St. and 55th St. 2D 19,200 7,995 0.42 A 11,313 0.59 A 11,547 0.60 B 18 Between 55th St. and 50th St. 2U 18,300 11,779 0.64 B 15,097 0.82 D 15,331 0.84 D 19 Between 50th St. and 45th St. 2U 18,300 15,197 0.83 D 18,361 1.00 F 18,585 1.02 F 20 Between 45th St. and 40th St. 2D 19,200 18,975 0.99 E 22,139 1.15 F 22,363 1.16 F 21 Between 40th St. and 35th St. 4D 40,500 23,276 0.57 A 26,286 0.65 B 26,498 0.65 B 22 Between 35th St. and 30th St. 4D 40,500 22,568 0.56 A 25,578 0.63 B 25,790 0.64 B 23 Between 30th St. and 25th St. 4D 40,500 25,199 0.62 B 28,209 0.70 B 28,421 0.70 C 24 Between 25th St. and 20th St. 4D 40,500 25,723 0.64 B 28,577 0.71 C 28,779 0.71 C 25 Between 20th St. and 15th St. 5D 50,650 26,767 0.53 A 29,621 0.58 A 29,823 0.59 A 26 Between 15th St. and SR-14 Freeway 6D 60,800 29,803 0.49 A 32,657 0.54 A 32,859 0.54 A 27 Between SR-14 SB Ramps and NB Ramps 7D 80,250 36,361 0.45 A 37,865 0.47 A 37,972 0.47 A 28 70th St. Between Avenue K and Avenue L 2U 22,200 2,928 0.13 A 3,314 0.15 A 3,342 0.15 A 29 Between Avenue K and Driveway 5 2U 13,500 2,160 0.16 A 2,160 0.16 A 30 Between Driveway 5 and Street A 2U 13,500 1,774 0.13 A 1,774 0.13 A 31 Between Street A and Driveway 6 2U 13,500 1,844 0.14 A 1,844 0.14 A 32 Between Driveway 6 and Avenue K-8 2D 13,500 1,458 0.11 A 1,458 0.11 A 33 Between Avenue K and Avenue K-8 5D 58,400 11,638 0.20 A 12,188 0.21 A 12,216 0.21 A 34 Between Avenue K-8 and Avenue L 2D 23,300 10,456 0.45 A 14,006 0.60 B 14,258 0.61 B BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 Roadway capacity source: City of Lancaster Traffic Study Guidelines 2 V/C = Volume to Capacity Ratio
3 LOS = Level of Service
Does Not Exist
Does Not Exist
Avenue L
Existing (2015) -
From 2016
Traffic Study
E+P - From
2016 Traffic
Study Segment Limits
Between 60th St. and 65th St.

E+P -
Proposed
Project
Between 62nd St. and 60th St.

Avenue K
Avenue K-8
65th St.
60th St.

Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 4: PEAK HOUR OFF-RAMP QUEUING SUMMARY FOR E+P CONDITIONS

FREEWAY SEGMENTS
The basic freeway segment and ramp junction merge/diverge analyses for the study area freeway segments are provided in Tables 5 and 6, respectively. As shown in Tables 5 and 6, the study area freeway segments are anticipated to operate at an acceptable Level of Service (LOS) during the peak hours, consistent with the 2016 Traffic Study. The basic freeway segment and ramp junction merge/diverge analysis worksheets for E+P traffic conditions are provided in Attachments C and D, respectively.

TABLE 5: BASIC FREEWAY SEGMENT ANALYSIS FOR E+P CONDITIONS

AM PM AM PM AM PM
SR-14 SB Ramps & Avenue K SBL 240 60 133 Yes Yes 63 137 Yes Yes 63 138 Yes Yes SBL/R 1,200 31 104 Yes Yes 30 147 Yes Yes 30 149 Yes Yes SR-14 NB Ramps & Avenue K NBL 240 186 382 Yes Yes3 189 385 Yes Yes3 189 385 2 Yes Yes3 NBT 1,100 630 283 Yes Yes 637 284 Yes Yes 637 2 284 Yes Yes NBR 240 163 479 Yes Yes 174 481 Yes Yes3 176 2 481 2 Yes Yes3 SR-14 SB Ramps & Avenue L SBL 305 75 158 Yes Yes 95 182 Yes Yes 95 183 Yes Yes SBL/R 1,365 62 128 Yes Yes 77 146 Yes Yes 77 147 Yes Yes SR-14 NB Ramps & Avenue L NBL 1,400 105 383 Yes Yes 136 550 Yes Yes 137 562 Yes Yes NBR 340 0 0 Yes Yes 0 201 Yes Yes 0 0 Yes Yes
2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable. 3 Although 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the SR-14 Freeway mainline.
95th Percentile
Queue (Feet) Acceptable? 1 95th Percentile Queue (Feet) Acceptable? 1 Intersection Movement AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Available
Stacking
Distance
(Feet)
Existing (2015) - From 2016 Traffic
Study
E+P - From 2016 Traffic Study E+P - Proposed Project
95th Percentile
Queue (Feet) Acceptable? 1
Lanes1 AM PM AM PM AM PM AM PM AM PM AM PM
North of Avenue K 3 12.0 15.3 B B 12.1 15.6 B B 12.1 15.6 B B South of Avenue L 3 16.8 21.1 B C 17.6 21.7 B C 17.6 21.8 B C North of Avenue K 3 16.4 17.3 B B 16.6 17.4 B B 16.6 17.4 B B South of Avenue L 3 24.4 26.6 C D 24.7 28.0 C D 24.7 28.0 C D SR-14 Freeway Direction Mainline Segment
Existing (2015) E+P - From 2016 Traffic
Study
Density2
LOS Density2LOS SB NB
1 Number of lanes are in the specified direction and is based on existing conditions. 2 Density is measured by passenger cars per mile per lane (pc/mi/ln).

E+P - Proposed Project
Density2
LOS
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 6: FREEWAY RAMP JUNCTION MERGE/DIVERGE ANALYSIS FOR E+P CONDITIONS

IDENTIFIED IMPROVEMENTS
Intersections
Table 7 indicates the physical improvements needed to address the LOS deficiencies at each of the study area intersections under E+P traffic conditions. As shown in Table 7, compared to the 2016 Traffic Study, there are no additional improvements necessary to address the intersection deficiencies. The intersection operations analysis worksheets for E+P traffic conditions, with improvements, are provided in Attachment E.

TABLE 7: INTERSECTION ANALYSIS FOR E+P CONDITIONS WITH IMPROVEMENTS Roadway Segments
Consistent with the 2016 Traffic Study, no roadway segment improvements have been identified since the peak hour intersection analysis, with improvements, indicates that the intersections on either side of the deficient roadway segments are able to process the peak hour traffic flows.

Therefore, widening has not been recommended for the deficient roadway segments identified previously in Table 3.

Density2 LOS Density2 LOS Density2 LOS Density2 LOS Density2 LOS Density2 LOS Off-Ramp at Avenue K 3 18.2 B 22.1 C 18.3 B 22.4 C 18.3 B 22.4 C On-Ramp at Avenue L 3 19.6 B 23.4 C 20.8 C 24.2 C 20.8 C 24.3 C Loop On-Ramp at
Avenue K
(Downstream)
3 17.3 B 17.7 B 17.6 B 17.9 B 17.6 B 17.9 B
Loop On-Ramp at
Avenue K (Upstream)
3 17.3 B 17.7 B 17.6 B 17.9 B 17.6 B 17.9 B
Off-Ramp at Avenue L 3 30.9 D 33.3 D 31.3 D 34.5 D 31.3 D 34.5 D 1 Number of lanes are in the specified direction and is based on existing conditions. SR-14 Freeway SB NB 2 Density is measured by passenger cars per mile per lane (pc/mi/ln). Freeway Direction Ramp or Segment
Lanes on
Freeway1
Existing (2015) E+P - From 2016 Traffic Study
AM Peak Hour PM Peak Hour
E+P - Proposed Project
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Delay2
Traffic Northbound Southbound Eastbound Westbound (secs.) # Intersection Control3L T R L T R L T R L T R AM PM AM PM 19 55th St. & Avenue L
- Without Improvements (2016 Traffic Study) CSS 0 1 d 0 0 0 0 1 1 0 1 0 44.9 33.8 E D - With Improvements (2016 Traffic Study)4 CSS 0 1 d 0 0 0 0 1 1 0 1 0 18.4 17.8 C C - With Improvements (Proposed Project)4 CSS 0 1 d 0 0 0 0 1 1 0 1 0 18.7 18.0 C C 20 50th St. & Avenue K
- Without Improvements (2016 Traffic Study) AWS 0 1 0 0 1 0 0 1 0 0 1 0 56.5 48.6 F E - With Improvements (2016 Traffic Study) RA 0 1 0 0 1 0 0 1 0 0 1 0 12.0 11.1 B B - With Improvements (Proposed Project) RA 0 1 0 0 1 0 0 1 0 0 1 0 12.2 11.3 B B BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2
3 4 A striped median is recommended on the west leg to provide refuge for the northbound left-turning vehicles by accomodating a 2-stage gap clearance. No other improvements are recommended.

L = Left; T = Through; R = Right; 1 = Improvement
Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with a traffic signal or all-way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

CSS = Cross-street stop; AWS = All-way stop; RA = Roundabout; RA = Improvement Intersection Approach Lanes1 Level of
Service
When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
Off-Ramps
Consistent with the 2016 Traffic Study, no improvements to the study area off-ramps have been identified since there are no anticipated queuing issues under E+P traffic conditions, as shown previously in Table 4.

Freeway Segments
Consistent with the 2016 Traffic Study, no improvements to the study area freeway segments have been identified since there are no anticipated study area freeway deficiencies under E+P traffic conditions, as shown previously in Tables 5 and 6.

OPENING YEAR CUMULATIVE (2020) WITH PROJECT TRAFFIC CONDITIONS

INTERSECTION OPERATIONS ANALYSIS
The Opening Year Cumulative (2020) With Project traffic volumes are provided on Exhibit 4. Table 8 provides the results of the intersection operations analysis for Opening Year Cumulative (2020) traffic conditions, which shows that there are no additional anticipated traffic deficiencies for the study area intersections, compared to the 2016 Traffic Study. The intersection operations analysis worksheets for Opening Year Cumulative (2020) With Project traffic conditions are provided in Attachment F.

Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 8: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2020) CONDITIONS ICU1/Delay1ICU1/Delay1ICU1/Delay1
(secs.) (secs.) (secs.)

AM PM AM PM AM PM AM PM AM PM AM PM
1 70th St. & Avenue K AWS/RA 35.2 23.2 E C 10.5 10.2 B B 10.5 10.2 B B 2 70th St. & Driveway 1 CSS 20.8 21.0 C C 20.8 21.0 C C 3 70th St. & Avenue K-8 RA 8.4 8.6 A A 8.4 8.6 A A
4 70th St. & Avenue L AWS 87.6 >100.0 F F 93.1 >100.0 F F 93.2 >100.0 F F 5 Driveway 2 & Avenue K CSS 12.3 13.6 B B 12.3 13.0 A B 6 Driveway 3 & Avenue K-8 CSS 9.2 9.6 A A
7 Driveway 4 & Avenue K-8 CSS 9.6 10.3 A B 10.7 12.1 B B 8 65th St. & Avenue K RA 7.5 9.9 A A 7.6 10.0 A B
9 65th St. & Driveway 5 CSS 8.8 8.7 A A 8.9 8.7 A A
10 65th St. & Street A RA 4.0 4.2 A A 4.0 4.1 A A
11 65th St. & Driveway 6 CSS 8.5 8.8 A A 9.0 9.2 A A
12 65th St. & Avenue K-8 RA 4.8 5.7 A A 4.8 5.8 A A
13 62nd St. & Avenue K CSS 29.3 30.9 D D 73.7 93.0 F F 90.9 >100.0 F F 14 Driveway 7 & Avenue K-8 CSS 17.1 22.0 C C 11.2 12.2 B B 15 60th St. & Avenue K TS 0.875 0.874 D D 0.985 0.951 E E 0.989 0.952 E E 16 60th & Avenue K-4 CSS 60.6 >100.0 F F 70.8 >100.0 F F 72.0 >100.0 F F 17 60th & Avenue K-8 CSS >100.0 >100.0 F F >100.0 >100.0 F F >100.0 >100.0 F F 18 60th St. & Avenue L TS 1.547 1.616 F F 1.668 1.749 F F 1.669 1.765 F F 19 55th St. & Avenue L CSS >100.0 33.8 F D >100.0 >100.0 F F >100.0 >100.0 F F 20 50th St. & Avenue K AWS >100.0 >100.0 F F >100.0 >100.0 F F >100.0 >100.0 F F 21 50th St. & Avenue L TS 1.380 1.583 F F 1.493 1.717 F F 1.489 1.359 F F 22 45th St. & Avenue K TS 0.892 0.925 D E 0.982 1.031 E F 0.985 1.036 E F 23 45th St. & Avenue L TS 1.331 1.581 F F 1.443 1.709 F F 1.448 1.714 F F 24 40th St. & Avenue K TS 0.649 1.051 B F 0.695 1.157 B F 0.696 1.162 B F 25 40th St. & Avenue L TS 1.361 1.235 F F 1.467 1.309 F F 1.477 1.328 F F 26 35th St. & Avenue L TS 0.606 0.671 B B 0.642 0.711 B C 0.644 0.713 B C 27 30th St. & Avenue K TS 0.508 0.555 A A 0.527 0.598 A A 0.528 0.600 A B 28 30th St. & Avenue L TS 0.934 1.089 E F 0.987 1.150 E F 0.988 1.152 E F 29 25th St. & Avenue K TS 0.601 0.633 B B 0.623 0.662 B B 0.623 0.663 B B 30 25th St. & Avenue L TS 0.770 0.978 C E 0.820 1.036 D F 0.825 1.035 D F 31 20th St. & Avenue K TS 0.495 0.645 A B 0.506 0.661 A B 0.506 0.661 A B 32 20th St. & Avenue L TS 0.825 0.826 D D 0.875 0.864 D D 0.877 0.866 D D 33 17th St. & Avenue K TS 0.543 0.715 A C 0.554 0.727 A C 0.555 0.727 A C 34 15th St. & Avenue L TS 0.611 0.822 B D 0.645 0.861 B D 0.646 0.862 B D 35 SR-14 SB Ramps & Avenue K TS 7.7 15.8 A B 8.0 18.2 A B 7.8 14.5 A B 36 SR-14 SB Ramps & Avenue L TS 8.8 13.7 A B 8.8 15.5 A B 8.5 15.5 A B 37 SR-14 NB Ramps & Avenue K TS 41.8 49.2 D D 42.1 50.6 D D 43.8 50.7 D D 38 SR-14 NB Ramps & Avenue L TS 20.2 156.1 C F 23.2 180.0 C F 22.5 181.5 C F 39 Driveway 8 & Avenue K-8 CSS 16.0 12.2 C B
BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2
TS = Traffic Signal; CSS = Cross-street Stop; AWS = All-way Stop Future Intersection
Future Intersection Future Intersection
Does Not Exist
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with a traffic signal or allway stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. ICU is reported as a volume-to-capacity ratio. # Intersection
Traffic
Control2
Opening Year Cumulative
(2020) Without Project -
From 2016 Traffic Study
Opening Year Cumulative
(2020) With Project -
From 2016 Traffic Study
Opening Year Cumulative
(2020) With Project -
Proposed Project
Level of
Service
Level of
Service
Level of
Service
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter

ROADWAY SEGMENTS
Table 9 provides the results of the roadway segment analysis. As shown in Table 9, the following additional roadway segment is anticipated to operate at an unacceptable LOS under Opening Year Cumulative (2020) With Project traffic conditions, compared to the 2016 Traffic Study:
• Avenue K, between 30th Street and 25th Street (#8)
TABLE 9: ROADWAY SEGMENT CAPACITY ANALYSIS FOR OPENING YEAR CUMULATIVE (2020) CONDITIONS

OFF-RAMP QUEUES
Table 10 provides the results of the off-ramp queuing analysis for the study area intersections.

As shown in Table 10, there are no additional queuing issues anticipated during the peak hours under Opening Year Cumulative (2020) With Project traffic conditions, compared to the 2016 Traffic Study. The off-ramp queuing analysis worksheets for Opening Year Cumulative (2020) With Project traffic conditions are provided in Attachment G. # Roadway V/C2 LOS3 V/C2 LOS3 V/C2 LOS3
1 2U 22,200 10,307 0.46 A 11,079 0.50 A 13,256 0.60 B
2 Between 65th St. and 62nd St. 2D 23,300 10,821 0.46 A 13,753 0.59 A 16,744 0.72 C 3 2D 23,300 12,562 0.54 A 16,274 0.70 B 16,528 0.71 C
4 Between 60th St. and 50th St. 2U 22,200 21,350 0.96 E 24,438 1.10 F 24,654 1.11 F 5 Between 50th St. and 45th St. 2D 19,200 23,627 1.23 F 26,327 1.37 F 26,519 1.38 F 6 Between 45th St. and 40th St. 2U 18,300 25,996 1.42 F 28,542 1.56 F 28,722 1.57 F 7 Between 40th St. and 30th St. 4D 40,500 28,961 0.72 C 31,199 0.77 C 31,357 0.77 C 8 Between 30th St. and 25th St. 4D 40,500 34,831 0.86 D 36,219 0.89 D 36,319 0.90 E 9 Between 25th St. and 20th St. 5D 50,650 37,268 0.74 C 38,502 0.76 C 38,590 0.76 C 10 Between 20th St. and 17th St. 6D 54,000 30,902 0.57 A 31,828 0.59 A 31,894 0.59 A 11 Between 17th St. and SR-14 Freeway 6D 54,000 48,702 0.90 E 49,628 0.92 E 49,694 0.92 E 12 Between SR-14 SB Ramps and NB Ramps 6D 48,700 38,317 0.79 C 38,934 0.80 C 38,978 0.80 C 13 Between Driveway 3 and Driveway 4 2U 13,500 1,608 0.12 A 14 Between Driveway 4 and 65th St. 2U 13,500 2,648 0.20 A 3,140 0.23 A 15 Between 65th St. and Driveway 7 2U 13,500 6,032 0.45 A 2,560 0.19 A 16 Between Driveway 7 and 60th St. 2D 14,300 10,276 0.72 C 3,388 0.24 A 17 Between 60th St. and 55th St. 2D 19,200 31,081 1.62 F 34,399 1.79 F 34,633 1.80 F 18 Between 55th St. and 50th St. 2U 18,300 36,380 1.99 F 39,698 2.17 F 39,932 2.18 F 19 Between 50th St. and 45th St. 2U 18,300 38,825 2.12 F 41,989 2.29 F 42,213 2.31 F 20 Between 45th St. and 40th St. 2D 19,200 42,897 2.23 F 46,061 2.40 F 46,285 2.41 F 21 Between 40th St. and 35th St. 4D 40,500 46,828 1.16 F 49,838 1.23 F 50,050 1.24 F 22 Between 35th St. and 30th St. 4D 40,500 46,023 1.14 F 49,033 1.21 F 49,245 1.22 F 23 Between 30th St. and 25th St. 4D 40,500 47,296 1.17 F 50,306 1.24 F 50,518 1.25 F 24 Between 25th St. and 20th St. 4D 40,500 47,465 1.17 F 50,319 1.24 F 50,521 1.25 F 25 Between 20th St. and 15th St. 5D 50,650 47,586 0.94 E 50,440 1.00 E 50,642 1.00 F 26 Between 15th St. and SR-14 Freeway 6D 60,800 50,553 0.83 D 53,407 0.88 D 53,609 0.88 D 27 Between SR-14 SB Ramps and NB Ramps 7D 80,250 49,713 0.62 B 51,217 0.64 B 51,324 0.64 B 28 70th St. Between Avenue K and Avenue L 2U 22,200 10,515 0.47 A 10,901 0.49 A 10,929 0.49 A 29 Between Avenue K and Driveway 5 2U 13,500 2,160 0.16 A 2,314 0.17 A 30 Between Driveway 5 and Street A 2U 13,500 1,774 0.13 A 1,900 0.14 A 31 Between Street A and Driveway 6 2U 13,500 1,844 0.14 A 1,156 0.09 A 32 Between Driveway 6 and Avenue K-8 2D 13,500 1,458 0.11 A 1,570 0.12 A 33 60th St. Between Avenue K and Avenue K-8 5D 58,400 33,829 0.58 A 34,379 0.59 A 34,407 0.59 A 34 60th St. Between Avenue K-8 and Avenue L 2D 23,300 36,580 1.57 F 40,130 1.72 F 40,382 1.73 F BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 Roadway capacity source: City of Lancaster Traffic Study Guidelines 2 V/C = Volume to Capacity Ratio
3 LOS = Level of Service
Does Not Exist
Does Not Exist
Does Not Exist
Opening Year
Cumulative (2020)
Without Project - From
2016 Traffic Study
Opening Year
Cumulative (2020)
With Project - From
2016 Traffic Study
Opening Year
Cumulative
(2020) With
Project -
Proposed
Segment Limits Project
Avenue K
Between 70th St. and 65th St.

Between 62nd St. and 60th St.

Avenue K-8
Avenue L
65th St.

Roadway
Section
LOS
Capacity1
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 10: PEAK HOUR OFF-RAMP QUEUING SUMMARY FOR OPENING YEAR CUMULATIVE (2020) CONDITIONS

FREEWAY SEGMENTS
The basic freeway segment and ramp junction merge/diverge analyses for the study area freeway segments are provided in Tables 11 and 12, respectively. As shown in Tables 11 and 12, there are no additional study area freeway segments or ramp junctions anticipated to operate at an unacceptable LOS during the peak hours, consistent with the 2016 Traffic Study. The basic freeway segment and ramp junction merge/diverge analysis worksheets for Opening Year Cumulative (2020) With Project traffic conditions are provided in Attachments H and I, respectively.

TABLE 11: BASIC FREEWAY SEGMENT ANALYSIS FOR E+P CONDITIONS

AM PM AM PM AM PM
SR-14 SB Ramps & Avenue K SBL 240 74 172 Yes Yes 78 170 Yes Yes 78 170 Yes Yes SBL/R 1,200 47 547 2 Yes Yes 60 617 2 Yes Yes 61 622 2 Yes Yes SR-14 NB Ramps & Avenue K NBL 240 202 2 419 2 Yes Yes3 202 2 422 2 Yes Yes3 229 2 422 2 Yes Yes3 NBT 1,100 686 2 301 Yes Yes 686 2 303 Yes Yes 692 2 303 Yes Yes NBR 240 262 2 526 2 Yes3 Yes3 262 2 529 2 Yes3 Yes3 254 2 529 2 Yes3 Yes3 SR-14 SB Ramps & Avenue L SBL 305 100 228 Yes Yes 154 236 Yes Yes 155 236 Yes Yes SBL/R 1,365 83 183 Yes Yes 128 190 Yes Yes 128 190 Yes Yes SR-14 NB Ramps & Avenue L NBL 1,400 434 1,897 2 Yes No 563 2 2,116 2 Yes No 565 2 2,129 2 Yes No NBR 340 0 0 Yes Yes 0 0 Yes Yes 0 0 Yes Yes
2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Intersection Movement
Available
Stacking
Distance
(Feet)
Opening Year Cumulative (2020)
Without Project - From 2016 Traffic
Opening Year Cumulative (2020)
With Project - From 2016 Traffic
Opening Year Cumulative (2020)
With Project - Proposed Project
95th Percentile
Queue (Feet) Acceptable? 1 95th Percentile Queue (Feet) 1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable. 3 Although 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the I-215 Freeway mainline.

Acceptable? 1 95th Percentile
Queue (Feet) Acceptable? 1
AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak
Lanes1 AM PM AM PM AM PM AM PM AM PM AM PM
North of Avenue K 3 13.4 17.7 B B 13.5 17.9 B B 13.5 17.9 B B South of Avenue L 3 16.0 27.1 B D 22.7 27.8 C D 22.7 27.8 C D North of Avenue K 3 18.5 19.6 C C 18.7 19.7 C C 18.7 19.7 C C South of Avenue L 3 29.0 37.8 D E 29.5 39.9 D E 29.5 40.0 D E * BOLD = Unacceptable Level of Service SR-14 Freeway Direction Mainline Segment
2020 Without Project 2020 With Project - From
2016 Traffic Study
Density2
LOS Density2LOS SB NB
1 Number of lanes are in the specified direction and is based on existing conditions. 2 Density is measured by passenger cars per mile per lane (pc/mi/ln). 2020 With Project -
Proposed Project
Density2
LOS
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 12: FREEWAY RAMP JUNCTION MERGE/DIVERGE ANALYSIS FOR E+P CONDITIONS

IDENTIFIED IMPROVEMENTS
Intersections
Table 13 indicates the physical improvements needed to address the LOS deficiencies at each of the study area intersections under Opening Year Cumulative (2020) With Project traffic conditions. As shown in Table 13, compared to the 2016 Traffic Study, there are no additional improvements necessary to address the intersection deficiencies. The intersection operations analysis worksheets for Opening Year Cumulative (2020) With Project traffic conditions, with improvements, are provided in Attachment J.

Roadway Segments
Table 14 indicates the physical improvements needed to address the study area roadway segment deficiencies under Opening Year Cumulative (2020) traffic conditions. Compared to the 2016 Traffic Study, there are no additional improvements necessary to address the Opening Year Cumulative (2020) With Project traffic deficiencies. Although the roadway segment of Avenue K, between 30th Street and 25th Street, is anticipated to operate at an unacceptable LOS, the intersections on either side of the deficient roadway segments are anticipated to operate at acceptable LOS during the peak hours and would be able to process the peak hour traffic flows.

Therefore, widening has not been recommended for the additional deficient roadway segment.

Off-Ramps
Improvement strategies have been recommended at study area off-ramps that have been identified as deficient under Opening Year Cumulative (2020) traffic conditions and are shown in Table 15. The improvements are consistent with the intersection improvements identified in Table 13. As shown in Table 15, there are no additional improvements identified for the study area off-ramps compared to the 2016 Traffic Study. Worksheets for Opening Year Cumulative (2020) With Project traffic conditions, with improvements, off-ramp queuing analysis worksheets are provided in Attachment K.

Density2 LOS Density2 LOS Density2 LOS Density2 LOS Density2 LOS Density2 LOS Off-Ramp at Avenue K 3 20.0 B 25.0 C 20.1 C 25.3 C 20.1 C 25.4 C On-Ramp at Avenue L 3 26.2 C 29.9 D 27.4 C 30.7 D 27.4 C 30.7 D Loop On-Ramp at
Avenue K (Downstream)
3 19.8 B 20.3 C 20.1 C 20.5 C 20.1 C 20.5 C
Loop On-Ramp at
Avenue K (Upstream)
3 19.8 B 20.3 C 20.1 C 20.5 C 20.1 C 20.5 C
Off-Ramp at Avenue L 3 34.6 D 40.6 E 34.9 E 41.8 F 34.9 D 41.8 F * BOLD = Unacceptable Level of Service
1 Number of lanes are in the specified direction and is based on existing conditions. SR-14 Freeway SB NB 2 Density is measured by passenger cars per mile per lane (pc/mi/ln). Freeway Direction Ramp or Segment
Lanes on
Freeway1
2020 Without Project
2020 With Project - From 2016
Traffic Study
AM Peak Hour PM Peak Hour
2020 With Project - Proposed
Project
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 13: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2020) CONDITIONS

WITH IMPROVEMENTS
Delay2
Traffic Northbound Southbound Eastbound Westbound (secs.) # Intersection Control3L T R L T R L T R L T R AM PM AM PM 4 70th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) AWS 1 1 0 1 1 0 1 1 1 1 1 0 93.1 >100.0 F F - With Improvements (2016 Traffic Study) RA 1 1 0 1 1 0 1 1 1 1 1 0 18.9 14.8 C B - With Improvements (Proposed Project) RA 1 1 0 1 1 0 1 1 1 1 1 0 18.9 14.8 C C 13 62nd St. & Avenue K
- Without Improvements (From 2016 Traffic Study) CSS 0 1 d 0 1 d 1 1 d 1 2 1 73.7 93.0 F F - With Improvements (2016 Traffic Study)4 CSS 0 1 d 0 1 d 1 1 d 1 2 1 20.6 20.4 C C - With Improvements (Proposed Project)4 CSS 0 1 d 0 1 d 1 1 d 1 2 1 30.5 24.3 D C 15 60th St. & Avenue K
- Without Improvements (From 2016 Traffic Study) TS 1 2 0 1 2 0 2 1 1 2 1 1 0.985 0.951 E E - With Improvements (2016 Traffic Study) TS 1 2 1 1 2 0 2 2 1 2 2 1 0.699 0.767 B C - With Improvements (Proposed Project) TS 1 2 1 1 2 0 2 2 1 2 2 1 0.701 0.768 C C 16 60th & Avenue K-4
- Without Improvements (From 2016 Traffic Study) CSS 1 1 d 1 2 1 0 1 d 0 1 0 70.8 >100.0 F F - With Improvements (2016 Traffic Study) CSS 1 2 0 1 2 1 0 1 d 0 1 0 19.2 23.6 C C - With Improvements (Proposed Project) CSS 1 2 0 1 2 1 0 1 d 0 1 0 19.2 23.7 C C 17 60th & Avenue K-8
- Without Improvements (From 2016 Traffic Study) CSS 1 1 0 1 2 1 1 1 1 0 1 d >100.0 >100.0 F F - With Improvements (2016 Traffic Study) TS 1 2 0 1 2 1 1 1 1> 0 1 d 0.698 0.863 B D - With Improvements (Proposed Project) TS 1 2 0 1 2 1 1 1 1> 0 1 d 0.593 0.766 C C 18 60th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) TS 1 1 0 1 1 0 2 1 1 2 1 1 1.668 1.749 F F - With Improvements (2016 Traffic Study) TS 1 2 1 2 2 1 2 3 1 2 3 2 0.797 0.777 C C - With Improvements (Proposed Project) TS 1 2 1 2 2 1 2 3 1 2 3 2 0.815 0.887 D D 19 55th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) CSS 0 1 d 0 0 0 0 1 1 0 1 0 >100.0 >100.0 F F - With Improvements (2016 Traffic Study) TS 0 1 d 0 1 0 1 2 0 1 2 0 0.085 0.804 D D - With Improvements (Proposed Project) TS 0 1 d 0 1 0 1 2 0 1 2 0 0.857 0.807 D D 20 50th St. & Avenue K
- Without Improvements (From 2016 Traffic Study) AWS 0 1 0 0 1 0 0 1 0 0 1 0 >100.0 >100.0 F F - With Improvements (2016 Traffic Study)5 RA 1 1 0 1 1 0 1 2 1 1 2 1 3.6 3.7 A A - With Improvements (Proposed Project)5 RA 1 1 0 1 1 0 1 2 1 1 2 1 3.7 4.6 A A 21 50th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) TS 1 1 d 1 1 0 1 1 1 1 1 0 1.493 1.717 F F - With Improvements (2016 Traffic Study) TS 1 1 d 1 1 1 1 3 0 1 3 0 0.765 0.790 C C - With Improvements (Proposed Project) TS 1 1 d 1 1 1 1 3 0 1 3 0 0.767 0.793 C C 22 45th St. & Avenue K
- Without Improvements (From 2016 Traffic Study) TS 1 1 0 1 1 1 1 1 1 1 1 1 0.982 1.031 E F - With Improvements (2016 Traffic Study) TS 1 1 0 1 1 1 1 2 1 1 2 1 0.627 0.620 B B - With Improvements (Proposed Project) TS 1 1 0 1 1 1 1 2 1 1 2 1 0.628 0.622 B B 23 45th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) TS 1 1 1 1 1 0 1 1 d 1 1 0 1.443 1.709 F F - With Improvements (2016 Traffic Study) TS 1 1 1 1 1 0 1 3 0 1 3 0 0.639 0.722 D C - With Improvements (Proposed Project) TS 1 1 1 1 1 0 1 3 0 1 3 0 0.641 0.724 B C 24 40th St. & Avenue K
- Without Improvements (From 2016 Traffic Study) TS 1 2 1 1 1 0 1 2 0 1 1 1 0.695 1.157 B F - With Improvements (2016 Traffic Study) TS 1 2 1 1 1 0 1 2 0 1 2 1 0.695 0.770 B C - With Improvements (Proposed Project) TS 1 2 1 1 1 0 1 2 0 1 2 1 0.696 0.773 B C Intersection Approach Lanes1 Level of
Service
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 14: ROADWAY SEGMENT CAPACITY ANALYSIS FOR OPENING YEAR CUMULATIVE (2020) CONDITIONS WITH IMPROVEMENTS
Delay2
Traffic Northbound Southbound Eastbound Westbound (secs.) # Intersection Control3L T R L T R L T R L T R AM PM AM PM 25 40th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) TS 1 1 1 1 1 1 1 1 1 1 2 1 1.467 1.309 F F - With Improvements (2016 Traffic Study) TS 1 1 1 1 1 1 1 3 0 1 3 1 0.692 0.829 B D - With Improvements (Proposed Project) TS 1 1 1 1 1 1 1 3 0 1 3 1 0.707 0.829 C D 28 30th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) TS 1 1 1 1 1 1 1 1 1 1 1 2 0.987 1.150 E F - With Improvements (2016 Traffic Study) TS 1 2 1 1 2 1> 1 3 1 1 3 1 0.791 0.892 C D - With Improvements (Proposed Project) TS 1 2 1 1 2 1> 1 3 1 1 3 1 0.792 0.894 C D 30 25th St. & Avenue L
- Without Improvements (From 2016 Traffic Study) TS 0 1 d 1 1 1 1 2 d 1 2 1 0.820 1.036 D F - With Improvements (2016 Traffic Study) TS 0 1 d 1 1 1 1 3 0 1 3 0 0.599 0.786 A C - With Improvements (Proposed Project) TS 0 1 d 1 1 1 1 3 0 1 3 0 0.604 0.786 B C 38 SR-14 NB Ramps & Avenue L
- Without Improvements (From 2016 Traffic Study) TS 1 0 1 0 0 0 0 3 1>> 0 4 1>> 23.2 180.0 C F - With Improvements (2016 Traffic Study) TS 2 0 1 0 0 0 0 3 1>> 0 4 1>> 11.6 41.3 B D - With Improvements (Proposed Project) TS 2 0 1 0 0 0 0 3 1>> 0 4 1>> 12.5 41.8 B D BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2
3 4
5 Intersection analysis results reported from Traffix due to approach lane limitations in the Synchro analysis tool. 6 Improvement includes modifying the traffic signal to implement a 130-second cycle. 7 Improvement includes modifying the traffic signal to protect the northbound and southbound left turns.

A striped median is recommended on the west leg to provide refuge for the northbound left-turning vehicles by accomodating a 2-stage gap clearance. No other improvements are recommended.

TS = Traffic Signal
When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

L = Left; T = Through; R = Right; 1 = Improvement; > = Right-Turn Overlap Phasing; >> = Free Right-Turn Lane Per the Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with a traffic signal or all-way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Intersection Approach Lanes1Level of
Service
# Roadway V/C2 LOS3 V/C2 LOS3 V/C2 LOS3
4 Between 60th St. and 50th St. 4D 46,700 21,350 0.46 A 24,438 0.52 A 24,654 0.53 A 5 Between 50th St. and 45th St. 4D 38,800 23,627 0.61 B 26,327 0.68 B 26,519 0.68 B 6 Between 45th St. and 40th St. 4D 38,800 25,996 0.67 B 28,542 0.74 C 28,722 0.74 C 11 Between 17th St. and SR-14 Freeway 6D 54,000 48,702 0.90 E 49,628 0.92 E 49,694 0.92 E 17 Between 60th St. and 55th St. 4D 40,500 31,081 0.77 C 34,399 0.85 D 34,633 0.86 D 18 Between 55th St. and 50th St. 6D 60,800 36,380 0.60 A 39,698 0.65 B 39,932 0.66 B 19 Between 50th St. and 45th St. 6D 60,800 38,825 0.64 B 41,989 0.69 B 42,213 0.69 B 20 Between 45th St. and 40th St. 6D 60,800 42,897 0.71 C 46,061 0.76 C 46,285 0.76 C 21 Between 40th St. and 35th St. 6D 60,800 46,828 0.77 C 49,838 0.82 D 50,050 0.82 D 22 Between 35th St. and 30th St. 6D 60,800 46,023 0.76 C 49,033 0.81 D 49,245 0.81 D 23 Between 30th St. and 25th St. 6D 60,800 47,296 0.78 C 50,306 0.83 D 50,518 0.83 D 24 Between 25th St. and 20th St. 6D 60,800 47,465 0.78 C 50,319 0.83 D 50,521 0.83 D 25 Between 20th St. and 15th St. 5D 50,650 47,586 0.94 E 50,440 1.00 E 50,642 1.00 F 26 Between 15th St. and SR-14 Freeway 6D 60,800 50,553 0.83 D 53,407 0.88 D 53,609 0.88 D 34 60th St. Between Avenue K-8 and Avenue L 4D 46,700 36,580 0.78 C 40,130 0.86 D 40,382 0.86 D BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 Roadway capacity source: City of Lancaster Traffic Study Guidelines 2 V/C = Volume to Capacity Ratio
3 LOS = Level of Service
4 4D = Improvement; 10,000 = Improvement
Avenue K
Avenue L
Opening Year
Cumulative (2020)
With Project -
Segment Limits Proposed Project
Roadway
Section3
LOS
Capacity1,3
Opening Year
Cumulative (2020)
Without Project - From
2016 Traffic Study
Opening Year
Cumulative (2020)
With Project - From
2016 Traffic Study
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 15: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR OPENING YEAR CUMULATIVE (2020) CONDITIONS WITH IMPROVEMENTS
Freeway Segments
Consistent with the 2016 Traffic Study, no improvements to the study area freeway segments have been identified since there are no planned improvements to the SR-14 freeway.

Additionally, the California Department of Transportation (Caltrans) does not have any existing fee programs or other improvement programs in place to address deficiencies to the SR-14 freeway within the study area.

COMPARISON TO 2016 TRAFFIC STUDY

INTERSECTIONS
There are no additional deficiencies under E+P and Opening Year Cumulative (2020) traffic conditions. Table 16 provides a comparison from the proposed Project to the 2016 Traffic Study for the identified improvements to the deficient study area intersections.

ROADWAY SEGMENTS
There are no additional deficiencies or identified improvements anticipated under E+P traffic conditions, compared to the 2016 Traffic Study.

Compared to the 2016 Traffic Study, the following additional roadway segment is anticipated to operate at an unacceptable LOS under Opening Year Cumulative (2020) With Project traffic conditions:
• Avenue K, between 30th Street and 25th Street (#8)
No additional improvements have been recommended to this additional deficient roadway segment since the intersections on either side of the roadway segment are anticipated to process the traffic flows. Table 17 provides a comparison from the proposed Project to the 2016 Traffic Study for the identified improvements to the deficient study area roadway segments.

OFF-RAMPS
There are no additional queuing issues anticipated under both E+P and Opening Year Cumulative (2020) traffic conditions, compared to the 2016 Traffic Study.

AM PM AM PM
SR-14 NB Ramps & Avenue L NBL 1,400 158 2 757 2 Yes Yes 159 763 2 Yes Yes NBR 340 0 0 Yes Yes 0 0 Yes Yes
2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Intersection Movement
Available
Stacking
Distance
(Feet)
Opening Year Cumulative (2020)
With Project - From 2016 Traffic
Opening Year Cumulative (2020)
With Project - Proposed Project
95th Percentile
Queue (Feet)
1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable.

Acceptable? 1 95th Percentile
Queue (Feet) Acceptable? 1
AM Peak PM Peak AM Peak PM Peak
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
TABLE 16: SUMMARY OF INTERSECTION IMPROVEMENTS
E+P
Opening Year Cumulative (2020)
With Project - From 2016 Traffic
Study
Opening Year Cumulative
(2020) With Project -
Proposed Project
4 70th St. & Avenue L None Construct a single lane
roundabout
Same
13 62nd St. & Avenue K City of
Lancaster
None
Extension of Avenue J-12 from
61st Street W. to 60th Street W.
to provide an alternative route
for existing residential traffic
Same
15 60th St. & Avenue K None Add NB right turn lane Same Add 2nd EB through lane Same
Add 2nd WB through lane Same
16 60th & Avenue K-4 None Add 2nd NB through lane Same
17 60th & Avenue K-8 None Install a traffic signal Same Add 2nd NB through lane Same
Overlap phasing on EB right turn
lane
Same
18 60th St. & Avenue L None Add NB right turn lane Same Add 2nd SB left turn lane Same
Add 2nd SB through lane Same
Add SB right turn lane Same
Restripe EB left turn lane as 2nd
EB through lane
Same
Restripe WB left turn lane as 2nd
WB through lane
Same
2nd NB through lane Same
2nd EB left turn lane Same
2nd WB left turn lane Same
3rd EB through lane Same
3rd WB through lane Same
2nd WB right turn lane Same
Modify the traffic signal to
implement overlap phasing on
the WB righ turn lanes
Same
19 55th St. & Avenue L Install a traffic signal Same
Add SB shared left-through-right
turn lane
Same
Add EB left turn lane Same
Add 2nd EB through lane Same
Add WB left turn lane Same
Add 2nd WB through lane Same
20 50th St. & Avenue K
Add a 2nd EB through lane Same
Add a 2nd WB through lane Same
City of
Lancaster,
County of Los
Angeles
Construct a single
lane roundabout Same Same
Add striped median
for 2-stage gap
clearance
# Intersection Location Jurisdiction
Recommended Improvements1
City of
Lancaster
City of
Lancaster
City of
Lancaster
City of
Lancaster
City of
Lancaster
City of
Lancaster,
County of Los
Angeles
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
E+P
Opening Year Cumulative (2020)
With Project - From 2016 Traffic
Study
Opening Year Cumulative
(2020) With Project -
Proposed Project
21 50th St. & Avenue L County of Los
Angeles
None Add 2nd EB through lane Same
Add 2nd WB through lane Same
Add SB right turn lane Same
Add 3rd EB through lane Same
Add 3rd WB through lane Same
22 45th St. & Avenue K None Add 2nd EB through lane Same Add 2nd WB through lane Same
23 45th St. & Avenue L None Add 2nd EB through lane Same Add 2nd WB through lane Same
Add 3rd EB through lane Same
Add 3rd WB through lane Same
24 40th St. & Avenue K
City of
Lancaster,
County of Los
Angeles
None Add 2nd WB through lane Same
25 40th St. & Avenue L City of
Lancaster
None Restripe EB right turn lane as 2nd
through lane
Same
Add 3rd EB through lane Same
28 30th St. & Avenue L
City of
Lancaster None
Modify the traffic signal and
implement SB right turn overlap
phasing
Same
Add 3rd EB through lane Same
Add 3rd WB through lane Same
30 25th St. & Avenue L None Add 3rd EB through lane Same Restripe EB right turn lane as EB
through lane
Same
38 SR-14 NB Ramps & Avenue L
City of
Lancaster,
Caltrans
None Add 2nd NB left turn lane Same
1 All recommended improvements are consistent with the City of Lancaster General Plan designations.

City of
Lancaster,
County of Los
Angeles
# Intersection Location Jurisdiction
Recommended Improvements1
City of
Lancaster,
County of Los
Angeles
City of
Lancaster
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter

SUMMARY OF ROADWAY SEGMENT IMPROVEMENTS

FREEWAY SEGMENTS
There are no additional deficiencies anticipated under both E+P and Opening Year Cumulative (2020) traffic conditions, compared to the 2016 Traffic Study.

E+P
2020 With Project - From
2016 Traffic Study
2020 With Project - Proposed
Project
4 Between 60th St. and 50th St. City of Lancaster,
County of Los Angeles
None Improved to a 4 lane
divided facility
Same
5 Between 50th St. and 45th St. City of Lancaster,
County of Los Angeles
None Improved to a 4 lane
divided facility
Same
6 Between 45th St. and 40th St. City of Lancaster,
County of Los Angeles
None Improved to a 4 lane
divided facility
Same
17 Between 60th St. and 55th St. City of Lancaster,
County of Los Angeles
None Improved to a 4 lane
divided facility
Same
18 Between 55th St. and 50th St. City of Lancaster None Improved to a 4 lane divided facility
Same
19 Between 50th St. and 45th St. County of Los Angeles None Improved to a 4 lane divided facility
Same
20 Between 45th St. and 40th St. City of Lancaster,
County of Los Angeles
None Improved to a 4 lane
divided facility
Same
21 Between 40th St. and 35th St. City of Lancaster None Improved to a 4 lane divided facility
Same
22 Between 35th St. and 30th St. City of Lancaster None Improved to a 4 lane divided facility
Same
23 Between 30th St. and 25th St. City of Lancaster None Improved to a 4 lane divided facility
Same
24 Between 25th St. and 20th St. City of Lancaster None Improved to a 4 lane divided facility
Same
25 Between 20th St. and 15th St. City of Lancaster None None Same 34 60th St. W. Between Avenue K-8 and Avenue L City of Lancaster None Improved to a 4 lane divided facility
Same
1 All recommended improvements are consistent with the City of Lancaster General Plan designations.

W. Avenue L
W. Avenue K
# Roadway Segment Limits Jurisdiction
Recommended Improvements1
14033-04 Letter

CONCLUSION
Compared to the 2016 Traffic Study, there are additional deficiencies to one study area roadway segment. All other study area intersections and roadway segments are consistent with the 2016 Traffic Study. There are no additional deficiencies to study area off-ramps and freeway segments, consistent with the 2016 Traffic Study. There are no additional improvement recommendations compared to the 2016 Traffic Study.

If you have any questions or comments, I can be reached at (916) 806-8326.

Respectfully submitted,
URBAN CROSSROADS, INC.

Connor Paquin, PE
Transportation Engineer
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
EXHIBIT 1: PRELIMINARY LAND USE PLAN
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
EXHIBIT 2: PROJECT ONLY TRAFFIC VOLUMES (PAGE 1 OF 2)
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
EXHIBIT 2: PROJECT ONLY TRAFFIC VOLUMES (PAGE 2 OF 2)
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
EXHIBIT 3: E+P TRAFFIC VOLUMES (PAGE 1 OF 2)
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
EXHIBIT 3: E+P TRAFFIC VOLUMES (PAGE 2 OF 2)
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
EXHIBIT 4: OPENING YEAR CUMULATIVE (2020) WITH PROJECT TRAFFIC VOLUMES (PAGE 1 OF 2)
Mr. Mike White
City Ventures
August 16, 2022

14033-04 Letter
EXHIBIT 4: OPENING YEAR CUMULATIVE (2020) WITH PROJECT TRAFFIC VOLUMES (PAGE 2 OF 2)
14033-04 Letter

ATTACHMENT A
E+P CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 1: 70th Street W. & W. Avenue K 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 5.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 74 203 260 108
Demand Flow Rate, veh/h 74 203 260 108
Vehicles Circulating, veh/h 218 203 58 211
Vehicles Exiting, veh/h 101 115 234 195
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.7 6.1 5.7 5.1
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 74 203 260 108
Cap Entry Lane, veh/h 909 922 1066 915
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 74 203 260 108
Cap Entry, veh/h 909 922 1066 915
V/C Ratio 0.081 0.220 0.244 0.118
Control Delay, s/veh 4.7 6.1 5.7 5.1

LOS A A A A
95th %tile Queue, veh 0110
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
2: 70th Street W. & Driveway 1 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 9 251 3 3 231
Future Vol, veh/h 9 9 251 3 3 231
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 9 9 251 3 3 231
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 490 253 0 0 254 0
Stage 1 253 -----
Stage 2 237 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 541 791 - - 1323 -
Stage 1 794 -----
Stage 2 807 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 539 791 - - 1323 -
Mov Cap-2 Maneuver 539 -----
Stage 1 794 -----
Stage 2 805 -----
Approach WB NB SB
HCM Control Delay, s 10.8 0 0.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 641 1323 -
HCM Lane V/C Ratio - - 0.028 0.002 -
HCM Control Delay (s) - - 10.8 7.7 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 3: 70th Street W. & Avenue K-8 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 5.2
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 14 259 240
Demand Flow Rate, veh/h 14 259 240
Vehicles Circulating, veh/h 254 0 14
Vehicles Exiting, veh/h 5 254 254
Follow-Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.3 5.3 5.2
Approach LOS A A A
Lane Left Left Left
Designated Moves LR TR LT
Assumed Moves LR TR LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 14 259 240
Cap Entry Lane, veh/h 876 1130 1114
Entry HV Adj Factor 1.000 1.000 1.000
Flow Entry, veh/h 14 259 240
Cap Entry, veh/h 876 1130 1114
V/C Ratio 0.016 0.229 0.215
Control Delay, s/veh 4.3 5.3 5.2

LOS A A A
95th %tile Queue, veh 0 1 1
HCM 2010 AWSC Avanti North Residential TIA (JN14033)
4: 70th Street W. & W. Avenue L 08/09/2022
E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 12.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 74 32 52 36 59 53 187 139 131 120 3 Future Vol, veh/h 13 74 32 52 36 59 53 187 139 131 120 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 13 74 32 52 36 59 53 187 139 131 120 3
Number of Lanes 111110110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2223
HCM Control Delay 10.4 10.7 14.1 11.4

HCM LOS BBBB

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 100% 0%
Vol Thru, % 0% 57% 0% 100% 0% 0% 38% 0% 98%
Vol Right, % 0% 43% 0% 0% 100% 0% 62% 0% 2%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 53 326 13 74 32 52 95 131 123
LT Vol 53 0 13 0 0 52 0 131 0
Through Vol 0 187 0 74 0 0 36 0 120
RT Vol 0 139 0 0 32 0 59 0 3
Lane Flow Rate 53 326 13 74 32 52 95 131 123
Geometry Grp 888888888
Degree of Util (X) 0.097 0.525 0.027 0.142 0.055 0.106 0.169 0.249 0.216 Departure Headway (Hd) 6.6 5.796 7.422 6.913 6.201 7.353 6.4 6.845 6.323 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 542 619 481 517 574 486 558 524 566
Service Time 4.353 3.548 5.193 4.684 3.971 5.122 4.169 4.603 4.081 HCM Lane V/C Ratio 0.098 0.527 0.027 0.143 0.056 0.107 0.17 0.25 0.217 HCM Control Delay 10.1 14.8 10.4 10.8 9.3 11 10.5 11.9 10.8 HCM Lane LOS BBBBABBBB
HCM 95th-tile Q 0.3 3.1 0.1 0.5 0.2 0.4 0.6 1 0.8
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
5: Driveway 2 & W. Avenue K 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 112 3 16 194 9 45
Future Vol, veh/h 112 3 16 194 9 45
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 112 3 16 194 9 45
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 115 0 340 58
Stage 1 - - - - 114 -
Stage 2 - - - - 226 -
Critical Hdwy - - 4.1 - 6.6 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1487 - 648 1002
Stage 1 - - - - 904 -
Stage 2 - - - - 816 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1487 - 641 1002
Mov Cap-2 Maneuver - - - - 641 -
Stage 1 - - - - 904 -
Stage 2 - - - - 807 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 9.2

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 916 - - 1487 -
HCM Lane V/C Ratio 0.059 - - 0.011 -
HCM Control Delay (s) 9.2 - - 7.4 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.2 - - 0 -
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
7: Avenue K-8 & Driveway 4 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 2 5 21 59 9
Future Vol, veh/h 3 2 5 21 59 9
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 3 2 5 21 59 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 26 0 - 0 24 16
Stage 1 - - - - 16 -
Stage 2 - - - - 8 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1601 - - - 997 1069
Stage 1 - - - - 1012 -
Stage 2 - - - - 1020 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1601 - - - 995 1069
Mov Cap-2 Maneuver - - - - 995 -
Stage 1 - - - - 1010 -
Stage 2 - - - - 1020 -
Approach EB WB SB
HCM Control Delay, s 4.4 0 8.8

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1601 - - - 1004
HCM Lane V/C Ratio 0.002 - - - 0.068
HCM Control Delay (s) 7.3 0 - - 8.8
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 8: 65th Street W. & W. Avenue K 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 6
Intersection
Intersection Delay, s/veh 4.7
Intersection LOS A
Approach EB WB NB
Entry Lanes 2 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 157 255 127
Demand Flow Rate, veh/h 157 255 127
Vehicles Circulating, veh/h 45 0 157
Vehicles Exiting, veh/h 210 284 45
Follow-Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 4.6 4.6 4.9
Approach LOS A A A
Lane Left Right Left Right Left
Designated Moves LT R L TR LR
Assumed Moves LT R L TR LR
RT Channelized
Lane Util 1.000 0.000 0.176 0.824 1.000
Critical Headway, s 5.193 5.193 5.193 5.193 5.193
Entry Flow, veh/h 157 0 45 210 127
Cap Entry Lane, veh/h 1080 1080 1130 1130 966
Entry HV Adj Factor 1.000 1.000 1.000 1.000 1.000
Flow Entry, veh/h 157 0 45 210 127
Cap Entry, veh/h 1080 1080 1130 1130 966
V/C Ratio 0.145 0.000 0.040 0.186 0.132
Control Delay, s/veh 4.6 3.3 3.5 4.8 4.9

LOS A A A A A
95th %tile Queue, veh 1 0 0 1 0
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
9: 65th Street W. & Driveway 5 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 23 104 0 8 37
Future Vol, veh/h 0 23 104 0 8 37
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 23 104 0 8 37
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 157 104 0 0 104 0
Stage 1 104 -----
Stage 2 53 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 839 956 - - 1500 -
Stage 1 925 -----
Stage 2 975 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 835 956 - - 1500 -
Mov Cap-2 Maneuver 835 -----
Stage 1 925 -----
Stage 2 970 -----
Approach WB NB SB
HCM Control Delay, s 8.9 0 1.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 956 1500 -
HCM Lane V/C Ratio - - 0.024 0.005 -
HCM Control Delay (s) - - 8.9 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 10: 65th Street W. & Street A 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 8
Intersection
Intersection Delay, s/veh 4.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 95 73 22 36
Demand Flow Rate, veh/h 95 73 22 36
Vehicles Circulating, veh/h 46 74 77 43
Vehicles Exiting, veh/h 33 25 64 104
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.1 4.0 3.6 3.6
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 95 73 22 36
Cap Entry Lane, veh/h 1079 1049 1046 1082
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 95 73 22 36
Cap Entry, veh/h 1079 1049 1046 1082
V/C Ratio 0.088 0.070 0.021 0.033
Control Delay, s/veh 4.1 4.0 3.6 3.6

LOS A A A A
95th %tile Queue, veh 0000
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
11: 65th Street W. & Driveway 6 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 9
Intersection
Int Delay, s/veh 1.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 0 22 8 0 63
Future Vol, veh/h 23 0 22 8 0 63
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 23 0 22 8 0 63
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 89 26 0 0 30 0
Stage 1 26 -----
Stage 2 63 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 917 1056 - - 1596 -
Stage 1 1002 -----
Stage 2 965 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 917 1056 - - 1596 -
Mov Cap-2 Maneuver 917 -----
Stage 1 1002 -----
Stage 2 965 -----
Approach WB NB SB
HCM Control Delay, s 9 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 917 1596 -
HCM Lane V/C Ratio - - 0.025 - -
HCM Control Delay (s) - - 9 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 12: 65th Street W. & Avenue K-8 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 10
Intersection
Intersection Delay, s/veh 3.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 61 50 0 87
Demand Flow Rate, veh/h 61 50 0 87
Vehicles Circulating, veh/h 82 2 143 21
Vehicles Exiting, veh/h 26 141 0 31
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.0 3.6 0.0 3.9
Approach LOS A A - A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 61 50 0 87
Cap Entry Lane, veh/h 1041 1128 979 1106
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 61 50 0 87
Cap Entry, veh/h 1041 1128 979 1106
V/C Ratio 0.059 0.044 0.000 0.079
Control Delay, s/veh 4.0 3.6 3.7 3.9

LOS A A A A
95th %tile Queue, veh 0000
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
13: 62nd Street W. & W. Avenue K 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 11
Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 268 1 29 194 44 27 10 93 86 5 33
Future Vol, veh/h 15 268 1 29 194 44 27 10 93 86 5 33
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 150 - 0 150 - 120 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 15 268 1 29 194 44 27 10 93 86 5 33
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 238 0 0 269 0 0 456 594 268 602 551 97 Stage 1 - - - - - - 298 298 - 252 252 -
Stage 2 - - - - - - 158 296 - 350 299 -
Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1341 - - 1306 - - 505 421 776 401 445 947 Stage 1 - - - - - - 715 671 - 736 702 -
Stage 2 - - - - - - 834 672 - 671 670 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1341 - - 1306 - - 471 407 776 338 430 947 Mov Cap-2 Maneuver - - - - - - 471 407 - 338 430 -
Stage 1 - - - - - - 707 664 - 728 687 -
Stage 2 - - - - - - 781 657 - 575 663 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.8 11.3 16.5

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 452 776 1341 - - 1306 - - 342 947
HCM Lane V/C Ratio 0.082 0.12 0.011 - - 0.022 - - 0.266 0.035 HCM Control Delay (s) 13.7 10.3 7.7 - - 7.8 - - 19.3 8.9 HCM Lane LOS B B A - - A - - C A
HCM 95th %tile Q(veh) 0.3 0.4 0 - - 0.1 - - 1.1 0.1
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
14: Avenue K-8 & Driveway 7 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 12
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 140 49 11 32 0
Future Vol, veh/h 0 140 49 11 32 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 140 49 11 32 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 60 0 - 0 195 55
Stage 1 - - - - 55 -
Stage 2 - - - - 140 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1556 - - - 798 1018
Stage 1 - - - - 973 -
Stage 2 - - - - 892 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1556 - - - 798 1018
Mov Cap-2 Maneuver - - - - 798 -
Stage 1 - - - - 973 -
Stage 2 - - - - 892 -
Approach EB WB SB
HCM Control Delay, s 0 0 9.7

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1556 - - - 798
HCM Lane V/C Ratio ---- 0.04
HCM Control Delay (s) 0 - - - 9.7
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
E+P AM Tue Aug 9, 2022 13:45:35 Page 2-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #15 60th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.578
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 44 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 59 490 112 103 363 39 60 133 46 81 99 89
Growth 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 Initial Bse: 59 490 112 103 363 39 60 133 46 81 99 89
Added Vol: 8 5 5 0 2 6 18 177 23 2 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 67 495 117 103 365 45 78 310 69 83 161 89
User 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 PHF 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 PHF Volume: 67 495 117 103 365 45 78 310 69 83 161 89
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 67 495 117 103 365 45 78 310 69 83 161 89
PCE 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 MLF 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 FinalVolume: 67 495 117 103 365 45 78 310 69 83 161 89
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 1.62 0.38 1.00 1.78 0.22 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 2588 612 1600 2849 351 2880 1600 1600 2880 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.19 0.19 0.06 0.13 0.13 0.03 0.19 0.04 0.03 0.10 0.06 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
16: 60th Street W. & Avenue K-4 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 13
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 1 50 18 1 41 20 606 8 7 498 11
Future Vol, veh/h 31 1 50 18 1 41 20 606 8 7 498 11
Conflicting Peds, #/hr 0 00001000006
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 170 - 0 175 - 0
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 31 1 50 18 1 41 20 606 8 7 498 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1190 1172 255 910 1175 607 515 0 0 614 0 0 Stage 1 518 518 - 646 646 -------
Stage 2 672 654 - 264 529 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 155 194 750 245 193 500 1061 - - 975 - - Stage 1 514 536 - 464 470 -------
Stage 2 449 466 - 724 530 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 138 188 746 223 187 500 1055 - - 975 - - Mov Cap-2 Maneuver 264 307 - 341 305 -------
Stage 1 501 529 - 455 461 -------
Stage 2 403 457 - 669 523 -------
Approach EB WB NB SB
HCM Control Delay, s 14.2 14.6 0.3 0.1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1055 - - 265 746 435 975 - -
HCM Lane V/C Ratio 0.019 - - 0.121 0.067 0.138 0.007 - - HCM Control Delay (s) 8.5 - - 20.4 10.2 14.6 8.7 - -
HCM Lane LOS A - - C B B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.4 0.2 0.5 0 - -
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
17: 60th Street W. & Avenue K-8 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 14
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 1 237 3 0 12 100 597 5 7 535 24
Future Vol, veh/h 25 1 237 3 0 12 100 597 5 7 535 24
Conflicting Peds, #/hr 0 05000001008
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 0 - 0 - - 0 220 - - 235 - 350
Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 25 1 237 3 0 12 100 597 5 7 535 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1363 1360 281 1088 1382 601 567 0 0 603 0 0 Stage 1 557 557 - 801 801 -------
Stage 2 806 803 - 287 581 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 117 150 722 184 145 504 1015 - - 984 - - Stage 1 487 515 - 381 400 -------
Stage 2 379 399 - 702 503 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 104 133 713 112 129 504 1007 - - 983 - - Mov Cap-2 Maneuver 265 297 - 258 279 -------
Stage 1 435 507 - 343 360 -------
Stage 2 333 359 - 462 495 -------
Approach EB WB NB SB
HCM Control Delay, s 13.2 13.7 1.3 0.1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1007 - - 265 297 713 258 504 983 - -
HCM Lane V/C Ratio 0.099 - - 0.094 0.003 0.332 0.012 0.024 0.007 - - HCM Control Delay (s) 9 - - 20 17.2 12.5 19.1 12.3 8.7 - - HCM Lane LOS A - - C C B C B A - -
HCM 95th %tile Q(veh) 0.3 - - 0.3 0 1.5 0 0.1 0 - -
E+P AM Tue Aug 9, 2022 13:45:35 Page 3-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #18 60th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.895
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 111 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 0 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 47 285 117 135 393 90 177 369 50 300 255 111
Growth 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 Initial Bse: 47 285 117 135 393 90 177 369 50 300 255 111 Added Vol: 0 5 0 195 14 0 0 0 0 0 0 68
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 47 290 117 330 407 90 177 369 50 300 255 179 User 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 PHF 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 PHF Volume: 47 290 117 330 407 90 177 369 50 300 255 179 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 47 290 117 330 407 90 177 369 50 300 255 179 PCE 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 MLF 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 FinalVolume: 47 290 117 330 407 90 177 369 50 300 255 179 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 0.71 0.29 1.00 0.82 0.18 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1140 460 1600 1310 290 2880 1600 1600 2880 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.25 0.25 0.21 0.31 0.31 0.06 0.23 0.03 0.10 0.16 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
19: 55th Street W. & W. Avenue L 08/09/2022
E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 2.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 745 30 104 616 12 153
Future Vol, veh/h 745 30 104 616 12 153
Conflicting Peds, #/hr 0 20000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 0 - - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 745 30 104 616 12 153
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 777 0 1571 747
Stage 1 - - - - 747 -
Stage 2 - - - - 824 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 848 - 123 416
Stage 1 - - - - 472 -
Stage 2 - - - - 434 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 846 - 100 415
Mov Cap-2 Maneuver - - - - 100 -
Stage 1 - - - - 471 -
Stage 2 - - - - 353 -
Approach EB WB NB
HCM Control Delay, s 0 1.4 20.7

HCM LOS C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 100 415 - - 846 -
HCM Lane V/C Ratio 0.12 0.369 - - 0.123 -
HCM Control Delay (s) 45.9 18.7 - - 9.9 0
HCM Lane LOS E C - - A A
HCM 95th %tile Q(veh) 0.4 1.7 - - 0.4 -
HCM 2010 AWSC Avanti North Residential TIA (JN14033)
20: 50th Street W. & W. Avenue K 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 59.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 39 469 54 54 231 13 44 245 74 15 190 44 Future Vol, veh/h 39 469 54 54 231 13 44 245 74 15 190 44 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 39 469 54 54 231 13 44 245 74 15 190 44
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 111.4 25.1 32.7 21.7

HCM LOS F D D C

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 12% 7% 18% 6%
Vol Thru, % 67% 83% 78% 76%
Vol Right, % 20% 10% 4% 18%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 363 562 298 249
LT Vol 44 39 54 15
Through Vol 245 469 231 190
RT Vol 74 54 13 44
Lane Flow Rate 363 562 298 249
Geometry Grp 1111
Degree of Util (X) 0.763 1.142 0.645 0.554
Departure Headway (Hd) 8.076 7.313 8.269 8.564
Convergence, Y/N Yes Yes Yes Yes
Cap 450 500 441 423
Service Time 6.076 5.313 6.269 6.564
HCM Lane V/C Ratio 0.807 1.124 0.676 0.589
HCM Control Delay 32.7 111.4 25.1 21.7
HCM Lane LOS D F D C
HCM 95th-tile Q 6.5 19.5 4.4 3.3
E+P AM Tue Aug 9, 2022 13:45:35 Page 4-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #21 50th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.845
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 89 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 52 243 109 38 175 107 72 585 40 84 479 25
Growth 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 Initial Bse: 52 243 109 38 175 107 72 585 40 84 479 25
Added Vol: 3 0 0 0 0 0 0 186 9 0 65 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 55 243 109 38 175 107 72 771 49 84 544 25
User 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 PHF 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 PHF Volume: 55 243 109 38 175 107 72 771 49 84 544 25
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 55 243 109 38 175 107 72 771 49 84 544 25
PCE 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 MLF 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 FinalVolume: 55 243 109 38 175 107 72 771 49 84 544 25
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.62 0.38 1.00 1.00 1.00 1.00 1.91 0.09 Final Sat.: 1600 1600 1600 1600 993 607 1600 1600 1600 1600 3059 141 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.15 0.07 0.02 0.18 0.18 0.05 0.48 0.03 0.05 0.18 0.18 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 5-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #22 45th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.582
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 44 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 8 77 37 133 70 14 13 363 11 12 144 105
Growth 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 Initial Bse: 8 77 37 133 70 14 13 363 11 12 144 105
Added Vol: 0 0 0 0 0 3 9 149 0 0 52 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 8 77 37 133 70 17 22 512 11 12 196 105
User 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 PHF 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 PHF Volume: 8 77 37 133 70 17 22 512 11 12 196 105
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 77 37 133 70 17 22 512 11 12 196 105
PCE 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 MLF 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 FinalVolume: 8 77 37 133 70 17 22 512 11 12 196 105
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.68 0.32 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 1600 1081 519 1600 1600 1600 1600 1600 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.07 0.07 0.08 0.04 0.01 0.01 0.32 0.01 0.01 0.12 0.07 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 6-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #23 45th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.800
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 76 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 32 64 76 91 50 21 21 735 10 32 544 42
Growth 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 Initial Bse: 32 64 76 91 50 21 21 735 10 32 544 42
Added Vol: 0 0 0 0 0 0 0 186 0 0 65 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 32 64 76 91 50 21 21 921 10 32 609 42
User 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 PHF 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 PHF Volume: 32 64 76 91 50 21 21 921 10 32 609 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 32 64 76 91 50 21 21 921 10 32 609 42
PCE 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 MLF 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 FinalVolume: 32 64 76 91 50 21 21 921 10 32 609 42
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.70 0.30 1.00 1.00 1.00 1.00 0.94 0.06 Final Sat.: 1600 1600 1600 1600 1127 473 1600 1600 1600 1600 1497 103 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.04 0.05 0.06 0.04 0.04 0.01 0.58 0.01 0.02 0.41 0.41 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 7-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #24 40th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.486
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 37 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 0 1 0 1 0 1 1 0 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 52 224 67 41 187 24 29 440 56 30 185 21
Growth 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 Initial Bse: 52 224 67 41 187 24 29 440 56 30 185 21
Added Vol: 3 0 0 0 0 3 9 131 9 0 46 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 55 224 67 41 187 27 38 571 65 30 231 21
User 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 PHF 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 PHF Volume: 55 224 67 41 187 27 38 571 65 30 231 21
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 55 224 67 41 187 27 38 571 65 30 231 21
PCE 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 MLF 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 FinalVolume: 55 224 67 41 187 27 38 571 65 30 231 21
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 0.87 0.13 1.00 1.80 0.20 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 1398 202 1600 2873 327 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.07 0.04 0.03 0.13 0.13 0.02 0.20 0.20 0.02 0.14 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE MITIG8 - 2020 WP AM Thu Aug 11, 2022 09:33:53 Page 1-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #26 35th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.430
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 32 42 51 27 37 73 52 877 67 57 545 15
Growth 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 Initial Bse: 32 42 51 27 37 73 52 877 67 57 545 15
Added Vol: 0 0 0 0 0 0 0 177 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 32 42 51 27 37 73 52 1054 67 57 607 15
User 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 PHF 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 PHF Volume: 32 42 51 27 37 73 52 1054 67 57 607 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 32 42 51 27 37 73 52 1054 67 57 607 15
PCE 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 MLF 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 FinalVolume: 32 42 51 27 37 73 52 1054 67 57 607 15
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.45 0.55 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 723 877 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.06 0.06 0.02 0.02 0.05 0.03 0.22 0.04 0.04 0.13 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 9-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #26 35th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.540
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 41 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 32 42 51 27 37 73 52 877 67 57 545 15
Growth 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 Initial Bse: 32 42 51 27 37 73 52 877 67 57 545 15
Added Vol: 0 0 0 0 0 0 0 177 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 32 42 51 27 37 73 52 1054 67 57 607 15
User 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 PHF 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 PHF Volume: 32 42 51 27 37 73 52 1054 67 57 607 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 32 42 51 27 37 73 52 1054 67 57 607 15
PCE 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 MLF 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 FinalVolume: 32 42 51 27 37 73 52 1054 67 57 607 15
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.45 0.55 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 723 877 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.06 0.06 0.02 0.02 0.05 0.03 0.33 0.04 0.04 0.19 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 10-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #27 30th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.429
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 2 1 0 2 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 52 475 134 48 330 66 68 521 62 64 202 75
Growth 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 Initial Bse: 52 475 134 48 330 66 68 521 62 64 202 75
Added Vol: 5 0 0 0 0 8 23 82 14 0 29 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 57 475 134 48 330 74 91 603 76 64 231 75
User 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 PHF 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 PHF Volume: 57 475 134 48 330 74 91 603 76 64 231 75
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 57 475 134 48 330 74 91 603 76 64 231 75
PCE 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 MLF 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 FinalVolume: 57 475 134 48 330 74 91 603 76 64 231 75
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.66 0.34 2.00 2.26 0.74 Final Sat.: 2880 3200 1600 2880 3200 1600 2880 4263 537 2880 3624 1176 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.15 0.08 0.02 0.10 0.05 0.03 0.14 0.14 0.02 0.06 0.06 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 11-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #28 30th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.689
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 55 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 62 281 212 138 251 94 115 803 68 102 461 62
Growth 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 Initial Bse: 62 281 212 138 251 94 115 803 68 102 461 62 Added Vol: 0 0 0 0 0 0 0 177 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 62 281 212 138 251 94 115 980 68 102 523 62 User 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 PHF 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 PHF Volume: 62 281 212 138 251 94 115 980 68 102 523 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 62 281 212 138 251 94 115 980 68 102 523 62 PCE 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 MLF 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 FinalVolume: 62 281 212 138 251 94 115 980 68 102 523 62 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.09 0.13 0.09 0.08 0.06 0.07 0.31 0.04 0.06 0.16 0.04 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 12-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #29 25th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.497
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 38 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 4 134 53 122 96 23 49 706 16 31 329 79
Growth 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 Initial Bse: 4 134 53 122 96 23 49 706 16 31 329 79
Added Vol: 0 0 0 0 0 3 9 72 0 0 25 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 4 134 53 122 96 26 58 778 16 31 354 79
User 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 PHF 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 PHF Volume: 4 134 53 122 96 26 58 778 16 31 354 79
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 4 134 53 122 96 26 58 778 16 31 354 79
PCE 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 MLF 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 FinalVolume: 4 134 53 122 96 26 58 778 16 31 354 79
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.43 0.57 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 2293 907 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.06 0.06 0.08 0.06 0.02 0.04 0.24 0.01 0.02 0.11 0.05 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 13-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #30 25th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.531
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 40 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 2 5 3 55 2 65 53 1065 4 1 554 24
Growth 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 Initial Bse: 2 5 3 55 2 65 53 1065 4 1 554 24
Added Vol: 0 0 0 0 0 0 0 168 0 0 59 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 5 3 55 2 65 53 1233 4 1 613 24
User 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 PHF 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 PHF Volume: 2 5 3 55 2 65 53 1233 4 1 613 24
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 5 3 55 2 65 53 1233 4 1 613 24
PCE 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 MLF 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 FinalVolume: 2 5 3 55 2 65 53 1233 4 1 613 24
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.29 0.71 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 457 1143 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.03 0.39 0.00 0.00 0.19 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 14-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #31 20th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.436
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 1 1 0 2 0 2 0 1 1 0 3 0 1 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 38 232 79 102 213 61 130 688 64 78 359 68
Growth 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 Initial Bse: 38 232 79 102 213 61 130 688 64 78 359 68
Added Vol: 3 0 0 0 0 3 9 54 9 0 19 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 41 232 79 102 213 64 139 742 73 78 378 68
User 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 PHF 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 PHF Volume: 41 232 79 102 213 64 139 742 73 78 378 68
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 41 232 79 102 213 64 139 742 73 78 378 68
PCE 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 MLF 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 FinalVolume: 41 232 79 102 213 64 139 742 73 78 378 68
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 1.49 0.51 2.00 2.00 1.00 1.00 3.00 1.00 1.00 2.54 0.46 Final Sat.: 2880 2387 813 2880 3200 1600 1600 4800 1600 1600 4068 732 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.10 0.10 0.04 0.07 0.04 0.09 0.15 0.05 0.05 0.09 0.09 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 15-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #32 20th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.603
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 46 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 1 0 1 1 0 2 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 22 198 50 87 112 48 94 1019 67 26 464 43
Growth 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 Initial Bse: 22 198 50 87 112 48 94 1019 67 26 464 43
Added Vol: 0 0 0 0 0 0 0 168 0 0 59 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 22 198 50 87 112 48 94 1187 67 26 523 43
User 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 PHF 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 PHF Volume: 22 198 50 87 112 48 94 1187 67 26 523 43
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 22 198 50 87 112 48 94 1187 67 26 523 43
PCE 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 MLF 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 FinalVolume: 22 198 50 87 112 48 94 1187 67 26 523 43
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 3200 1600 1600 1600 1600 1600 3200 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.06 0.03 0.05 0.07 0.03 0.06 0.37 0.04 0.02 0.11 0.03 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 16-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #33 17th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.478
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 37 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 29 40 104 127 30 30 49 781 59 76 507 104
Growth 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 Initial Bse: 29 40 104 127 30 30 49 781 59 76 507 104
Added Vol: 0 0 0 0 0 0 0 54 0 0 19 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 29 40 104 127 30 30 49 835 59 76 526 104
User 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 PHF 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 PHF Volume: 29 40 104 127 30 30 49 835 59 76 526 104
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 29 40 104 127 30 30 49 835 59 76 526 104
PCE 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 MLF 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 FinalVolume: 29 40 104 127 30 30 49 835 59 76 526 104
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.80 0.20 1.00 2.50 0.50 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4483 317 1600 4008 792 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.03 0.07 0.08 0.02 0.02 0.03 0.19 0.19 0.05 0.13 0.13 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P AM Tue Aug 9, 2022 13:45:35 Page 17-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #34 15th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.466
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 36 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 0 0 1 0 1 0 1 0 1 1 0 2 1 0 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 0 1 12 138 0 23 103 1116 0 6 490 182
Growth 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 Initial Bse: 0 1 12 138 0 23 103 1116 0 6 490 182
Added Vol: 0 0 0 0 0 0 0 168 0 0 59 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1 12 138 0 23 103 1284 0 6 549 182
User 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 PHF 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 PHF Volume: 0 1 12 138 0 23 103 1284 0 6 549 182
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 12 138 0 23 103 1284 0 6 549 182
PCE 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 MLF 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 FinalVolume: 0 1 12 138 0 23 103 1284 0 6 549 182
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.08 0.92 1.00 1.00 1.00 1.00 3.00 0.00 1.00 3.00 1.00 Final Sat.: 0 123 1477 1600 1600 1600 1600 4800 0 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.01 0.01 0.09 0.00 0.01 0.06 0.27 0.00 0.00 0.11 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE Timings Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/09/2022 E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Configurations
Traffic Volume (vph) 755 279 639 147 0
Future Volume (vph) 755 279 639 147 0
Turn Type NA Free NA Perm NA
Protected Phases 4 8 6
Permitted Phases Free 6
Detector Phase 4 8 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 33.0 33.0 36.0 36.0
Total Split (s) 67.0 67.0 53.0 53.0
Total Split (%) 55.8% 55.8% 44.2% 44.2%
Yellow Time (s) 3.9 3.9 3.6 3.6
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.6 5.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None Min Min
Act Effct Green (s) 16.1 39.6 16.1 11.2 11.2
Actuated g/C Ratio 0.41 1.00 0.41 0.28 0.28
v/c Ratio 0.43 0.21 0.52 0.31 0.27
Control Delay 10.0 0.4 9.4 13.6 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.0 0.4 9.4 13.6 5.6

LOS B A A B A
Approach Delay 7.4 9.4 9.8
Approach LOS A A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 39.6
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 8.5 Intersection LOS: A
Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/09/2022 E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 755 279 0 639 276 0 0 0 147 0 101 Future Volume (veh/h) 0 755 279 0 639 276 0 0 0 147 0 101 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 755 0 0 639 0 106 58 64
Adj No. of Lanes 031030 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 1802 561 0 1802 0 307 140 155
Arrive On Green 0.00 0.41 0.00 0.00 0.41 0.00 0.20 0.20 0.20 Sat Flow, veh/h 0 4512 1360 0 4656 0 1524 696 768
Grp Volume(v), veh/h 0 755 0 0 639 0 106 0 122
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 0 1524 0 1464 Q Serve(g_s), s 0.0 3.7 0.0 0.0 3.0 0.0 1.8 0.0 2.2
Cycle Q Clear(g_c), s 0.0 3.7 0.0 0.0 3.0 0.0 1.8 0.0 2.2 Prop In Lane 0.00 1.00 0.00 0.00 1.00 0.52
Lane Grp Cap(c), veh/h 0 1802 561 0 1802 0 307 0 295
V/C Ratio(X) 0.00 0.42 0.00 0.00 0.35 0.00 0.35 0.00 0.41 Avail Cap(c_a), veh/h 0 8958 2789 0 8958 0 2424 0 2330
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.2 0.0 0.0 6.0 0.0 10.2 0.0 10.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 0.7 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.4 0.0 0.0 1.2 0.0 0.8 0.0 0.9 LnGrp Delay(d),s/veh 0.0 6.4 0.0 0.0 6.1 0.0 10.9 0.0 11.3 LnGrp LOS A A B B
Approach Vol, veh/h 755 639 228
Approach Delay, s/veh 6.4 6.1 11.1
Approach LOS A A B
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 18.2 11.6 18.2
Change Period (Y+Rc), s 5.9 5.6 5.9
Max Green Setting (Gmax), s 61.1 47.4 61.1
Max Q Clear Time (g_c+I1), s 5.7 4.2 5.0
Green Ext Time (p_c), s 6.0 1.0 4.9
Intersection Summary
HCM 2010 Ctrl Delay 6.9
HCM 2010 LOS A
Notes
Timings Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/09/2022 E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Configurations
Traffic Volume (vph) 833 601 676 257 0
Future Volume (vph) 833 601 676 257 0
Turn Type NA Free NA Prot NA
Protected Phases 4 8 1 6
Permitted Phases Free
Detector Phase 4 8 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 28.5 32.5 18.5 28.5
Total Split (s) 75.0 75.0 45.0 45.0
Total Split (%) 62.5% 62.5% 37.5% 37.5%
Yellow Time (s) 4.7 4.7 3.6 3.6
All-Red Time (s) 2.5 2.5 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min
Act Effct Green (s) 25.9 78.4 25.9 33.3 31.7
Actuated g/C Ratio 0.33 1.00 0.33 0.42 0.40
v/c Ratio 0.58 0.44 0.75 0.26 0.27
Control Delay 23.1 1.0 21.4 14.3 10.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 23.1 1.0 21.4 14.3 10.5

LOS C A C B B
Approach Delay 13.9 21.4 12.4
Approach LOS B C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 78.4
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 16.6 Intersection LOS: B
Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/09/2022 E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 833 601 0 676 454 0 0 0 257 0 61 Future Volume (veh/h) 0 833 601 0 676 454 0 0 0 257 0 61 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 833 0 0 676 0 159 137 61
Adj No. of Lanes 031030 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 1744 543 0 1744 0 335 231 103
Arrive On Green 0.00 0.40 0.00 0.00 0.40 0.00 0.22 0.22 0.22 Sat Flow, veh/h 0 4512 1360 0 4656 0 1524 1050 468
Grp Volume(v), veh/h 0 833 0 0 676 0 159 0 198
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 0 1524 0 1517 Q Serve(g_s), s 0.0 4.4 0.0 0.0 3.4 0.0 2.8 0.0 3.6
Cycle Q Clear(g_c), s 0.0 4.4 0.0 0.0 3.4 0.0 2.8 0.0 3.6 Prop In Lane 0.00 1.00 0.00 0.00 1.00 0.31
Lane Grp Cap(c), veh/h 0 1744 543 0 1744 0 335 0 334
V/C Ratio(X) 0.00 0.48 0.00 0.00 0.39 0.00 0.47 0.00 0.59 Avail Cap(c_a), veh/h 0 9555 2975 0 9555 0 1986 0 1978
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.9 0.0 0.0 6.6 0.0 10.5 0.0 10.8 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 1.0 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.7 0.0 0.0 1.3 0.0 1.2 0.0 1.6 LnGrp Delay(d),s/veh 0.0 7.1 0.0 0.0 6.8 0.0 11.6 0.0 12.5 LnGrp LOS A A B B
Approach Vol, veh/h 833 676 357
Approach Delay, s/veh 7.1 6.8 12.1
Approach LOS A A B
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 19.6 11.4 19.6
Change Period (Y+Rc), s 7.2 4.6 7.2
Max Green Setting (Gmax), s 67.8 40.4 67.8
Max Q Clear Time (g_c+I1), s 6.4 5.6 5.4
Green Ext Time (p_c), s 6.0 1.5 4.6
Intersection Summary
HCM 2010 Ctrl Delay 7.9
HCM 2010 LOS A
Notes
Timings Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/09/2022 E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 148 657 642 187 177 456 331 222 1 192 Future Volume (vph) 148 657 642 187 177 456 331 222 1 192 Turn Type Prot NA NA pm+ov Split NA Perm Split NA pm+ov Protected Phases 748622 667
Permitted Phases 8 2 6
Detector Phase 7486222667
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 8.0 5.0 5.0 5.0 8.0 8.0 10.0 Minimum Split (s) 33.9 38.0 31.0 39.0 28.0 28.0 28.0 39.0 39.0 33.9 Total Split (s) 30.9 58.9 28.0 36.0 25.1 25.1 25.1 36.0 36.0 30.9 Total Split (%) 25.8% 49.1% 23.3% 30.0% 20.9% 20.9% 20.9% 30.0% 30.0% 25.8% Yellow Time (s) 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lead/Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min Min Min Min None Act Effct Green (s) 11.2 34.3 18.0 37.0 20.6 20.6 20.6 14.0 14.0 25.2 Actuated g/C Ratio 0.13 0.41 0.21 0.44 0.25 0.25 0.25 0.17 0.17 0.30 v/c Ratio 0.42 0.43 0.68 0.27 0.47 1.16 0.65 0.46 0.46 0.38 Control Delay 39.8 18.5 35.4 3.0 35.5 129.3 17.1 38.3 38.3 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.8 18.5 35.4 3.0 35.5 129.3 17.1 38.3 38.3 6.1

LOS D B D A D F B D D A
Approach Delay 22.0 28.0 73.5 23.4
Approach LOS C C E C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 83.9
Natural Cycle: 145
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.16
Intersection Signal Delay: 39.8 Intersection LOS: D
Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 37: SR-14 NB Ramps/15th Street W. & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/09/2022 E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 148 657 97 0 642 187 177 456 331 222 1 192 Future Volume (veh/h) 148 657 97 0 642 187 177 456 331 222 1 192 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
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 Adj Sat Flow, veh/h/ln 1440 1600 1600 0 1600 1600 1600 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 148 657 92 0 642 159 177 456 131 223 0 83 Adj No. of Lanes 230031111201
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000000
Cap, veh/h 362 1605 222 0 928 439 418 439 373 337 0 335 Arrive On Green 0.14 0.41 0.41 0.00 0.21 0.21 0.27 0.27 0.27 0.11 0.00 0.11 Sat Flow, veh/h 2661 3869 535 0 4512 1360 1524 1600 1360 3048 0 1360 Grp Volume(v), veh/h 148 493 256 0 642 159 177 456 131 223 0 83 Grp Sat Flow(s),veh/h/ln 1330 1456 1492 0 1456 1360 1524 1600 1360 1524 0 1360 Q Serve(g_s), s 3.7 8.8 8.9 0.0 10.0 6.6 7.0 20.2 5.7 5.2 0.0 0.0 Cycle Q Clear(g_c), s 3.7 8.8 8.9 0.0 10.0 6.6 7.0 20.2 5.7 5.2 0.0 0.0 Prop In Lane 1.00 0.36 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 362 1208 619 0 928 439 418 439 373 337 0 335 V/C Ratio(X) 0.41 0.41 0.41 0.00 0.69 0.36 0.42 1.04 0.35 0.66 0.00 0.25 Avail Cap(c_a), veh/h 940 2137 1095 0 1371 578 418 439 373 1288 0 760 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.1 15.2 15.2 0.0 26.7 19.1 21.9 26.7 21.4 31.4 0.0 22.2 Incr Delay (d2), s/veh 0.7 0.2 0.4 0.0 0.9 0.5 0.7 53.1 0.6 2.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 3.5 3.7 0.0 4.1 2.9 3.0 15.3 2.2 2.3 0.0 1.7 LnGrp Delay(d),s/veh 29.8 15.4 15.6 0.0 27.7 19.6 22.6 79.8 22.0 33.6 0.0 22.6 LnGrp LOS C B B C B C F C C C
Approach Vol, veh/h 897 801 764 306
Approach Delay, s/veh 17.8 26.1 56.6 30.6
Approach LOS B C E C
Timer 12345678
Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 25.1 35.4 13.0 14.9 20.5
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 20.2 54.0 31.1 26.0 23.1
Max Q Clear Time (g_c+I1), s 22.2 10.9 7.2 5.7 12.0
Green Ext Time (p_c), s 0.0 5.5 1.0 0.4 3.6
Intersection Summary
HCM 2010 Ctrl Delay 32.3
HCM 2010 LOS C
Notes
Timings Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/09/2022
E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 4
Lane Group EBT EBR WBT WBR NBL NBR
Lane Configurations
Traffic Volume (vph) 1010 80 862 113 268 553
Future Volume (vph) 1010 80 862 113 268 553
Turn Type NA Free NA Free Prot Free
Protected Phases 4 8 5
Permitted Phases Free Free Free
Detector Phase 4 8 5
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0
Minimum Split (s) 30.5 28.5 14.0
Total Split (s) 64.0 64.0 56.0
Total Split (%) 53.3% 53.3% 46.7%
Yellow Time (s) 4.7 4.7 3.6
All-Red Time (s) 2.5 2.5 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None
Act Effct Green (s) 19.5 46.7 19.5 46.7 14.9 46.7
Actuated g/C Ratio 0.42 1.00 0.42 1.00 0.32 1.00
v/c Ratio 0.55 0.06 0.38 0.08 0.55 0.41
Control Delay 12.0 0.1 10.2 0.1 18.8 0.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.0 0.1 10.2 0.1 18.8 0.9

LOS B A B A B A
Approach Delay 11.1 9.0
Approach LOS B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 46.7
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 9.2 Intersection LOS: A
Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 38: SR-14 NB Ramps & W. Avenue L
HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 38: SR-14 NB Ramps & W. Avenue L 08/09/2022
E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1010 80 0 862 113 268 0 553 0 0 0 Future Volume (veh/h) 0 1010 80 0 862 113 268 0 553 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 000000000
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 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 0 1600 Adj Flow Rate, veh/h 0 1010 0 0 862 0 268 0 0
Adj No. of Lanes 031041101
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000
Cap, veh/h 0 1924 599 0 2425 599 345 0 307
Arrive On Green 0.00 0.44 0.00 0.00 0.44 0.00 0.23 0.00 0.00 Sat Flow, veh/h 0 4512 1360 0 5728 1360 1524 0 1360
Grp Volume(v), veh/h 0 1010 0 0 862 0 268 0 0
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1376 1360 1524 0 1360 Q Serve(g_s), s 0.0 6.0 0.0 0.0 3.7 0.0 5.8 0.0 0.0
Cycle Q Clear(g_c), s 0.0 6.0 0.0 0.0 3.7 0.0 5.8 0.0 0.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1924 599 0 2425 599 345 0 307
V/C Ratio(X) 0.00 0.52 0.00 0.00 0.36 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 0 7009 2182 0 8832 2182 2213 0 1975 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 7.2 0.0 0.0 6.6 0.0 12.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 3.8 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 %ile BackOfQ(50%),veh/ln 0.0 2.4 0.0 0.0 1.4 0.0 2.8 0.0 0.0 LnGrp Delay(d),s/veh 0.0 7.4 0.0 0.0 6.7 0.0 16.7 0.0 0.0 LnGrp LOS A A B
Approach Vol, veh/h 1010 862 268
Approach Delay, s/veh 7.4 6.7 16.7
Approach LOS A A B
Timer 12345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 12.6 22.8 22.8
Change Period (Y+Rc), s 4.6 7.2 7.2
Max Green Setting (Gmax), s 51.4 56.8 56.8
Max Q Clear Time (g_c+I1), s 7.8 8.0 5.7
Green Ext Time (p_c), s 0.8 7.6 6.2
Intersection Summary
HCM 2010 Ctrl Delay 8.3
HCM 2010 LOS A
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
39: Avenue K-8 & Driveway 8 08/09/2022
E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 16
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 172 60 5 14 0
Future Vol, veh/h 0 172 60 5 14 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 172 60 5 14 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 65 0 - 0 235 63
Stage 1 - - - - 63 -
Stage 2 - - - - 172 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1550 - - - 758 1007
Stage 1 - - - - 965 -
Stage 2 - - - - 863 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1550 - - - 758 1007
Mov Cap-2 Maneuver - - - - 758 -
Stage 1 - - - - 965 -
Stage 2 - - - - 863 -
Approach EB WB SB
HCM Control Delay, s 0 0 9.8

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1550 - - - 758
HCM Lane V/C Ratio ---- 0.018
HCM Control Delay (s) 0 - - - 9.8
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 1: 70th Street W. & W. Avenue K 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 4.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 113 89 94 136
Demand Flow Rate, veh/h 113 89 94 136
Vehicles Circulating, veh/h 167 76 113 91
Vehicles Exiting, veh/h 60 131 167 74
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.9 4.2 4.4 4.7
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 113 89 94 136
Cap Entry Lane, veh/h 956 1047 1009 1032
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 113 89 94 136
Cap Entry, veh/h 956 1047 1009 1032
V/C Ratio 0.118 0.085 0.093 0.132
Control Delay, s/veh 4.9 4.2 4.4 4.7

LOS A A A A
95th %tile Queue, veh 0000
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
2: 70th Street W. & Driveway 1 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 6 6 88 10 10 157
Future Vol, veh/h 6 6 88 10 10 157
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 6 6 88 10 10 157
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 270 93 0 0 98 0
Stage 1 93 -----
Stage 2 177 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 724 970 - - 1508 -
Stage 1 936 -----
Stage 2 859 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 719 970 - - 1508 -
Mov Cap-2 Maneuver 719 -----
Stage 1 936 -----
Stage 2 853 -----
Approach WB NB SB
HCM Control Delay, s 9.4 0 0.4

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 826 1508 -
HCM Lane V/C Ratio - - 0.015 0.007 -
HCM Control Delay (s) - - 9.4 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 3: 70th Street W. & Avenue K-8 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 4.3
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 9 114 163
Demand Flow Rate, veh/h 9 114 163
Vehicles Circulating, veh/h 98 0 9
Vehicles Exiting, veh/h 16 172 98
Follow-Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 3.6 4.0 4.5
Approach LOS A A A
Lane Left Left Left
Designated Moves LR TR LT
Assumed Moves LR TR LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 9 114 163
Cap Entry Lane, veh/h 1024 1130 1120
Entry HV Adj Factor 1.000 1.000 1.000
Flow Entry, veh/h 9 114 163
Cap Entry, veh/h 1024 1130 1120
V/C Ratio 0.009 0.101 0.146
Control Delay, s/veh 3.6 4.0 4.5

LOS A A A
95th %tile Queue, veh 0 0 1
HCM 2010 AWSC Avanti North Residential TIA (JN14033)
4: 70th Street W. & W. Avenue L 08/09/2022
E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 36 21 105 53 15 20 97 67 13 154 5
Future Vol, veh/h 2 36 21 105 53 15 20 97 67 13 154 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 2 36 21 105 53 15 20 97 67 13 154 5
Number of Lanes 111110110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2223
HCM Control Delay 8.8 9.7 9.7 10.1

HCM LOS AAAB

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 100% 0%
Vol Thru, % 0% 59% 0% 100% 0% 0% 78% 0% 97%
Vol Right, % 0% 41% 0% 0% 100% 0% 22% 0% 3%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 164 2 36 21 105 68 13 159
LT Vol 20 0 2 0 0 105 0 13 0
Through Vol 0 97 0 36 0 0 53 0 154
RT Vol 0 67 0 0 21 0 15 0 5
Lane Flow Rate 20 164 2 36 21 105 68 13 159
Geometry Grp 888888888
Degree of Util (X) 0.034 0.24 0.004 0.06 0.031 0.18 0.104 0.022 0.245 Departure Headway (Hd) 6.066 5.277 6.534 6.029 5.322 6.16 5.5 6.072 5.547 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 585 674 551 598 677 576 644 584 641
Service Time 3.855 3.065 4.234 3.729 3.022 3.959 3.298 3.864 3.339 HCM Lane V/C Ratio 0.034 0.243 0.004 0.06 0.031 0.182 0.106 0.022 0.248 HCM Control Delay 9.1 9.8 9.3 9.1 8.2 10.3 8.9 9 10.2
HCM Lane LOS AAAAABAAB
HCM 95th-tile Q 0.1 0.9 0 0.2 0.1 0.7 0.3 0.1 1
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
5: Driveway 2 & W. Avenue K 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 2.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 121 10 52 83 6 31
Future Vol, veh/h 121 10 52 83 6 31
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 121 10 52 83 6 31
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 131 0 313 66
Stage 1 - - - - 126 -
Stage 2 - - - - 187 -
Critical Hdwy - - 4.1 - 6.6 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1467 - 672 991
Stage 1 - - - - 892 -
Stage 2 - - - - 850 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1467 - 648 991
Mov Cap-2 Maneuver - - - - 648 -
Stage 1 - - - - 892 -
Stage 2 - - - - 820 -
Approach EB WB NB
HCM Control Delay, s 0 2.9 9.1

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 913 - - 1467 -
HCM Lane V/C Ratio 0.041 - - 0.035 -
HCM Control Delay (s) 9.1 - - 7.5 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
7: Avenue K-8 & Driveway 4 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 5 3 67 40 6
Future Vol, veh/h 10 5 3 67 40 6
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 10 5 3 67 40 6
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 70 0 - 0 62 37
Stage 1 - - - - 37 -
Stage 2 - - - - 25 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1544 - - - 949 1041
Stage 1 - - - - 991 -
Stage 2 - - - - 1003 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1544 - - - 943 1041
Mov Cap-2 Maneuver - - - - 943 -
Stage 1 - - - - 985 -
Stage 2 - - - - 1003 -
Approach EB WB SB
HCM Control Delay, s 4.9 0 9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1544 - - - 955
HCM Lane V/C Ratio 0.006 - - - 0.048
HCM Control Delay (s) 7.3 0 - - 9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 8: 65th Street W. & W. Avenue K 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 7
Intersection
Intersection Delay, s/veh 4.6
Intersection LOS A
Approach EB WB NB
Entry Lanes 2 2 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 152 280 85
Demand Flow Rate, veh/h 152 280 85
Vehicles Circulating, veh/h 145 0 152
Vehicles Exiting, veh/h 135 237 145
Follow-Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.1 4.3 4.5
Approach LOS A A A
Lane Left Right Left Right Left
Designated Moves LT R L TR LR
Assumed Moves LT R L TR LR
RT Channelized
Lane Util 1.000 0.000 0.518 0.482 1.000
Critical Headway, s 5.193 5.193 5.193 5.193 5.193
Entry Flow, veh/h 152 0 145 135 85
Cap Entry Lane, veh/h 977 977 1130 1130 971
Entry HV Adj Factor 1.000 1.000 1.000 1.000 1.000
Flow Entry, veh/h 152 0 145 135 85
Cap Entry, veh/h 977 977 1130 1130 971
V/C Ratio 0.156 0.000 0.128 0.119 0.088
Control Delay, s/veh 5.1 3.7 4.3 4.2 4.5

LOS A A A A A
95th %tile Queue, veh 1 0 0 0 0
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
9: 65th Street W. & Driveway 5 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 8
Intersection
Int Delay, s/veh 1.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 15 70 0 26 119
Future Vol, veh/h 0 15 70 0 26 119
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 15 70 0 26 119
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 241 70 0 0 70 0
Stage 1 70 -----
Stage 2 171 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 752 998 - - 1544 -
Stage 1 958 -----
Stage 2 864 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 738 998 - - 1544 -
Mov Cap-2 Maneuver 738 -----
Stage 1 958 -----
Stage 2 848 -----
Approach WB NB SB
HCM Control Delay, s 8.7 0 1.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 998 1544 -
HCM Lane V/C Ratio - - 0.015 0.017 -
HCM Control Delay (s) - - 8.7 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0.1 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 10: 65th Street W. & Street A 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 9
Intersection
Intersection Delay, s/veh 4.1
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 64 48 72 120
Demand Flow Rate, veh/h 64 48 72 120
Vehicles Circulating, veh/h 68 79 90 57
Vehicles Exiting, veh/h 109 83 42 70
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.9 3.8 4.1 4.4
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 64 48 72 120
Cap Entry Lane, veh/h 1056 1044 1033 1067
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 64 48 72 120
Cap Entry, veh/h 1056 1044 1033 1067
V/C Ratio 0.061 0.046 0.070 0.112
Control Delay, s/veh 3.9 3.8 4.1 4.4

LOS A A A A
95th %tile Queue, veh 0000
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
11: 65th Street W. & Driveway 6 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 10
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 15 0 73 26 0 43
Future Vol, veh/h 15 0 73 26 0 43
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 15 0 73 26 0 43
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 129 86 0 0 99 0
Stage 1 86 -----
Stage 2 43 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 870 978 - - 1507 -
Stage 1 942 -----
Stage 2 985 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 870 978 - - 1507 -
Mov Cap-2 Maneuver 870 -----
Stage 1 942 -----
Stage 2 985 -----
Approach WB NB SB
HCM Control Delay, s 9.2 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 870 1507 -
HCM Lane V/C Ratio - - 0.017 - -
HCM Control Delay (s) - - 9.2 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 12: 65th Street W. & Avenue K-8 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 11
Intersection
Intersection Delay, s/veh 4.2
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 45 160 0 58
Demand Flow Rate, veh/h 45 160 0 58
Vehicles Circulating, veh/h 55 5 100 67
Vehicles Exiting, veh/h 70 95 0 98
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.7 4.4 0.0 3.9
Approach LOS A A - A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 45 160 0 58
Cap Entry Lane, veh/h 1069 1124 1022 1057
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 45 160 0 58
Cap Entry, veh/h 1069 1124 1022 1057
V/C Ratio 0.042 0.142 0.000 0.055
Control Delay, s/veh 3.7 4.4 3.5 3.9

LOS A A A A
95th %tile Queue, veh 0000
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
13: 62nd Street W. & W. Avenue K 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 12
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 230 2 76 275 92 2 3 49 48 1 3
Future Vol, veh/h 5 230 2 76 275 92 2 3 49 48 1 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 150 - 0 150 - 120 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 5 230 2 76 275 92 2 3 49 48 1 3
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 367 0 0 232 0 0 530 759 230 694 669 138 Stage 1 - - - - - - 240 240 - 427 427 -
Stage 2 - - - - - - 290 519 - 267 242 -
Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1203 - - 1348 - - 449 338 814 346 381 891 Stage 1 - - - - - - 768 711 - 581 589 -
Stage 2 - - - - - - 699 536 - 743 709 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1203 - - 1348 - - 426 318 814 308 358 891 Mov Cap-2 Maneuver - - - - - - 426 318 - 308 358 -
Stage 1 - - - - - - 765 708 - 579 556 -
Stage 2 - - - - - - 656 506 - 692 706 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 1.3 10.2 18.2

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 354 814 1203 - - 1348 - - 309 891
HCM Lane V/C Ratio 0.014 0.06 0.004 - - 0.056 - - 0.159 0.003 HCM Control Delay (s) 15.3 9.7 8 - - 7.8 - - 18.8 9.1
HCM Lane LOS C A A - - A - - C A
HCM 95th %tile Q(veh) 0 0.2 0 - - 0.2 - - 0.6 0
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
14: Avenue K-8 & Driveway 7 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 13
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 95 161 36 21 0
Future Vol, veh/h 0 95 161 36 21 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 95 161 36 21 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 197 0 - 0 274 179
Stage 1 - - - - 179 -
Stage 2 - - - - 95 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1388 - - - 720 869
Stage 1 - - - - 857 -
Stage 2 - - - - 934 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1388 - - - 720 869
Mov Cap-2 Maneuver - - - - 720 -
Stage 1 - - - - 857 -
Stage 2 - - - - 934 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.2

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1388 - - - 720
HCM Lane V/C Ratio ---- 0.029
HCM Control Delay (s) 0 - - - 10.2
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
E+P PM Tue Aug 9, 2022 13:46:00 Page 2-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #15 60th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.471
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 36 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 39 256 49 42 300 23 16 119 53 86 137 79
Growth 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 Initial Bse: 39 256 49 42 300 23 16 119 53 86 137 79
Added Vol: 26 3 3 0 5 21 12 119 16 5 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 65 259 52 42 305 44 28 238 69 91 339 79
User 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 PHF 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 PHF Volume: 65 259 52 42 305 44 28 238 69 91 339 79
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 65 259 52 42 305 44 28 238 69 91 339 79
PCE 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 MLF 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 FinalVolume: 65 259 52 42 305 44 28 238 69 91 339 79
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 1.67 0.33 1.00 1.75 0.25 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 2665 535 1600 2797 403 2880 1600 1600 2880 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.10 0.10 0.03 0.11 0.11 0.01 0.15 0.04 0.03 0.21 0.05 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
16: 60th Street W. & Avenue K-4 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 14
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 1 34 16 1 17 44 336 23 17 416 31
Future Vol, veh/h 23 1 34 16 1 17 44 336 23 17 416 31
Conflicting Peds, #/hr 0 00000001000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 170 - 0 175 - 0
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 23 1 34 16 1 17 44 336 23 17 416 31
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 895 898 208 668 906 337 447 0 0 360 0 0 Stage 1 450 450 - 425 425 -------
Stage 2 445 448 - 243 481 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 251 281 804 361 278 710 1124 - - 1210 - - Stage 1 564 575 - 611 590 -------
Stage 2 596 576 - 745 557 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 235 266 804 331 263 709 1124 - - 1209 - - Mov Cap-2 Maneuver 354 373 - 433 363 -------
Stage 1 542 567 - 587 566 -------
Stage 2 558 553 - 702 549 -------
Approach EB WB NB SB
HCM Control Delay, s 12.3 12.2 0.9 0.3

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1124 - - 355 804 534 1209 - -
HCM Lane V/C Ratio 0.039 - - 0.068 0.042 0.064 0.014 - - HCM Control Delay (s) 8.3 - - 15.9 9.7 12.2 8 - -
HCM Lane LOS A - - C A B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.2 0.1 0.2 0 - -
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
17: 60th Street W. & Avenue K-8 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 15
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 12 0 148 5 0 3 255 388 3 6 449 11
Future Vol, veh/h 12 0 148 5 0 3 255 388 3 6 449 11
Conflicting Peds, #/hr 0 01000000001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 0 - 0 - - 0 220 - - 235 - 350
Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 12 0 148 5 0 3 255 388 3 6 449 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1363 1363 227 1138 1373 390 461 0 0 391 0 0 Stage 1 462 462 - 900 900 -------
Stage 2 901 901 - 238 473 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 117 149 782 169 147 663 1111 - - 1179 - - Stage 1 554 568 - 336 360 -------
Stage 2 335 360 - 750 562 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 95 114 781 112 112 663 1110 - - 1179 - - Mov Cap-2 Maneuver 219 245 - 219 218 -------
Stage 1 427 565 - 259 277 -------
Stage 2 257 277 - 604 559 -------
Approach EB WB NB SB
HCM Control Delay, s 11.6 17.6 3.6 0.1

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1110 - - 219 - 781 219 663 1179 - -
HCM Lane V/C Ratio 0.23 - - 0.055 - 0.19 0.023 0.005 0.005 - - HCM Control Delay (s) 9.2 - - 22.4 0 10.7 21.8 10.5 8.1 - - HCM Lane LOS A - - C A B C B A - -
HCM 95th %tile Q(veh) 0.9 - - 0.2 - 0.7 0.1 0 0 - -
E+P PM Tue Aug 9, 2022 13:46:00 Page 3-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #18 60th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.703
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 57 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 0 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 23 225 113 101 295 38 33 123 38 118 176 138
Growth 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 Initial Bse: 23 225 113 101 295 38 33 123 38 118 176 138 Added Vol: 0 16 0 131 9 0 0 0 0 0 0 223
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 23 241 113 232 304 38 33 123 38 118 176 361 User 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 PHF 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 PHF Volume: 23 241 113 232 304 38 33 123 38 118 176 361 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 23 241 113 232 304 38 33 123 38 118 176 361 PCE 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 MLF 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 FinalVolume: 23 241 113 232 304 38 33 123 38 118 176 361 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 0.68 0.32 1.00 0.89 0.11 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1089 511 1600 1422 178 2880 1600 1600 2880 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.22 0.22 0.15 0.21 0.21 0.01 0.08 0.02 0.04 0.11 0.23 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
19: 55th Street W. & W. Avenue L 08/09/2022
E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 454 15 126 673 9 79
Future Vol, veh/h 454 15 126 673 9 79
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 0 - - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 454 15 126 673 9 79
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 469 0 1379 454
Stage 1 - - - - 454 -
Stage 2 - - - - 925 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1103 - 161 610
Stage 1 - - - - 644 -
Stage 2 - - - - 389 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1103 - 132 610
Mov Cap-2 Maneuver - - - - 132 -
Stage 1 - - - - 644 -
Stage 2 - - - - 318 -
Approach EB WB NB
HCM Control Delay, s 0 1.4 14.1

HCM LOS B
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 132 610 - - 1103 -
HCM Lane V/C Ratio 0.068 0.13 - - 0.114 -
HCM Control Delay (s) 34.3 11.8 - - 8.7 0
HCM Lane LOS D B - - A A
HCM 95th %tile Q(veh) 0.2 0.4 - - 0.4 -
HCM 2010 AWSC Avanti North Residential TIA (JN14033)
20: 50th Street W. & W. Avenue K 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 16
Intersection
Intersection Delay, s/veh 51.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 331 30 52 451 13 66 141 39 19 231 56 Future Vol, veh/h 28 331 30 52 451 13 66 141 39 19 231 56 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 28 331 30 52 451 13 66 141 39 19 231 56
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 37.7 89.9 22.3 27

HCM LOS E F C D

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 27% 7% 10% 6%
Vol Thru, % 57% 85% 87% 75%
Vol Right, % 16% 8% 3% 18%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 246 389 516 306
LT Vol 66 28 52 19
Through Vol 141 331 451 231
RT Vol 39 30 13 56
Lane Flow Rate 246 389 516 306
Geometry Grp 1111
Degree of Util (X) 0.565 0.818 1.075 0.676
Departure Headway (Hd) 8.65 7.906 7.497 8.315
Convergence, Y/N Yes Yes Yes Yes
Cap 421 463 490 438
Service Time 6.65 5.906 5.497 6.315
HCM Lane V/C Ratio 0.584 0.84 1.053 0.699
HCM Control Delay 22.3 37.7 89.9 27
HCM Lane LOS C E F D
HCM 95th-tile Q 3.4 7.7 16.3 4.9
E+P PM Tue Aug 9, 2022 13:46:00 Page 4-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #21 50th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.704
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 58 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 27 190 123 25 207 52 33 367 24 178 515 55
Growth 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 Initial Bse: 27 190 123 25 207 52 33 367 24 178 515 55
Added Vol: 10 0 0 0 0 0 0 125 6 0 213 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 37 190 123 25 207 52 33 492 30 178 728 55
User 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 PHF 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 PHF Volume: 37 190 123 25 207 52 33 492 30 178 728 55
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 37 190 123 25 207 52 33 492 30 178 728 55
PCE 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 MLF 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 FinalVolume: 37 190 123 25 207 52 33 492 30 178 728 55
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.80 0.20 1.00 1.00 1.00 1.00 1.86 0.14 Final Sat.: 1600 1600 1600 1600 1279 321 1600 1600 1600 1600 2975 225 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.12 0.08 0.02 0.16 0.16 0.02 0.31 0.02 0.11 0.24 0.24 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 5-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #22 45th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.515
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 39 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 19 61 21 35 66 8 12 258 16 41 358 36
Growth 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 Initial Bse: 19 61 21 35 66 8 12 258 16 41 358 36
Added Vol: 0 0 0 0 0 10 6 101 0 0 171 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 19 61 21 35 66 18 18 359 16 41 529 36
User 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 PHF 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 PHF Volume: 19 61 21 35 66 18 18 359 16 41 529 36
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 19 61 21 35 66 18 18 359 16 41 529 36
PCE 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 MLF 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 FinalVolume: 19 61 21 35 66 18 18 359 16 41 529 36
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.74 0.26 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 1600 1190 410 1600 1600 1600 1600 1600 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.05 0.05 0.02 0.04 0.01 0.01 0.22 0.01 0.03 0.33 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 6-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #23 45th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.890
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 109 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 19 37 71 86 40 18 21 538 18 108 761 112
Growth 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 Initial Bse: 19 37 71 86 40 18 21 538 18 108 761 112
Added Vol: 0 0 0 0 0 0 0 125 0 0 213 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 19 37 71 86 40 18 21 663 18 108 974 112
User 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 PHF 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 PHF Volume: 19 37 71 86 40 18 21 663 18 108 974 112
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 19 37 71 86 40 18 21 663 18 108 974 112
PCE 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 MLF 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 FinalVolume: 19 37 71 86 40 18 21 663 18 108 974 112
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.69 0.31 1.00 1.00 1.00 1.00 0.90 0.10 Final Sat.: 1600 1600 1600 1600 1103 497 1600 1600 1600 1600 1435 165 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.02 0.04 0.05 0.04 0.04 0.01 0.41 0.01 0.07 0.68 0.68 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 7-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #24 40th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.633
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 49 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 0 1 0 1 0 1 1 0 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 60 183 58 29 223 19 16 295 53 64 358 53
Growth 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 Initial Bse: 60 183 58 29 223 19 16 295 53 64 358 53
Added Vol: 10 0 0 0 0 10 6 88 6 0 151 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 70 183 58 29 223 29 22 383 59 64 509 53
User 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 PHF 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 PHF Volume: 70 183 58 29 223 29 22 383 59 64 509 53
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 70 183 58 29 223 29 22 383 59 64 509 53
PCE 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 MLF 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 FinalVolume: 70 183 58 29 223 29 22 383 59 64 509 53
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 0.88 0.12 1.00 1.73 0.27 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 1416 184 1600 2773 427 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.06 0.04 0.02 0.16 0.16 0.01 0.14 0.14 0.04 0.32 0.03 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 8-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #25 40th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.731
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 62 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 26 66 34 216 91 100 41 535 9 73 937 130
Growth 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 Initial Bse: 26 66 34 216 91 100 41 535 9 73 937 130
Added Vol: 0 0 0 0 0 0 0 119 0 0 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 26 66 34 216 91 100 41 654 9 73 1139 130
User 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 PHF 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 PHF Volume: 26 66 34 216 91 100 41 654 9 73 1139 130
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 26 66 34 216 91 100 41 654 9 73 1139 130
PCE 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 MLF 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 FinalVolume: 26 66 34 216 91 100 41 654 9 73 1139 130
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.04 0.02 0.14 0.06 0.06 0.03 0.41 0.01 0.05 0.36 0.08 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE MITIG8 - 2020 WP PM Thu Aug 11, 2022 09:34:20 Page 1-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #26 35th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.445
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 35 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 21 15 24 18 29 86 26 741 16 62 1057 35
Growth 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 Initial Bse: 21 15 24 18 29 86 26 741 16 62 1057 35
Added Vol: 0 0 0 0 0 0 0 119 0 0 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 21 15 24 18 29 86 26 860 16 62 1259 35
User 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 PHF 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 PHF Volume: 21 15 24 18 29 86 26 860 16 62 1259 35
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 21 15 24 18 29 86 26 860 16 62 1259 35
PCE 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 MLF 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 FinalVolume: 21 15 24 18 29 86 26 860 16 62 1259 35
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.38 0.62 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 615 985 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.02 0.02 0.01 0.02 0.05 0.02 0.18 0.01 0.04 0.26 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 10-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #27 30th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.422
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 2 1 0 2 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 88 349 97 68 433 80 39 369 62 118 470 72
Growth 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 Initial Bse: 88 349 97 68 433 80 39 369 62 118 470 72
Added Vol: 16 0 0 0 0 26 15 55 9 0 93 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 104 349 97 68 433 106 54 424 71 118 563 72 User 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 PHF 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 PHF Volume: 104 349 97 68 433 106 54 424 71 118 563 72
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 104 349 97 68 433 106 54 424 71 118 563 72 PCE 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 MLF 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 FinalVolume: 104 349 97 68 433 106 54 424 71 118 563 72 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.57 0.43 2.00 2.66 0.34 Final Sat.: 2880 3200 1600 2880 3200 1600 2880 4112 688 2880 4256 544 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.11 0.06 0.02 0.14 0.07 0.02 0.10 0.10 0.04 0.13 0.13 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 11-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #28 30th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.715
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 59 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 121 291 134 119 315 124 118 638 66 181 973 164 Growth 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 Initial Bse: 121 291 134 119 315 124 118 638 66 181 973 164 Added Vol: 0 0 0 0 0 0 0 119 0 0 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 121 291 134 119 315 124 118 757 66 181 1175 164 User 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 PHF 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 PHF Volume: 121 291 134 119 315 124 118 757 66 181 1175 164 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 121 291 134 119 315 124 118 757 66 181 1175 164 PCE 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 MLF 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 FinalVolume: 121 291 134 119 315 124 118 757 66 181 1175 164 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.09 0.08 0.07 0.10 0.08 0.07 0.24 0.04 0.11 0.37 0.10 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 12-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #29 25th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.471
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 36 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 9 122 38 82 119 35 40 508 11 51 687 84
Growth 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 Initial Bse: 9 122 38 82 119 35 40 508 11 51 687 84
Added Vol: 0 0 0 0 0 10 6 49 0 0 83 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 9 122 38 82 119 45 46 557 11 51 770 84
User 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 PHF 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 PHF Volume: 9 122 38 82 119 45 46 557 11 51 770 84
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 9 122 38 82 119 45 46 557 11 51 770 84
PCE 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 MLF 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 FinalVolume: 9 122 38 82 119 45 46 557 11 51 770 84
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.52 0.48 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 2440 760 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.05 0.05 0.05 0.07 0.03 0.03 0.17 0.01 0.03 0.24 0.05 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 13-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #30 25th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.649
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 51 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 3 2 3 55 3 104 50 814 5 4 1246 85
Growth 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 Initial Bse: 3 2 3 55 3 104 50 814 5 4 1246 85
Added Vol: 0 0 0 0 0 0 0 113 0 0 192 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 3 2 3 55 3 104 50 927 5 4 1438 85
User 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 PHF 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 PHF Volume: 3 2 3 55 3 104 50 927 5 4 1438 85
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 3 2 3 55 3 104 50 927 5 4 1438 85
PCE 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 MLF 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 FinalVolume: 3 2 3 55 3 104 50 927 5 4 1438 85
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.60 0.40 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 960 640 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.07 0.03 0.29 0.00 0.00 0.45 0.05 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 14-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #31 20th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.561
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 42 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 1 1 0 2 0 2 0 1 1 0 3 0 1 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 67 271 94 198 342 97 120 589 47 165 771 123
Growth 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 Initial Bse: 67 271 94 198 342 97 120 589 47 165 771 123 Added Vol: 10 0 0 0 0 10 6 37 6 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 77 271 94 198 342 107 126 626 53 165 833 123 User 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 PHF 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 PHF Volume: 77 271 94 198 342 107 126 626 53 165 833 123 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 77 271 94 198 342 107 126 626 53 165 833 123 PCE 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 MLF 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 FinalVolume: 77 271 94 198 342 107 126 626 53 165 833 123 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 1.48 0.52 2.00 2.00 1.00 1.00 3.00 1.00 1.00 2.61 0.39 Final Sat.: 2880 2376 824 2880 3200 1600 1600 4800 1600 1600 4182 618 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.11 0.11 0.07 0.11 0.07 0.08 0.13 0.03 0.10 0.20 0.20 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 15-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #32 20th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.582
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 44 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 1 0 1 1 0 2 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 50 159 49 85 169 158 106 742 37 74 1147 118
Growth 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 Initial Bse: 50 159 49 85 169 158 106 742 37 74 1147 118 Added Vol: 0 0 0 0 0 0 0 113 0 0 192 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 50 159 49 85 169 158 106 855 37 74 1339 118 User 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 PHF 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 PHF Volume: 50 159 49 85 169 158 106 855 37 74 1339 118 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 50 159 49 85 169 158 106 855 37 74 1339 118 PCE 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 MLF 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 FinalVolume: 50 159 49 85 169 158 106 855 37 74 1339 118 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 3200 1600 1600 1600 1600 1600 3200 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.05 0.03 0.05 0.11 0.10 0.07 0.27 0.02 0.05 0.28 0.07 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 16-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #33 17th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.624
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 48 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 31 51 138 242 56 46 52 832 58 126 978 181
Growth 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 Initial Bse: 31 51 138 242 56 46 52 832 58 126 978 181
Added Vol: 0 0 0 0 0 0 0 37 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 31 51 138 242 56 46 52 869 58 126 1040 181 User 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 PHF 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 PHF Volume: 31 51 138 242 56 46 52 869 58 126 1040 181
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 31 51 138 242 56 46 52 869 58 126 1040 181 PCE 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 MLF 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 FinalVolume: 31 51 138 242 56 46 52 869 58 126 1040 181 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.81 0.19 1.00 2.56 0.44 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4500 300 1600 4088 712 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.03 0.09 0.15 0.04 0.03 0.03 0.19 0.19 0.08 0.25 0.25 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE E+P PM Tue Aug 9, 2022 13:46:00 Page 17-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Existing Plus Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #34 15th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.617
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 47 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 0 1! 0 0 1 0 1 0 1 1 0 2 1 0 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 2 1 8 249 3 77 74 800 2 13 1286 303
Growth 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 Initial Bse: 2 1 8 249 3 77 74 800 2 13 1286 303
Added Vol: 0 0 0 0 0 0 0 113 0 0 192 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 1 8 249 3 77 74 913 2 13 1478 303
User 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 PHF 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 PHF Volume: 2 1 8 249 3 77 74 913 2 13 1478 303
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 8 249 3 77 74 913 2 13 1478 303
PCE 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 MLF 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 FinalVolume: 2 1 8 249 3 77 74 913 2 13 1478 303
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.18 0.09 0.73 1.00 1.00 1.00 1.00 2.99 0.01 1.00 3.00 1.00 Final Sat.: 291 145 1164 1600 1600 1600 1600 4790 10 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.01 0.01 0.16 0.00 0.05 0.05 0.19 0.19 0.01 0.31 0.19 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE Timings Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/09/2022 E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Configurations
Traffic Volume (vph) 897 325 1130 179 0
Future Volume (vph) 897 325 1130 179 0
Turn Type NA Free NA Perm NA
Protected Phases 4 8 6
Permitted Phases Free 6
Detector Phase 4 8 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 33.0 33.0 36.0 36.0
Total Split (s) 74.0 74.0 46.0 46.0
Total Split (%) 61.7% 61.7% 38.3% 38.3%
Yellow Time (s) 3.9 3.9 3.6 3.6
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.6 5.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None Min Min
Act Effct Green (s) 35.2 62.3 35.2 14.7 14.7
Actuated g/C Ratio 0.57 1.00 0.57 0.24 0.24
v/c Ratio 0.36 0.24 0.66 0.47 0.61
Control Delay 8.1 0.4 10.2 27.6 23.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 8.1 0.4 10.2 27.6 23.5

LOS A A B C C
Approach Delay 6.1 10.2 25.2
Approach LOS A B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 62.3
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 10.4 Intersection LOS: B
Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/09/2022 E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 897 325 0 1130 443 0 0 0 179 0 204 Future Volume (veh/h) 0 897 325 0 1130 443 0 0 0 179 0 204 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 897 0 0 1130 0 162 24 144
Adj No. of Lanes 031030 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 2193 683 0 2193 0 304 40 237
Arrive On Green 0.00 0.50 0.00 0.00 0.50 0.00 0.20 0.20 0.20 Sat Flow, veh/h 0 4512 1360 0 4656 0 1524 199 1191
Grp Volume(v), veh/h 0 897 0 0 1130 0 162 0 168
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 0 1524 0 1390 Q Serve(g_s), s 0.0 5.0 0.0 0.0 6.7 0.0 3.7 0.0 4.2
Cycle Q Clear(g_c), s 0.0 5.0 0.0 0.0 6.7 0.0 3.7 0.0 4.2 Prop In Lane 0.00 1.00 0.00 0.00 1.00 0.86
Lane Grp Cap(c), veh/h 0 2193 683 0 2193 0 304 0 277
V/C Ratio(X) 0.00 0.41 0.00 0.00 0.52 0.00 0.53 0.00 0.61 Avail Cap(c_a), veh/h 0 7725 2405 0 7725 0 1599 0 1458
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.0 0.0 0.0 6.4 0.0 13.8 0.0 14.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.2 0.0 1.5 0.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.9 0.0 0.0 2.7 0.0 1.7 0.0 1.8 LnGrp Delay(d),s/veh 0.0 6.1 0.0 0.0 6.6 0.0 15.3 0.0 16.2 LnGrp LOS A A B B
Approach Vol, veh/h 897 1130 330
Approach Delay, s/veh 6.1 6.6 15.7
Approach LOS A A B
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 25.2 13.3 25.2
Change Period (Y+Rc), s 5.9 5.6 5.9
Max Green Setting (Gmax), s 68.1 40.4 68.1
Max Q Clear Time (g_c+I1), s 7.0 6.2 8.7
Green Ext Time (p_c), s 7.6 1.4 10.5
Intersection Summary
HCM 2010 Ctrl Delay 7.7
HCM 2010 LOS A
Notes
Timings Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/09/2022 E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBL SBT
Lane Configurations
Traffic Volume (vph) 674 496 1657 642 247 0
Future Volume (vph) 674 496 1657 642 247 0
Turn Type NA Free NA Free Prot NA
Protected Phases 4 8 1 6
Permitted Phases Free Free
Detector Phase 4 8 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 28.5 32.5 18.5 28.5
Total Split (s) 79.0 79.0 41.0 41.0
Total Split (%) 65.8% 65.8% 34.2% 34.2%
Yellow Time (s) 4.7 4.7 3.6 3.6
All-Red Time (s) 2.5 2.5 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min
Act Effct Green (s) 46.1 94.7 46.1 94.7 36.7 36.7
Actuated g/C Ratio 0.49 1.00 0.49 1.00 0.39 0.39
v/c Ratio 0.32 0.37 0.78 0.47 0.36 0.34
Control Delay 14.8 0.8 22.7 1.2 25.1 20.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.8 0.8 22.7 1.2 25.1 20.2

LOS B A C A C C
Approach Delay 8.9 16.7 22.7
Approach LOS A B C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 94.7
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 14.9 Intersection LOS: B
Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/09/2022 E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 674 496 0 1657 642 0 0 0 247 0 137 Future Volume (veh/h) 0 674 496 0 1657 642 0 0 0 247 0 137 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 674 0 0 1657 0 158 125 69
Adj No. of Lanes 031031 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 2606 811 0 2606 811 281 179 99
Arrive On Green 0.00 0.60 0.00 0.00 0.60 0.00 0.18 0.18 0.18 Sat Flow, veh/h 0 4512 1360 0 4512 1360 1524 970 535
Grp Volume(v), veh/h 0 674 0 0 1657 0 158 0 194
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 1360 1524 0 1506 Q Serve(g_s), s 0.0 4.0 0.0 0.0 13.3 0.0 5.1 0.0 6.5
Cycle Q Clear(g_c), s 0.0 4.0 0.0 0.0 13.3 0.0 5.1 0.0 6.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 0 2606 811 0 2606 811 281 0 277
V/C Ratio(X) 0.00 0.26 0.00 0.00 0.64 0.00 0.56 0.00 0.70 Avail Cap(c_a), veh/h 0 5826 1814 0 5826 1814 1030 0 1018 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.2 0.0 0.0 7.1 0.0 20.0 0.0 20.6 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.3 0.0 1.8 0.0 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.6 0.0 0.0 5.3 0.0 2.2 0.0 2.9 LnGrp Delay(d),s/veh 0.0 5.2 0.0 0.0 7.3 0.0 21.8 0.0 23.8 LnGrp LOS A A C C
Approach Vol, veh/h 674 1657 352
Approach Delay, s/veh 5.2 7.3 22.9
Approach LOS A A C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 39.3 14.5 39.3
Change Period (Y+Rc), s 7.2 4.6 7.2
Max Green Setting (Gmax), s 71.8 36.4 71.8
Max Q Clear Time (g_c+I1), s 6.0 8.5 15.3
Green Ext Time (p_c), s 4.6 1.5 16.8
Intersection Summary
HCM 2010 Ctrl Delay 8.8
HCM 2010 LOS A
Notes
Timings Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/09/2022 E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 122 851 1011 231 326 272 431 352 13 417 Future Volume (vph) 122 851 1011 231 326 272 431 352 13 417 Turn Type Prot NA NA pm+ov Split NA Perm Split NA pm+ov Protected Phases 748622 667
Permitted Phases 8 2 6
Detector Phase 7486222667
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 8.0 5.0 5.0 5.0 8.0 8.0 10.0 Minimum Split (s) 14.9 33.9 26.9 34.9 9.9 9.9 9.9 34.9 34.9 14.9 Total Split (s) 16.2 48.4 32.2 34.9 36.7 36.7 36.7 34.9 34.9 16.2 Total Split (%) 13.5% 40.3% 26.8% 29.1% 30.6% 30.6% 30.6% 29.1% 29.1% 13.5% Yellow Time (s) 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lead/Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min Min Min Min None Act Effct Green (s) 11.3 43.7 27.4 47.2 31.8 31.8 31.8 19.8 19.8 31.1 Actuated g/C Ratio 0.10 0.40 0.25 0.43 0.29 0.29 0.29 0.18 0.18 0.28 v/c Ratio 0.45 0.56 0.93 0.33 0.74 0.59 0.92 0.71 0.70 0.90 Control Delay 53.7 27.5 56.3 3.3 48.4 40.9 56.1 57.2 56.5 40.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.7 27.5 56.3 3.3 48.4 40.9 56.1 57.2 56.5 40.0

LOS D C E A D D E E E D
Approach Delay 30.5 46.4 49.6 47.9
Approach LOS C D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 43.3 Intersection LOS: D
Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 37: SR-14 NB Ramps/15th Street W. & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/09/2022 E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 851 102 0 1011 231 326 272 431 352 13 417 Future Volume (veh/h) 122 851 102 0 1011 231 326 272 431 352 13 417 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1440 1600 1600 0 1600 1600 1600 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 122 851 87 0 1011 183 326 272 242 361 0 340 Adj No. of Lanes 230031111201
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000000
Cap, veh/h 262 1635 166 0 1135 620 378 397 337 611 0 398 Arrive On Green 0.10 0.41 0.41 0.00 0.26 0.26 0.25 0.25 0.25 0.20 0.00 0.20 Sat Flow, veh/h 2661 4020 409 0 4512 1338 1524 1600 1360 3048 0 1318 Grp Volume(v), veh/h 122 615 323 0 1011 183 326 272 242 361 0 340 Grp Sat Flow(s),veh/h/ln 1330 1456 1517 0 1456 1338 1524 1600 1360 1524 0 1318 Q Serve(g_s), s 4.4 16.1 16.3 0.0 22.6 8.7 20.8 15.6 16.5 10.9 0.0 14.3 Cycle Q Clear(g_c), s 4.4 16.1 16.3 0.0 22.6 8.7 20.8 15.6 16.5 10.9 0.0 14.3 Prop In Lane 1.00 0.27 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 262 1184 617 0 1135 620 378 397 337 611 0 398 V/C Ratio(X) 0.47 0.52 0.52 0.00 0.89 0.30 0.86 0.69 0.72 0.59 0.00 0.85 Avail Cap(c_a), veh/h 296 1248 650 0 1175 632 477 501 426 901 0 524 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.2 22.6 22.7 0.0 36.2 17.1 36.5 34.6 34.9 36.8 0.0 33.4 Incr Delay (d2), s/veh 1.3 0.4 0.7 0.0 8.6 0.3 12.5 2.7 4.2 0.9 0.0 10.3 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/ln 1.7 6.6 6.9 0.0 10.0 4.4 10.0 7.2 6.6 4.6 0.0 14.6 LnGrp Delay(d),s/veh 44.5 23.0 23.4 0.0 44.7 17.4 49.0 37.3 39.1 37.7 0.0 43.7 LnGrp LOS D C C D B DDDD D
Approach Vol, veh/h 1060 1194 840 701
Approach Delay, s/veh 25.6 40.5 42.4 40.6
Approach LOS CDDD
Timer 12345678
Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 30.1 46.2 25.2 14.9 31.3
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 31.8 43.5 30.0 11.3 27.3
Max Q Clear Time (g_c+I1), s 22.8 18.3 16.3 6.4 24.6
Green Ext Time (p_c), s 2.4 6.6 2.2 0.1 1.8
Intersection Summary
HCM 2010 Ctrl Delay 36.8
HCM 2010 LOS D
Notes
Timings Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/09/2022
E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 4
Lane Group EBT EBR WBT WBR NBL NBR
Lane Configurations
Traffic Volume (vph) 853 68 1647 357 652 716
Future Volume (vph) 853 68 1647 357 652 716
Turn Type NA Free NA Free Prot Free
Protected Phases 4 8 5
Permitted Phases Free Free Free
Detector Phase 4 8 5
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0
Minimum Split (s) 30.5 28.5 14.0
Total Split (s) 50.0 50.0 70.0
Total Split (%) 41.7% 41.7% 58.3%
Yellow Time (s) 4.7 4.7 3.6
All-Red Time (s) 2.5 2.5 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None
Act Effct Green (s) 37.8 97.6 37.8 97.6 47.5 97.6
Actuated g/C Ratio 0.39 1.00 0.39 1.00 0.49 1.00
v/c Ratio 0.50 0.05 0.77 0.26 0.88 0.53
Control Delay 25.4 0.1 30.5 0.5 37.6 1.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.4 0.1 30.5 0.5 37.6 1.5

LOS C A C A D A
Approach Delay 23.6 25.2
Approach LOS C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 97.6
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 38: SR-14 NB Ramps & W. Avenue L
HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 38: SR-14 NB Ramps & W. Avenue L 08/09/2022
E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 853 68 0 1647 357 652 0 716 0 0 0 Future Volume (veh/h) 0 853 68 0 1647 357 652 0 716 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 000000000
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 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 0 1600 Adj Flow Rate, veh/h 0 853 0 0 1647 0 652 0 0
Adj No. of Lanes 031041101
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000
Cap, veh/h 0 1767 550 0 2226 550 695 0 621
Arrive On Green 0.00 0.40 0.00 0.00 0.40 0.00 0.46 0.00 0.00 Sat Flow, veh/h 0 4512 1360 0 5728 1360 1524 0 1360
Grp Volume(v), veh/h 0 853 0 0 1647 0 652 0 0
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1376 1360 1524 0 1360 Q Serve(g_s), s 0.0 12.3 0.0 0.0 21.6 0.0 34.5 0.0 0.0
Cycle Q Clear(g_c), s 0.0 12.3 0.0 0.0 21.6 0.0 34.5 0.0 0.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1767 550 0 2226 550 695 0 621
V/C Ratio(X) 0.00 0.48 0.00 0.00 0.74 0.00 0.94 0.00 0.00 Avail Cap(c_a), veh/h 0 2204 686 0 2777 686 1175 0 1049 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 18.7 0.0 0.0 21.5 0.0 21.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.8 0.0 8.9 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 %ile BackOfQ(50%),veh/ln 0.0 4.9 0.0 0.0 8.2 0.0 16.2 0.0 0.0 LnGrp Delay(d),s/veh 0.0 18.9 0.0 0.0 22.3 0.0 30.8 0.0 0.0 LnGrp LOS B C C
Approach Vol, veh/h 853 1647 652
Approach Delay, s/veh 18.9 22.3 30.8
Approach LOS B C C
Timer 12345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 43.3 41.5 41.5
Change Period (Y+Rc), s 4.6 7.2 7.2
Max Green Setting (Gmax), s 65.4 42.8 42.8
Max Q Clear Time (g_c+I1), s 36.5 14.3 23.6
Green Ext Time (p_c), s 2.2 5.7 10.7
Intersection Summary
HCM 2010 Ctrl Delay 23.1
HCM 2010 LOS C
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
39: Avenue K-8 & Driveway 8 08/09/2022
E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 17
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 116 197 16 9 0
Future Vol, veh/h 0 116 197 16 9 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 116 197 16 9 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 213 0 - 0 321 205
Stage 1 - - - - 205 -
Stage 2 - - - - 116 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1369 - - - 677 841
Stage 1 - - - - 834 -
Stage 2 - - - - 914 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1369 - - - 677 841
Mov Cap-2 Maneuver - - - - 677 -
Stage 1 - - - - 834 -
Stage 2 - - - - 914 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.4

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1369 - - - 677
HCM Lane V/C Ratio ---- 0.013
HCM Control Delay (s) 0 - - - 10.4
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0
14033-04 Letter

ATTACHMENT B
E+P CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS
Queues Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Group Flow (vph) 755 279 915 129 119
v/c Ratio 0.43 0.21 0.52 0.31 0.27
Control Delay 10.0 0.4 9.4 13.6 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.0 0.4 9.4 13.6 5.6
Queue Length 50th (ft) 34 0 35 21 3
Queue Length 95th (ft) 102 0 112 63 30
Internal Link Dist (ft) 333 1250 590
Turn Bay Length (ft)
Base Capacity (vph) 4365 1330 4113 1378 1261
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.17 0.21 0.22 0.09 0.09
Intersection Summary
Queues Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 E+P Conditions - AM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 2
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 148 754 642 187 177 456 331 111 112 192 v/c Ratio 0.42 0.43 0.68 0.27 0.47 1.16 0.65 0.46 0.46 0.38 Control Delay 39.8 18.5 35.4 3.0 35.5 129.3 17.1 38.3 38.3 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.8 18.5 35.4 3.0 35.5 129.3 17.1 38.3 38.3 6.1 Queue Length 50th (ft) 35 90 106 0 74 ~266 38 54 54 10
Queue Length 95th (ft) 81 167 193 32 189 #637 #176 114 115 33 Internal Link Dist (ft) 1250 862 820 931
Turn Bay Length (ft) 195 215 240 240 125
Base Capacity (vph) 839 2819 1228 716 373 393 513 546 548 727 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.18 0.27 0.52 0.26 0.47 1.16 0.65 0.20 0.20 0.26 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Group Flow (vph) 833 601 1130 162 156
v/c Ratio 0.58 0.44 0.75 0.26 0.27
Control Delay 23.1 1.0 21.4 14.3 10.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 23.1 1.0 21.4 14.3 10.5
Queue Length 50th (ft) 121 0 141 42 29
Queue Length 95th (ft) 157 0 187 95 77
Internal Link Dist (ft) 489 780 1344
Turn Bay Length (ft) 310
Base Capacity (vph) 3795 1360 3598 747 582
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.22 0.44 0.31 0.22 0.27
Intersection Summary
Queues Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/10/2022
E+P Conditions - AM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1010 80 862 113 268 553
v/c Ratio 0.55 0.06 0.38 0.08 0.55 0.41
Control Delay 12.0 0.1 10.2 0.1 18.8 0.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.0 0.1 10.2 0.1 18.8 0.9
Queue Length 50th (ft) 68 0 41 0 56 0
Queue Length 95th (ft) 128 0 79 0 137 0
Internal Link Dist (ft) 780 1168
Turn Bay Length (ft) 330
Base Capacity (vph) 4296 1332 5413 1360 1467 1360
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.24 0.06 0.16 0.08 0.18 0.41
Intersection Summary
Queues Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Group Flow (vph) 897 325 1573 161 222
v/c Ratio 0.36 0.24 0.66 0.47 0.61
Control Delay 8.1 0.4 10.2 27.6 23.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 8.1 0.4 10.2 27.6 23.5
Queue Length 50th (ft) 55 0 109 51 47
Queue Length 95th (ft) 116 0 230 138 149
Internal Link Dist (ft) 333 1250 590
Turn Bay Length (ft)
Base Capacity (vph) 4129 1329 3924 1007 933
Starvation Cap Reductn 312 0000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.24 0.24 0.40 0.16 0.24
Intersection Summary
Queues Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 E+P Conditions - PM Peak Hour Synchro 9 Report
Urban Crossroads, Inc. Page 2
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 122 953 1011 231 326 272 431 183 182 417 v/c Ratio 0.45 0.56 0.93 0.33 0.74 0.59 0.92 0.71 0.70 0.90 Control Delay 53.7 27.5 56.3 3.3 48.4 40.9 56.1 57.2 56.5 40.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.7 27.5 56.3 3.3 48.4 40.9 56.1 57.2 56.5 40.0 Queue Length 50th (ft) 42 184 256 0 208 164 232 128 127 104 Queue Length 95th (ft) 79 263 #395 39 #385 284 #481 208 207 #246 Internal Link Dist (ft) 1250 862 820 931
Turn Bay Length (ft) 195 215 240 240 125
Base Capacity (vph) 273 1706 1088 752 440 464 469 395 397 462 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.45 0.56 0.93 0.31 0.74 0.59 0.92 0.46 0.46 0.90 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBL SBT
Lane Group Flow (vph) 674 496 1657 642 200 184
v/c Ratio 0.32 0.37 0.78 0.47 0.36 0.34
Control Delay 14.8 0.8 22.7 1.2 25.1 20.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.8 0.8 22.7 1.2 25.1 20.2
Queue Length 50th (ft) 85 0 286 0 87 62
Queue Length 95th (ft) 109 0 341 0 183 147
Internal Link Dist (ft) 489 780 1344
Turn Bay Length (ft) 310
Base Capacity (vph) 3340 1332 3340 1360 559 539
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.20 0.37 0.50 0.47 0.36 0.34
Intersection Summary
Queues Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/10/2022
E+P Conditions - PM Peak Hour Synchro 8 Report
Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 853 68 1647 357 652 716
v/c Ratio 0.50 0.05 0.77 0.26 0.88 0.53
Control Delay 25.4 0.1 30.5 0.5 37.6 1.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.4 0.1 30.5 0.5 37.6 1.5
Queue Length 50th (ft) 146 0 257 0 373 0
Queue Length 95th (ft) 236 0 388 0 562 0
Internal Link Dist (ft) 780 1168
Turn Bay Length (ft) 330
Base Capacity (vph) 1999 1332 2519 1360 1063 1360
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.43 0.05 0.65 0.26 0.61 0.53
Intersection Summary
14033-04 Letter

ATTACHMENT C
E+P CONDITIONS BASIC FREEWAY SEGMENT ANALYSIS WORKSHEETS

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 2273 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 618 v
Trucks and buses 6 %
Recreational vehicles 0 %
Terrain type: Grade
Grade 0.00 %
Segment length 0.00 mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.971
Driver population factor, fp 1.00
Flow rate, vp 848 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 848 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 70.0 mi/h
Number of lanes, N 3
Density, D 12.1 pc/mi/ln
Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 3317 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 901 v
Trucks and buses 5 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.976
Driver population factor, fp 1.00
Flow rate, vp 1232 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1232 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 70.0 mi/h
Number of lanes, N 3
Density, D 17.6 pc/mi/ln
Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 3120 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 848 v
Trucks and buses 6 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.971
Driver population factor, fp 1.00
Flow rate, vp 1164 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1164 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 70.0 mi/h
Number of lanes, N 3
Density, D 16.6 pc/mi/ln
Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 4517 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1227 v
Trucks and buses 4 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.980
Driver population factor, fp 1.00
Flow rate, vp 1669 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1669 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 67.4 mi/h
Number of lanes, N 3
Density, D 24.7 pc/mi/ln
Level of service, LOS C

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 2920 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 793 v
Trucks and buses 6 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.971
Driver population factor, fp 1.00
Flow rate, vp 1090 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1090 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 70.0 mi/h
Number of lanes, N 3
Density, D 15.6 pc/mi/ln
Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 4059 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1103 v
Trucks and buses 4 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.980
Driver population factor, fp 1.00
Flow rate, vp 1500 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1500 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 69.0 mi/h
Number of lanes, N 3
Density, D 21.8 pc/mi/ln
Level of service, LOS C

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 3270 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 889 v
Trucks and buses 6 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.971
Driver population factor, fp 1.00
Flow rate, vp 1220 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1220 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 70.0 mi/h
Number of lanes, N 3
Density, D 17.4 pc/mi/ln
Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 4959 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1348 v
Trucks and buses 4 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.980
Driver population factor, fp 1.00
Flow rate, vp 1833 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1833 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 65.4 mi/h
Number of lanes, N 3
Density, D 28.0 pc/mi/ln
Level of service, LOS D

14033-04 Letter

ATTACHMENT D
E+P CONDITIONS RAMP JUNCTION MERGE/DIVERGE ANALYSIS

WORKSHEETS

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Diverge Analysis______________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: AM Peak Hour
Freeway/Dir of Travel: SR-14 Southbound
Junction: Avenue K Off-Ramp
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Diverge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2273 vph
_________________________________Off Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-Flow speed on ramp 45.0 mph
Volume on ramp 248 vph
Length of first accel/decel lane 180 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent ramp 276 vph
Position of adjacent ramp Downstream
Type of adjacent ramp On
Distance to adjacent ramp 650 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2273 248 276 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 618 67 75 v
Trucks and buses 6 1 2 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade 0.00 % 0.00 % 0.00 %
Length 0.00 mi 0.00 mi 0.00 mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.971 0.995 0.990
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 2545 271 303 pcph

_________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13)
EQ
P = 0.684 Using Equation 5
FD
v = v + (v - v ) P = 1826 pc/h
12 R F R FD

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v = v 2545 7200 No
Fi F
v = v - v 2274 7200 No
FO F R
v 271 2100 No
R
v or v 719 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 No
3 av34 12
If yes, v = 1826 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation?
v 1826 4400 No
12 _________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 18.3 pc/mi/ln R 12 D
Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.322
S
Space mean speed in ramp influence area, S = 61.0 mph
R
Space mean speed in outer lanes, S = 76.8 mph
0 Space mean speed for all vehicles, S = 64.7 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Merge Analysis________________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: AM Peak Hour
Freeway/Dir of Travel: SR-14 Southbound
Junction: On Ramp at Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Merge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2716 vph
__________________________________On Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-flow speed on ramp 45.0 mph
Volume on ramp 601 vph
Length of first accel/decel lane 550 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent Ramp 454 vph
Position of adjacent Ramp Upstream
Type of adjacent Ramp On
Distance to adjacent Ramp 965 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2716 601 454 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 738 163 123 v
Trucks and buses 5 1 4 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.976 0.995 0.980
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 3026 657 503 pcph

_________________________Estimation of V12 Merge Areas_________________________ L = (Equation 13-6 or 13-7)
EQ
P = 0.593 Using Equation 1
FM
v = v (P ) = 1794 pc/h
12 F FM

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v 3683 7200 No
FO
v or v 1232 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 Yes
3 av34 12
If yes, v = 1794 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

________________________Flow Entering Merge Influence Area_____________________ Actual Max Desirable Violation?
v 2451 4600 No
12A
_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 20.8 pc/mi/ln R R 12 A
Level of service for ramp-freeway junction areas of influence C _____________________________Speed Estimation__________________________________ Intermediate speed variable, M = 0.317
S
Space mean speed in ramp influence area, S = 61.1 mph
R
Space mean speed in outer lanes, S = 67.4 mph
0 Space mean speed for all vehicles, S = 63.1 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Merge Analysis________________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: AM Peak Hour
Freeway/Dir of Travel: SR-14 Northbound (Downstream)
Junction: Loop On Ramp at Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Merge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2927 vph
__________________________________On Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-flow speed on ramp 25.0 mph
Volume on ramp 96 vph
Length of first accel/decel lane 625 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent Ramp 96 vph
Position of adjacent Ramp Downstream
Type of adjacent Ramp On
Distance to adjacent Ramp 1115 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2927 96 96 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 795 26 26 v
Trucks and buses 6 5 5 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.971 0.976 0.976
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 3277 107 107 pcph

_________________________Estimation of V12 Merge Areas_________________________ L = (Equation 13-6 or 13-7)
EQ
P = 0.595 Using Equation 1
FM
v = v (P ) = 1950 pc/h
12 F FM

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v 3384 7200 No
FO
v or v 1327 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 Yes
3 av34 12
If yes, v = 1950 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

________________________Flow Entering Merge Influence Area_____________________ Actual Max Desirable Violation?
v 2057 4600 No
12A
_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.6 pc/mi/ln R R 12 A
Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, M = 0.320
S
Space mean speed in ramp influence area, S = 61.0 mph
R
Space mean speed in outer lanes, S = 67.0 mph
0 Space mean speed for all vehicles, S = 63.2 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Merge Analysis________________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: AM Peak Hour
Freeway/Dir of Travel: SR-14 Northbound (Upstream)
Junction: Loop On Ramp at Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Merge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2927 vph
__________________________________On Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-flow speed on ramp 25.0 mph
Volume on ramp 97 vph
Length of first accel/decel lane 625 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent Ramp 962 vph
Position of adjacent Ramp Upstream
Type of adjacent Ramp Off
Distance to adjacent Ramp 625 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2927 97 962 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 795 26 261 v
Trucks and buses 6 5 2 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.971 0.976 0.990
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 3277 108 1056 pcph

_________________________Estimation of V12 Merge Areas_________________________ L = -93.11 (Equation 13-6 or 13-7)
EQ
P = 0.595 Using Equation 1
FM
v = v (P ) = 1950 pc/h
12 F FM

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v 3385 7200 No
FO
v or v 1327 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 Yes
3 av34 12
If yes, v = 1950 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

________________________Flow Entering Merge Influence Area_____________________ Actual Max Desirable Violation?
v 2058 4600 No
12A
_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.6 pc/mi/ln R R 12 A
Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, M = 0.320
S
Space mean speed in ramp influence area, S = 61.0 mph
R
Space mean speed in outer lanes, S = 67.0 mph
0 Space mean speed for all vehicles, S = 63.2 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Diverge Analysis______________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: AM Peak Hour
Freeway/Dir of Travel: SR-14 Northbound
Junction: Off Ramp at Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Diverge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 4517 vph
_________________________________Off Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-Flow speed on ramp 45.0 mph
Volume on ramp 821 vph
Length of first accel/decel lane 185 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent ramp 80 vph
Position of adjacent ramp Downstream
Type of adjacent ramp On
Distance to adjacent ramp 750 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 4517 821 80 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 1227 223 22 v
Trucks and buses 4 3 4 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade 0.00 % 0.00 % 0.00 %
Length 0.00 mi 0.00 mi 0.00 mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.980 0.985 0.980
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 5008 906 89 pcph

_________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13)
EQ
P = 0.593 Using Equation 5
FD
v = v + (v - v ) P = 3339 pc/h
12 R F R FD

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v = v 5008 7200 No
Fi F
v = v - v 4102 7200 No
FO F R
v 906 2100 No
R
v or v 1669 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 No
3 av34 12
If yes, v = 3339 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation?
v 3339 4400 No
12 _________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 31.3 pc/mi/ln R 12 D
Level of service for ramp-freeway junction areas of influence D _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.380
S
Space mean speed in ramp influence area, S = 59.4 mph
R
Space mean speed in outer lanes, S = 74.2 mph
0 Space mean speed for all vehicles, S = 63.6 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Diverge Analysis______________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: PM Peak Hour
Freeway/Dir of Travel: SR-14 Southbound
Junction: Avenue K Off-Ramp
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Diverge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2920 vph
_________________________________Off Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-Flow speed on ramp 45.0 mph
Volume on ramp 383 vph
Length of first accel/decel lane 180 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent ramp 443 vph
Position of adjacent ramp Downstream
Type of adjacent ramp On
Distance to adjacent ramp 650 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2920 383 443 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 793 104 120 v
Trucks and buses 6 2 0 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade 0.00 % 0.00 % 0.00 %
Length 0.00 mi 0.00 mi 0.00 mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.971 0.990 1.000
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 3269 420 482 pcph

_________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13)
EQ
P = 0.659 Using Equation 5
FD
v = v + (v - v ) P = 2297 pc/h
12 R F R FD

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v = v 3269 7200 No
Fi F
v = v - v 2849 7200 No
FO F R
v 420 2100 No
R
v or v 972 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 No
3 av34 12
If yes, v = 2297 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation?
v 2297 4400 No
12 _________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 22.4 pc/mi/ln R 12 D
Level of service for ramp-freeway junction areas of influence C _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.336
S
Space mean speed in ramp influence area, S = 60.6 mph
R
Space mean speed in outer lanes, S = 76.8 mph
0 Space mean speed for all vehicles, S = 64.7 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Merge Analysis________________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: PM Peak Hour
Freeway/Dir of Travel: SR-14 Southbound
Junction: On Ramp at Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Merge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 3563 vph
__________________________________On Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-flow speed on ramp 45.0 mph
Volume on ramp 496 vph
Length of first accel/decel lane 550 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent Ramp 642 vph
Position of adjacent Ramp Upstream
Type of adjacent Ramp On
Distance to adjacent Ramp 965 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 3563 496 642 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 968 135 174 v
Trucks and buses 4 0 1 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.980 1.000 0.995
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 3950 539 701 pcph

_________________________Estimation of V12 Merge Areas_________________________ L = (Equation 13-6 or 13-7)
EQ
P = 0.593 Using Equation 1
FM
v = v (P ) = 2342 pc/h
12 F FM

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v 4489 7200 No
FO
v or v 1608 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 Yes
3 av34 12
If yes, v = 2342 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

________________________Flow Entering Merge Influence Area_____________________ Actual Max Desirable Violation?
v 2881 4600 No
12A
_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.3 pc/mi/ln R R 12 A
Level of service for ramp-freeway junction areas of influence C _____________________________Speed Estimation__________________________________ Intermediate speed variable, M = 0.341
S
Space mean speed in ramp influence area, S = 60.5 mph
R
Space mean speed in outer lanes, S = 66.0 mph
0 Space mean speed for all vehicles, S = 62.3 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Merge Analysis________________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: PM Peak Hour
Freeway/Dir of Travel: SR-14 Northbound (Downstream)
Junction: Loop On Ramp at Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Merge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2987 vph
__________________________________On Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-flow speed on ramp 25.0 mph
Volume on ramp 102 vph
Length of first accel/decel lane 625 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent Ramp 181 vph
Position of adjacent Ramp Downstream
Type of adjacent Ramp On
Distance to adjacent Ramp 1115 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2987 102 181 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 812 28 49 v
Trucks and buses 6 0 1 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.971 1.000 0.995
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 3344 111 198 pcph

_________________________Estimation of V12 Merge Areas_________________________ L = (Equation 13-6 or 13-7)
EQ
P = 0.595 Using Equation 1
FM
v = v (P ) = 1990 pc/h
12 F FM

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v 3455 7200 No
FO
v or v 1354 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 Yes
3 av34 12
If yes, v = 1990 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

________________________Flow Entering Merge Influence Area_____________________ Actual Max Desirable Violation?
v 2101 4600 No
12A
_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.9 pc/mi/ln R R 12 A
Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, M = 0.322
S
Space mean speed in ramp influence area, S = 61.0 mph
R
Space mean speed in outer lanes, S = 66.9 mph
0 Space mean speed for all vehicles, S = 63.2 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Merge Analysis________________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: PM Peak Hour
Freeway/Dir of Travel: SR-14 Northbound (Upstream)
Junction: Loop On Ramp at Avenue K
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Merge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2987 vph
__________________________________On Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-flow speed on ramp 25.0 mph
Volume on ramp 102 vph
Length of first accel/decel lane 625 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent Ramp 1029 vph
Position of adjacent Ramp Upstream
Type of adjacent Ramp Off
Distance to adjacent Ramp 625 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2987 102 1029 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 812 28 280 v
Trucks and buses 6 0 1 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade % % %
Length mi mi mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.971 1.000 0.995
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 3344 111 1124 pcph

_________________________Estimation of V12 Merge Areas_________________________ L = -78.13 (Equation 13-6 or 13-7)
EQ
P = 0.595 Using Equation 1
FM
v = v (P ) = 1990 pc/h
12 F FM

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v 3455 7200 No
FO
v or v 1354 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 Yes
3 av34 12
If yes, v = 1990 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

________________________Flow Entering Merge Influence Area_____________________ Actual Max Desirable Violation?
v 2101 4600 No
12A
_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.9 pc/mi/ln R R 12 A
Level of service for ramp-freeway junction areas of influence B _____________________________Speed Estimation__________________________________ Intermediate speed variable, M = 0.322
S
Space mean speed in ramp influence area, S = 61.0 mph
R
Space mean speed in outer lanes, S = 66.9 mph
0 Space mean speed for all vehicles, S = 63.2 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Diverge Analysis______________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: PM Peak Hour
Freeway/Dir of Travel: SR-14 Northbound
Junction: Off Ramp at Avenue L
Jurisdiction: Caltrans
Analysis Year: Existing Plus Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Diverge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 4959 vph
_________________________________Off Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-Flow speed on ramp 45.0 mph
Volume on ramp 1368 vph
Length of first accel/decel lane 185 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent ramp 68 vph
Position of adjacent ramp Downstream
Type of adjacent ramp On
Distance to adjacent ramp 750 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 4959 1368 68 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 1348 372 18 v
Trucks and buses 4 2 1 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade 0.00 % 0.00 % 0.00 %
Length 0.00 mi 0.00 mi 0.00 mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.980 0.990 0.995
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 5498 1502 74 pcph

_________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13)
EQ
P = 0.553 Using Equation 5
FD
v = v + (v - v ) P = 3714 pc/h
12 R F R FD

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v = v 5498 7200 No
Fi F
v = v - v 3996 7200 No
FO F R
v 1502 2100 No
R
v or v 1784 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 No
3 av34 12
If yes, v = 3714 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation?
v 3714 4400 No
12 _________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 34.5 pc/mi/ln R 12 D
Level of service for ramp-freeway junction areas of influence D _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.433
S
Space mean speed in ramp influence area, S = 57.9 mph
R
Space mean speed in outer lanes, S = 73.7 mph
0 Space mean speed for all vehicles, S = 62.2 mph
_______________________________________________________________________________ 14033-04 Letter

ATTACHMENT E
E+P CONDITIONS INTERSECTION OPERATIONS ANALYSIS WITH

IMPROVEMENTS WORKSHEETS
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
19: 55th Street W. & W. Avenue L 08/09/2022
E+P Conditions - AM Peak Hour WITH IMPROVEMENTS Synchro 9 Report Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 2.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 745 30 104 616 12 153
Future Vol, veh/h 745 30 104 616 12 153
Conflicting Peds, #/hr 0 20000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 0 - - 0 0
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 745 30 104 616 12 153
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 777 0 1571 747
Stage 1 - - - - 747 -
Stage 2 - - - - 824 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 848 - 123 416
Stage 1 - - - - 472 -
Stage 2 - - - - 434 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 846 - 100 415
Mov Cap-2 Maneuver - - - - 283 -
Stage 1 - - - - 471 -
Stage 2 - - - - 353 -
Approach EB WB NB
HCM Control Delay, s 0 1.4 18.7

HCM LOS C
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 283 415 - - 846 -
HCM Lane V/C Ratio 0.042 0.369 - - 0.123 -
HCM Control Delay (s) 18.3 18.7 - - 9.9 0
HCM Lane LOS C C - - A A
HCM 95th %tile Q(veh) 0.1 1.7 - - 0.4 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 20: 50th Street W. & W. Avenue K 08/09/2022
E+P Conditions - AM Peak Hour WITH IMPROVEMENTS Synchro 8 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 12.2
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 562 298 363 249
Demand Flow Rate, veh/h 562 298 363 249
Vehicles Circulating, veh/h 259 328 523 329
Vehicles Exiting, veh/h 319 558 298 297
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 14.5 8.8 14.3 7.9
Approach LOS BABA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 562 298 363 249
Cap Entry Lane, veh/h 872 814 670 813
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 562 298 363 249
Cap Entry, veh/h 872 814 670 813
V/C Ratio 0.644 0.366 0.542 0.306
Control Delay, s/veh 14.5 8.8 14.3 7.9

LOS B A B A
95th %tile Queue, veh 5231
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
19: 55th Street W. & W. Avenue L 08/09/2022
E+P Conditions - PM Peak Hour WITH IMPROVEMENTS Synchro 9 Report Urban Crossroads, Inc. Page 1
Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 454 15 126 673 9 79
Future Vol, veh/h 454 15 126 673 9 79
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 0 - - 0 0
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 454 15 126 673 9 79
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 469 0 1379 454
Stage 1 - - - - 454 -
Stage 2 - - - - 925 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1103 - 161 610
Stage 1 - - - - 644 -
Stage 2 - - - - 389 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1103 - 132 610
Mov Cap-2 Maneuver - - - - 286 -
Stage 1 - - - - 644 -
Stage 2 - - - - 318 -
Approach EB WB NB
HCM Control Delay, s 0 1.4 12.4

HCM LOS B
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 286 610 - - 1103 -
HCM Lane V/C Ratio 0.031 0.13 - - 0.114 -
HCM Control Delay (s) 18 11.8 - - 8.7 0
HCM Lane LOS C B - - A A
HCM 95th %tile Q(veh) 0.1 0.4 - - 0.4 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 20: 50th Street W. & W. Avenue K 08/09/2022
E+P Conditions - PM Peak Hour WITH IMPROVEMENTS Synchro 9 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 11.3
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 389 516 246 306
Demand Flow Rate, veh/h 389 516 246 306
Vehicles Circulating, veh/h 302 235 378 569
Vehicles Exiting, veh/h 573 389 313 182
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 10.3 12.3 8.4 13.1
Approach LOS BBAB
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 389 516 246 306
Cap Entry Lane, veh/h 835 893 774 640
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 389 516 246 306
Cap Entry, veh/h 835 893 774 640
V/C Ratio 0.466 0.578 0.318 0.478
Control Delay, s/veh 10.3 12.3 8.4 13.1

LOS B B A B
95th %tile Queue, veh 3413
14033-04 Letter

ATTACHMENT F
OPENING YEAR CUMULATIVE (2020) WITH PROJECT CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 1: 70th Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 10.5
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 93 408 617 196
Demand Flow Rate, veh/h 93 408 617 196
Vehicles Circulating, veh/h 448 298 108 370
Vehicles Exiting, veh/h 118 427 433 336
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.4 10.7 11.9 7.4
Approach LOS ABBA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 93 408 617 196
Cap Entry Lane, veh/h 722 839 1014 780
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 93 408 617 196
Cap Entry, veh/h 722 839 1014 780
V/C Ratio 0.129 0.486 0.608 0.251
Control Delay, s/veh 6.4 10.7 11.9 7.4

LOS A B B A
95th %tile Queue, veh 0341
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
2: 70th Street W. & Driveway 1 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 0 27 9 0 9 14 571 3 3 410 19
Future Vol, veh/h 36 0 27 9 0 9 14 571 3 3 410 19
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 36 0 27 9 0 9 14 571 3 3 410 19
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1031 1028 420 1040 1036 573 429 0 0 574 0 0 Stage 1 426 426 - 601 601 -------
Stage 2 605 602 - 439 435 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 213 236 638 210 233 523 1141 - - 1009 - - Stage 1 610 589 - 491 493 -------
Stage 2 488 492 - 601 584 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 207 232 638 199 230 523 1141 - - 1009 - - Mov Cap-2 Maneuver 207 232 - 199 230 -------
Stage 1 603 587 - 485 487 -------
Stage 2 474 486 - 574 582 -------
Approach EB WB NB SB
HCM Control Delay, s 20.8 18.3 0.2 0.1

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1141 - - 291 288 1009 - -
HCM Lane V/C Ratio 0.012 - - 0.216 0.063 0.003 - -
HCM Control Delay (s) 8.2 - - 20.8 18.3 8.6 - -
HCM Lane LOS A - - C C A - -
HCM 95th %tile Q(veh) 0 - - 0.8 0.2 0 - -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 3: 70th Street W. & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 8.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 55 50 559 446
Demand Flow Rate, veh/h 55 50 559 446
Vehicles Circulating, veh/h 455 576 41 38
Vehicles Exiting, veh/h 29 24 469 588
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.8 6.5 9.4 7.6
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 55 50 559 446
Cap Entry Lane, veh/h 717 635 1085 1088
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 55 50 559 446
Cap Entry, veh/h 717 635 1085 1088
V/C Ratio 0.077 0.079 0.515 0.410
Control Delay, s/veh 5.8 6.5 9.4 7.6

LOS A A A A
95th %tile Queue, veh 0032
HCM 2010 AWSC Avanti North Residential TIA (JN14033)
4: 70th Street W. & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 93.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 153 289 56 144 124 112 116 264 259 226 186 49 Future Vol, veh/h 153 289 56 144 124 112 116 264 259 226 186 49 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 153 289 56 144 124 112 116 264 259 226 186 49 Number of Lanes 111110110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2223
HCM Control Delay 39.5 31.5 213.1 35.9

HCM LOS E D F E

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 100% 0%
Vol Thru, % 0% 50% 0% 100% 0% 0% 53% 0% 79%
Vol Right, % 0% 50% 0% 0% 100% 0% 47% 0% 21%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 116 523 153 289 56 144 236 226 235
LT Vol 116 0 153 0 0 144 0 226 0
Through Vol 0 264 0 289 0 0 124 0 186
RT Vol 0 259 0 0 56 0 112 0 49
Lane Flow Rate 116 523 153 289 56 144 236 226 235
Geometry Grp 888888888
Degree of Util (X) 0.356 1.478 0.462 0.833 0.151 0.448 0.68 0.687 0.673 Departure Headway (Hd) 11.056 10.173 11.982 11.454 10.715 12.432 11.543 12.013 11.333 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 326 361 303 318 337 292 316 303 322
Service Time 8.808 7.925 9.682 9.154 8.415 10.132 9.243 9.713 9.033 HCM Lane V/C Ratio 0.356 1.449 0.505 0.909 0.166 0.493 0.747 0.746 0.73 HCM Control Delay 19.8 256 24.6 52.1 15.3 24.8 35.6 37.4 34.5 HCM Lane LOS C F C F C C E E D
HCM 95th-tile Q 1.6 28 2.3 7.2 0.5 2.2 4.6 4.7 4.6
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
5: Driveway 2 & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 424 3 16 399 9 45
Future Vol, veh/h 424 3 16 399 9 45
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 424 3 16 399 9 45
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 427 0 857 426
Stage 1 - - - - 426 -
Stage 2 - - - - 431 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1143 - 330 633
Stage 1 - - - - 663 -
Stage 2 - - - - 660 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1143 - 325 633
Mov Cap-2 Maneuver - - - - 325 -
Stage 1 - - - - 663 -
Stage 2 - - - - 651 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 12.3

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 547 - - 1143 -
HCM Lane V/C Ratio 0.099 - - 0.014 -
HCM Control Delay (s) 12.3 - - 8.2 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.3 - - 0 -
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
7: Driveway 4 & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 57 5 28 73 21 9 0 54 59 0 9
Future Vol, veh/h 3 57 5 28 73 21 9 0 54 59 0 9
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 3 57 5 28 73 21 9 0 54 59 0 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 94 0 0 62 0 0 210 216 60 233 208 84 Stage 1 - - - - - - 66 66 - 140 140 -
Stage 2 - - - - - - 144 150 - 93 68 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1513 - - 1554 - - 752 685 1011 726 692 981 Stage 1 - - - - - - 950 844 - 868 785 -
Stage 2 - - - - - - 864 777 - 919 842 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1513 - - 1554 - - 733 671 1011 676 677 981 Mov Cap-2 Maneuver - - - - - - 733 671 - 676 677 -
Stage 1 - - - - - - 948 842 - 866 770 -
Stage 2 - - - - - - 840 762 - 868 840 -
Approach EB WB NB SB
HCM Control Delay, s 0.3 1.7 9 10.7

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 959 1513 - - 1554 - - 705
HCM Lane V/C Ratio 0.066 0.002 - - 0.018 - - 0.096
HCM Control Delay (s) 9 7.4 0 - 7.4 0 - 10.7
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.3
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 8: 65th Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 6
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Approach EB WB NB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 466 450 127
Demand Flow Rate, veh/h 466 450 127
Vehicles Circulating, veh/h 45 0 466
Vehicles Exiting, veh/h 405 593 45
Follow-Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 8.0 7.3 7.1
Approach LOS A A A
Lane Left Left Left
Designated Moves TR LT LR
Assumed Moves TR LT LR
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 466 450 127
Cap Entry Lane, veh/h 1080 1130 709
Entry HV Adj Factor 1.000 1.000 1.000
Flow Entry, veh/h 466 450 127
Cap Entry, veh/h 1080 1130 709
V/C Ratio 0.431 0.398 0.179
Control Delay, s/veh 8.0 7.3 7.1

LOS A A A
95th %tile Queue, veh 2 2 1
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
9: 65th Street W. & Driveway 5 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 23 104 0 8 37
Future Vol, veh/h 0 23 104 0 8 37
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 23 104 0 8 37
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 157 104 0 0 104 0
Stage 1 104 -----
Stage 2 53 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 839 956 - - 1500 -
Stage 1 925 -----
Stage 2 975 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 835 956 - - 1500 -
Mov Cap-2 Maneuver 835 -----
Stage 1 925 -----
Stage 2 970 -----
Approach WB NB SB
HCM Control Delay, s 8.9 0 1.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 956 1500 -
HCM Lane V/C Ratio - - 0.024 0.005 -
HCM Control Delay (s) - - 8.9 7.4 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 10: 65th Street W. & Street A 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 8
Intersection
Intersection Delay, s/veh 4.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 95 73 22 36
Demand Flow Rate, veh/h 95 73 22 36
Vehicles Circulating, veh/h 46 74 77 43
Vehicles Exiting, veh/h 33 25 64 104
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.1 4.0 3.6 3.6
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 95 73 22 36
Cap Entry Lane, veh/h 1079 1049 1046 1082
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 95 73 22 36
Cap Entry, veh/h 1079 1049 1046 1082
V/C Ratio 0.088 0.070 0.021 0.033
Control Delay, s/veh 4.1 4.0 3.6 3.6

LOS A A A A
95th %tile Queue, veh 0000
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
11: 65th Street W. & Driveway 6 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 9
Intersection
Int Delay, s/veh 1.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 0 22 8 0 63
Future Vol, veh/h 23 0 22 8 0 63
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 23 0 22 8 0 63
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 89 26 0 0 30 0
Stage 1 26 -----
Stage 2 63 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 917 1056 - - 1596 -
Stage 1 1002 -----
Stage 2 965 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 917 1056 - - 1596 -
Mov Cap-2 Maneuver 917 -----
Stage 1 1002 -----
Stage 2 965 -----
Approach WB NB SB
HCM Control Delay, s 9 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 917 1596 -
HCM Lane V/C Ratio - - 0.025 - -
HCM Control Delay (s) - - 9 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 12: 65th Street W. & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 10
Intersection
Intersection Delay, s/veh 4.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 129 141 145 87
Demand Flow Rate, veh/h 129 141 145 87
Vehicles Circulating, veh/h 144 29 197 139
Vehicles Exiting, veh/h 82 313 76 31
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.9 4.4 5.4 4.5
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 129 141 145 87
Cap Entry Lane, veh/h 978 1098 928 983
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 129 141 145 87
Cap Entry, veh/h 978 1098 928 983
V/C Ratio 0.132 0.128 0.156 0.088
Control Delay, s/veh 4.9 4.4 5.4 4.5

LOS A A A A
95th %tile Queue, veh 0010
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
13: 62nd Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 11
Intersection
Int Delay, s/veh 8.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 609 1 30 396 47 29 11 96 91 5 35
Future Vol, veh/h 16 609 1 30 396 47 29 11 96 91 5 35
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 150 - 0 150 - 120 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 16 609 1 30 396 47 29 11 96 91 5 35
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 443 0 0 610 0 0 902 1144 609 1151 1098 198 Stage 1 - - - - - - 641 641 - 456 456 -
Stage 2 - - - - - - 261 503 - 695 642 -
Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1128 - - 979 - - 248 202 499 166 215 816 Stage 1 - - - - - - 466 473 - 559 572 -
Stage 2 - - - - - - 727 545 - 436 472 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1128 - - 979 - - 225 193 499 124 205 816 Mov Cap-2 Maneuver - - - - - - 225 193 - 124 205 -
Stage 1 - - - - - - 459 466 - 551 554 -
Stage 2 - - - - - - 668 528 - 339 465 -
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.6 17.3 69.2

HCM LOS C F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 215 499 1128 - - 979 - - 127 816
HCM Lane V/C Ratio 0.186 0.192 0.014 - - 0.031 - - 0.756 0.043 HCM Control Delay (s) 25.5 13.9 8.2 - - 8.8 - - 90.9 9.6 HCM Lane LOS D B A - - A - - F A
HCM 95th %tile Q(veh) 0.7 0.7 0 - - 0.1 - - 4.4 0.1
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
14: Driveway 7 & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 12
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 192 0 26 76 11 0 0 49 32 0 0
Future Vol, veh/h 0 192 0 26 76 11 0 0 49 32 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 192 0 26 76 11 0 0 49 32 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 87 0 0 192 0 0 326 331 192 351 326 82 Stage 1 - - - - - - 192 192 - 134 134 -
Stage 2 - - - - - - 134 139 - 217 192 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1522 - - 1394 - - 631 592 855 608 596 983 Stage 1 - - - - - - 814 745 - 874 789 -
Stage 2 - - - - - - 874 785 - 790 745 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1522 - - 1394 - - 622 580 855 564 584 983 Mov Cap-2 Maneuver - - - - - - 664 610 - 609 605 -
Stage 1 - - - - - - 814 745 - 874 773 -
Stage 2 - - - - - - 857 769 - 745 745 -
Approach EB WB NB SB
HCM Control Delay, s 0 1.8 9.5 11.2

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 855 1522 - - 1394 - - 609
HCM Lane V/C Ratio 0.057 - - - 0.019 - - 0.053
HCM Control Delay (s) 9.5 0 - - 7.6 0 - 11.2
HCM Lane LOS A A - - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.2
2020 WP AM Wed Aug 10, 2022 10:40:33 Page 2-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #15 60th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.989
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 129 727 375 146 650 51 88 394 108 298 223 123 Growth 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 Initial Bse: 129 727 375 146 650 51 88 394 108 298 223 123 Added Vol: 8 5 5 0 2 6 18 177 23 2 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 137 732 380 146 652 57 106 571 131 300 285 123 User 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 PHF 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 PHF Volume: 137 732 380 146 652 57 106 571 131 300 285 123 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 137 732 380 146 652 57 106 571 131 300 285 123 PCE 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 MLF 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 FinalVolume: 137 732 380 146 652 57 106 571 131 300 285 123 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.32 0.68 1.00 1.84 0.16 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 2106 1094 1600 2943 257 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.35 0.35 0.09 0.22 0.22 0.03 0.36 0.08 0.09 0.18 0.08 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
16: 60th Street W. & Avenue K-4 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 13
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 32 1 53 55 1 69 21 1147 20 15 1054 11 Future Vol, veh/h 32 1 53 55 1 69 21 1147 20 15 1054 11 Conflicting Peds, #/hr 0 00001000006
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 170 - 0 175 - 0
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 32 1 53 55 1 69 21 1147 20 15 1054 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2325 2299 533 1747 2290 1148 1071 0 0 1167 0 0 Stage 1 1090 1090 - 1189 1189 -------
Stage 2 1235 1209 - 558 1101 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver ~ 23 39 496 62 40 244 658 - - 606 - - Stage 1 233 294 - 231 264 -------
Stage 2 218 258 - 487 290 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 16 37 493 ~ 53 38 244 654 - - 606 - - Mov Cap-2 Maneuver 84 134 - 153 135 -------
Stage 1 224 285 - 224 256 -------
Stage 2 151 250 - 422 281 -------
Approach EB WB NB SB
HCM Control Delay, s 35.8 53.2 0.2 0.2

HCM LOS E F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 654 - - 85 493 192 606 - -
HCM Lane V/C Ratio 0.032 - - 0.388 0.108 0.651 0.025 - - HCM Control Delay (s) 10.7 - - 72 13.2 53.2 11.1 - -
HCM Lane LOS B - - F B F B - -
HCM 95th %tile Q(veh) 0.1 - - 1.5 0.4 3.8 0.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Avanti North Residential TIA (JN14033)
17: 60th Street W. & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 14
Intersection
Int Delay, s/veh 73
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 208 1 394 52 0 62 183 919 23 25 1015 121 Future Vol, veh/h 208 1 394 52 0 62 183 919 23 25 1015 121 Conflicting Peds, #/hr 0 05000001008
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 0 - 0 - - 0 220 - - 235 - 350
Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 208 1 394 52 0 62 183 919 23 25 1015 121
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2401 2382 521 1861 2492 932 1144 0 0 943 0 0 Stage 1 1073 1073 - 1298 1298 -------
Stage 2 1328 1309 - 563 1194 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver ~ 20 35 505 ~ 51 30 326 618 - - 736 - - Stage 1 239 299 - 201 234 -------
Stage 2 ~ 193 231 - 483 262 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 12 23 499 ~ 8 20 326 613 - - 735 - - Mov Cap-2 Maneuver ~ 72 117 - ~ -25 61 -------
Stage 1 ~ 166 286 - 141 164 -------
Stage 2 ~ 110 162 - 97 251 -------
Approach EB WB NB SB
HCM Control Delay, s$ 358.9 2.2 0.2

HCM LOS F -
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 613 - - 72 117 499 + 326 735 - -
HCM Lane V/C Ratio 0.299 - - 2.889 0.009 0.79 - 0.19 0.034 - - HCM Control Delay (s) 13.4 - -$ 975.6 36 34.2 - 18.6 10.1 - - HCM Lane LOS B - - F E D - C B - -
HCM 95th %tile Q(veh) 1.2 - - 20.8 0 7.3 - 0.7 0.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2020 WP AM Wed Aug 10, 2022 10:40:33 Page 3-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #18 60th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.669
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 0 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 81 539 155 515 703 153 250 877 109 448 496 333 Growth 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 Initial Bse: 81 539 155 515 703 153 250 877 109 448 496 333 Added Vol: 0 5 0 195 14 0 0 0 0 0 0 68
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 81 544 155 710 717 153 250 877 109 448 496 401 User 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 PHF 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 PHF Volume: 81 544 155 710 717 153 250 877 109 448 496 401 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 544 155 710 717 153 250 877 109 448 496 401 PCE 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 MLF 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 FinalVolume: 81 544 155 710 717 153 250 877 109 448 496 401 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.78 0.22 1.00 0.82 0.18 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1245 355 1600 1319 281 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.44 0.44 0.44 0.54 0.54 0.08 0.55 0.07 0.14 0.31 0.25 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
19: 55th Street W. & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 39.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1715 32 110 1148 13 162
Future Vol, veh/h 1715 32 110 1148 13 162
Conflicting Peds, #/hr 0 20000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 0 - - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 1715 32 110 1148 13 162
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1749 0 3085 1717
Stage 1 - - - - 1717 -
Stage 2 - - - - 1368 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 363 - 13 ~ 113
Stage 1 - - - - 161 -
Stage 2 - - - - 239 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 362 - ~ 2 ~ 113
Mov Cap-2 Maneuver - - - - ~ 2 -
Stage 1 - - - - 161 -
Stage 2 - - - - 38 -
Approach EB WB NB
HCM Control Delay, s 0 1.7 $ 704.6

HCM LOS F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 2 113 - - 362 -
HCM Lane V/C Ratio 6.5 1.434 - - 0.304 -
HCM Control Delay (s) $ 5649.5$ 307.8 - - 19.2 0
HCM Lane LOS F F - - C A
HCM 95th %tile Q(veh) 3 11.4 - - 1.3 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Avanti North Residential TIA (JN14033)
20: 50th Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 582.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 80 1042 76 79 525 27 61 282 132 56 248 71 Future Vol, veh/h 80 1042 76 79 525 27 61 282 132 56 248 71 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 80 1042 76 79 525 27 61 282 132 56 248 71
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 1005.1 357.8 186.3 113.8

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 13% 7% 13% 15%
Vol Thru, % 59% 87% 83% 66%
Vol Right, % 28% 6% 4% 19%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 475 1198 631 375
LT Vol 61 80 79 56
Through Vol 282 1042 525 248
RT Vol 132 76 27 71
Lane Flow Rate 475 1198 631 375
Geometry Grp 1111
Degree of Util (X) 1.238 3.16 1.668 0.991
Departure Headway (Hd) 17.474 12.363 16.831 19.504
Convergence, Y/N Yes Yes Yes Yes
Cap 214 311 221 191
Service Time 15.474 10.363 14.831 17.504
HCM Lane V/C Ratio 2.22 3.852 2.855 1.963
HCM Control Delay 186.3 1005.1 357.8 113.8
HCM Lane LOS FFFF
HCM 95th-tile Q 13.3 82.8 23.5 8.2
2020 WP AM Wed Aug 10, 2022 10:40:33 Page 4-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #21 50th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.498
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 85 261 117 109 193 143 115 1537 88 90 947 52
Growth 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 Initial Bse: 85 261 117 109 193 143 115 1537 88 90 947 52 Added Vol: 3 0 0 0 0 0 0 186 9 0 65 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 88 261 117 109 193 143 115 1723 97 90 1012 52 User 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 PHF 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 PHF Volume: 88 261 117 109 193 143 115 1723 97 90 1012 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 88 261 117 109 193 143 115 1723 97 90 1012 52 PCE 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 MLF 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 FinalVolume: 88 261 117 109 193 143 115 1723 97 90 1012 52 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.57 0.43 1.00 1.00 1.00 1.00 1.90 0.10 Final Sat.: 1600 1600 1600 1600 919 681 1600 1600 1600 1600 3044 156 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.16 0.07 0.07 0.21 0.21 0.07 1.08 0.06 0.06 0.33 0.33 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:33 Page 5-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #22 45th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.985
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 8 82 39 141 74 32 53 992 12 13 454 111
Growth 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 Initial Bse: 8 82 39 141 74 32 53 992 12 13 454 111
Added Vol: 0 0 0 0 0 3 9 149 0 0 52 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 8 82 39 141 74 35 62 1141 12 13 506 111
User 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 PHF 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 PHF Volume: 8 82 39 141 74 35 62 1141 12 13 506 111
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 82 39 141 74 35 62 1141 12 13 506 111
PCE 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 MLF 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 FinalVolume: 8 82 39 141 74 35 62 1141 12 13 506 111
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.68 0.32 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 1600 1084 516 1600 1600 1600 1600 1600 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.08 0.08 0.09 0.05 0.02 0.04 0.71 0.01 0.01 0.32 0.07 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:33 Page 6-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #23 45th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.448
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 34 68 81 99 53 28 32 1756 11 34 1064 48
Growth 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 Initial Bse: 34 68 81 99 53 28 32 1756 11 34 1064 48
Added Vol: 0 0 0 0 0 0 0 186 0 0 65 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 34 68 81 99 53 28 32 1942 11 34 1129 48
User 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 PHF 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 PHF Volume: 34 68 81 99 53 28 32 1942 11 34 1129 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 34 68 81 99 53 28 32 1942 11 34 1129 48
PCE 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 MLF 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 FinalVolume: 34 68 81 99 53 28 32 1942 11 34 1129 48
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.65 0.35 1.00 1.00 1.00 1.00 0.96 0.04 Final Sat.: 1600 1600 1600 1600 1047 553 1600 1600 1600 1600 1535 65 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.04 0.05 0.06 0.05 0.05 0.02 1.21 0.01 0.02 0.74 0.74 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:33 Page 7-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #24 40th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.696
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 56 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 0 1 0 1 0 1 1 0 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 58 238 71 44 198 43 73 1025 67 32 476 22
Growth 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 Initial Bse: 58 238 71 44 198 43 73 1025 67 32 476 22
Added Vol: 3 0 0 0 0 3 9 131 9 0 46 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 61 238 71 44 198 46 82 1156 76 32 522 22
User 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 PHF 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 PHF Volume: 61 238 71 44 198 46 82 1156 76 32 522 22
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 61 238 71 44 198 46 82 1156 76 32 522 22
PCE 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 MLF 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 FinalVolume: 61 238 71 44 198 46 82 1156 76 32 522 22
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 0.81 0.19 1.00 1.88 0.12 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 1298 302 1600 3003 197 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.07 0.04 0.03 0.15 0.15 0.05 0.39 0.38 0.02 0.33 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:33 Page 8-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #25 40th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.477
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 22 131 105 176 70 98 119 1678 13 41 1013 78
Growth 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 Initial Bse: 22 131 105 176 70 98 119 1678 13 41 1013 78 Added Vol: 0 0 0 0 0 0 0 177 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 22 131 105 176 70 98 119 1855 13 41 1075 78 User 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 PHF 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 PHF Volume: 22 131 105 176 70 98 119 1855 13 41 1075 78 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 22 131 105 176 70 98 119 1855 13 41 1075 78 PCE 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 MLF 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 FinalVolume: 22 131 105 176 70 98 119 1855 13 41 1075 78 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.08 0.07 0.11 0.04 0.06 0.07 1.16 0.01 0.03 0.34 0.05 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE MITIG8 - 2020 WP AM Thu Aug 11, 2022 09:29:21 Page 1-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #26 35th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.644
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 50 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 34 45 54 29 39 77 55 1867 71 61 1049 16
Growth 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 Initial Bse: 34 45 54 29 39 77 55 1867 71 61 1049 16
Added Vol: 0 0 0 0 0 0 0 177 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 34 45 54 29 39 77 55 2044 71 61 1111 16
User 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 PHF 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 PHF Volume: 34 45 54 29 39 77 55 2044 71 61 1111 16
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 34 45 54 29 39 77 55 2044 71 61 1111 16
PCE 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 MLF 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 FinalVolume: 34 45 54 29 39 77 55 2044 71 61 1111 16
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.45 0.55 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 727 873 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.06 0.06 0.02 0.02 0.05 0.03 0.43 0.04 0.04 0.23 0.01 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:33 Page 10-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #27 30th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.528
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 40 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 2 1 0 2 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 62 504 142 51 350 130 189 936 87 68 415 80
Growth 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 Initial Bse: 62 504 142 51 350 130 189 936 87 68 415 80 Added Vol: 5 0 0 0 0 8 23 82 14 0 29 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 67 504 142 51 350 138 212 1018 101 68 444 80 User 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 PHF 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 PHF Volume: 67 504 142 51 350 138 212 1018 101 68 444 80 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 67 504 142 51 350 138 212 1018 101 68 444 80 PCE 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 MLF 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 FinalVolume: 67 504 142 51 350 138 212 1018 101 68 444 80 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.73 0.27 2.00 2.54 0.46 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 4367 433 3200 4067 733 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.16 0.09 0.02 0.11 0.09 0.07 0.23 0.23 0.02 0.11 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:34 Page 11-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #28 30th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.988
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 81 298 225 146 266 124 175 1708 99 108 922 66 Growth 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 Initial Bse: 81 298 225 146 266 124 175 1708 99 108 922 66 Added Vol: 0 0 0 0 0 0 0 177 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 81 298 225 146 266 124 175 1885 99 108 984 66 User 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 PHF 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 PHF Volume: 81 298 225 146 266 124 175 1885 99 108 984 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 81 298 225 146 266 124 175 1885 99 108 984 66 PCE 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 MLF 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 FinalVolume: 81 298 225 146 266 124 175 1885 99 108 984 66 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.09 0.14 0.09 0.08 0.08 0.11 0.59 0.06 0.07 0.31 0.04 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:34 Page 12-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #29 25th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.623
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 48 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 4 142 56 129 102 57 105 1079 17 33 517 84
Growth 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 Initial Bse: 4 142 56 129 102 57 105 1079 17 33 517 84
Added Vol: 0 0 0 0 0 3 9 72 0 0 25 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 4 142 56 129 102 60 114 1151 17 33 542 84
User 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 PHF 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 PHF Volume: 4 142 56 129 102 60 114 1151 17 33 542 84
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 4 142 56 129 102 60 114 1151 17 33 542 84
PCE 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 MLF 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 FinalVolume: 4 142 56 129 102 60 114 1151 17 33 542 84
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.43 0.57 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 2295 905 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.06 0.06 0.08 0.06 0.04 0.07 0.36 0.01 0.02 0.17 0.05 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:34 Page 13-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #30 25th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.825
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 83 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 2 5 3 58 2 79 74 1960 4 10 1008 25
Growth 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 Initial Bse: 2 5 3 58 2 79 74 1960 4 10 1008 25
Added Vol: 0 0 0 0 0 0 0 168 0 0 59 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 5 3 58 2 79 74 2128 4 10 1067 25
User 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 PHF 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 PHF Volume: 2 5 3 58 2 79 74 2128 4 10 1067 25
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 5 3 58 2 79 74 2128 4 10 1067 25
PCE 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 MLF 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 FinalVolume: 2 5 3 58 2 79 74 2128 4 10 1067 25
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.29 0.71 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 457 1143 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.05 0.05 0.67 0.00 0.01 0.33 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:34 Page 14-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #31 20th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.506
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 38 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 1 1 0 2 0 2 0 1 1 0 3 0 1 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 53 246 84 108 226 83 180 989 96 83 518 72
Growth 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 Initial Bse: 53 246 84 108 226 83 180 989 96 83 518 72
Added Vol: 3 0 0 0 0 3 9 54 9 0 19 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 56 246 84 108 226 86 189 1043 105 83 537 72 User 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 PHF 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 PHF Volume: 56 246 84 108 226 86 189 1043 105 83 537 72 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 56 246 84 108 226 86 189 1043 105 83 537 72 PCE 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 MLF 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 FinalVolume: 56 246 84 108 226 86 189 1043 105 83 537 72 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 1.49 0.51 2.00 2.00 1.00 1.00 3.00 1.00 1.00 2.65 0.35 Final Sat.: 3200 2385 815 3200 3200 1600 1600 4800 1600 1600 4233 567 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.10 0.10 0.03 0.07 0.05 0.12 0.22 0.07 0.05 0.13 0.13 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:34 Page 15-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #32 20th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.877
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 102 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 1 0 1 1 0 2 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 33 210 53 92 119 66 132 1869 89 28 891 46
Growth 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 Initial Bse: 33 210 53 92 119 66 132 1869 89 28 891 46
Added Vol: 0 0 0 0 0 0 0 168 0 0 59 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 210 53 92 119 66 132 2037 89 28 950 46
User 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 PHF 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 PHF Volume: 33 210 53 92 119 66 132 2037 89 28 950 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 33 210 53 92 119 66 132 2037 89 28 950 46
PCE 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 MLF 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 FinalVolume: 33 210 53 92 119 66 132 2037 89 28 950 46
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 3200 1600 1600 1600 1600 1600 3200 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.07 0.03 0.06 0.07 0.04 0.08 0.64 0.06 0.02 0.20 0.03 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:34 Page 16-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #33 17th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.555
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 42 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 31 42 110 135 32 32 52 1088 63 81 675 110
Growth 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 Initial Bse: 31 42 110 135 32 32 52 1088 63 81 675 110
Added Vol: 0 0 0 0 0 0 0 54 0 0 19 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 31 42 110 135 32 32 52 1142 63 81 694 110
User 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 PHF 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 PHF Volume: 31 42 110 135 32 32 52 1142 63 81 694 110
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 31 42 110 135 32 32 52 1142 63 81 694 110
PCE 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 MLF 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 FinalVolume: 31 42 110 135 32 32 52 1142 63 81 694 110
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.84 0.16 1.00 2.59 0.41 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4549 251 1600 4143 657 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.03 0.07 0.08 0.02 0.02 0.03 0.25 0.25 0.05 0.17 0.17 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP AM Wed Aug 10, 2022 10:40:34 Page 17-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN14033)
Opening Year Cumulative (2020) With Project Conditions
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #34 15th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.646
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 50 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 0 0 1 0 1 0 1 0 1 1 0 2 1 0 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 0 1 13 146 0 34 127 1954 0 6 908 193
Growth 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 Initial Bse: 0 1 13 146 0 34 127 1954 0 6 908 193
Added Vol: 0 0 0 0 0 0 0 168 0 0 59 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1 13 146 0 34 127 2122 0 6 967 193
User 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 PHF 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 PHF Volume: 0 1 13 146 0 34 127 2122 0 6 967 193
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1 13 146 0 34 127 2122 0 6 967 193
PCE 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 MLF 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 FinalVolume: 0 1 13 146 0 34 127 2122 0 6 967 193
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.07 0.93 1.00 1.00 1.00 1.00 3.00 0.00 1.00 3.00 1.00 Final Sat.: 0 114 1486 1600 1600 1600 1600 4800 0 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.01 0.01 0.09 0.00 0.02 0.08 0.44 0.00 0.00 0.20 0.12 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE Timings Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Configurations
Traffic Volume (vph) 1057 296 712 156 0
Future Volume (vph) 1057 296 712 156 0
Turn Type NA Free NA Perm NA
Protected Phases 4 8 6
Permitted Phases Free 6
Detector Phase 4 8 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 33.0 33.0 36.0 36.0
Total Split (s) 67.0 67.0 53.0 53.0
Total Split (%) 55.8% 55.8% 44.2% 44.2%
Yellow Time (s) 3.9 3.9 3.6 3.6
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.6 5.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None Min Min
Act Effct Green (s) 19.3 43.5 19.3 11.9 11.9
Actuated g/C Ratio 0.44 1.00 0.44 0.27 0.27
v/c Ratio 0.55 0.22 0.53 0.35 0.47
Control Delay 10.7 0.4 9.3 16.0 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.7 0.4 9.3 16.0 8.4

LOS B A A B A
Approach Delay 8.5 9.3 11.3
Approach LOS A A B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 43.5
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 9.2 Intersection LOS: A
Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1057 296 0 712 293 0 0 0 156 0 210 Future Volume (veh/h) 0 1057 296 0 712 293 0 0 0 156 0 210 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 1057 0 0 712 0 156 0 173
Adj No. of Lanes 031030 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 2104 655 0 2104 0 319 0 284
Arrive On Green 0.00 0.48 0.00 0.00 0.48 0.00 0.21 0.00 0.21 Sat Flow, veh/h 0 4512 1360 0 4656 0 1524 0 1360
Grp Volume(v), veh/h 0 1057 0 0 712 0 156 0 173
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 0 1524 0 1360 Q Serve(g_s), s 0.0 6.2 0.0 0.0 3.8 0.0 3.4 0.0 4.3
Cycle Q Clear(g_c), s 0.0 6.2 0.0 0.0 3.8 0.0 3.4 0.0 4.3 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2104 655 0 2104 0 319 0 284
V/C Ratio(X) 0.00 0.50 0.00 0.00 0.34 0.00 0.49 0.00 0.61 Avail Cap(c_a), veh/h 0 7176 2234 0 7176 0 1942 0 1733
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.6 0.0 0.0 6.0 0.0 13.0 0.0 13.3 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 1.2 0.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.5 0.0 0.0 1.5 0.0 1.5 0.0 1.8 LnGrp Delay(d),s/veh 0.0 6.8 0.0 0.0 6.1 0.0 14.1 0.0 15.4 LnGrp LOS A A B B
Approach Vol, veh/h 1057 712 329
Approach Delay, s/veh 6.8 6.1 14.8
Approach LOS A A B
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 23.8 13.4 23.8
Change Period (Y+Rc), s 5.9 5.6 5.9
Max Green Setting (Gmax), s 61.1 47.4 61.1
Max Q Clear Time (g_c+I1), s 8.2 6.3 5.8
Green Ext Time (p_c), s 9.4 1.5 5.6
Intersection Summary
HCM 2010 Ctrl Delay 7.8
HCM 2010 LOS A
Notes
Timings Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Configurations
Traffic Volume (vph) 956 1325 1092 273 0
Future Volume (vph) 956 1325 1092 273 0
Turn Type NA Free NA Prot NA
Protected Phases 4 8 1 6
Permitted Phases Free
Detector Phase 4 8 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 28.5 32.5 18.5 28.5
Total Split (s) 75.0 75.0 45.0 45.0
Total Split (%) 62.5% 62.5% 37.5% 37.5%
Yellow Time (s) 4.7 4.7 3.6 3.6
All-Red Time (s) 2.5 2.5 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min
Act Effct Green (s) 43.9 96.5 43.9 40.7 40.7
Actuated g/C Ratio 0.45 1.00 0.45 0.42 0.42
v/c Ratio 0.48 0.97 0.80 0.29 0.28
Control Delay 18.8 21.8 23.2 22.2 17.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 18.8 21.8 23.2 22.2 17.5

LOS B C C C B
Approach Delay 20.6 23.2 19.9
Approach LOS C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 96.5
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 21.5 Intersection LOS: C
Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 956 1325 0 1092 482 0 0 0 273 0 75 Future Volume (veh/h) 0 956 1325 0 1092 482 0 0 0 273 0 75 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 956 0 0 1092 0 174 139 75
Adj No. of Lanes 031030 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 2020 629 0 2020 0 339 218 118
Arrive On Green 0.00 0.46 0.00 0.00 0.46 0.00 0.22 0.22 0.22 Sat Flow, veh/h 0 4512 1360 0 4656 0 1524 979 528
Grp Volume(v), veh/h 0 956 0 0 1092 0 174 0 214
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 0 1524 0 1507 Q Serve(g_s), s 0.0 5.6 0.0 0.0 6.7 0.0 3.8 0.0 4.8
Cycle Q Clear(g_c), s 0.0 5.6 0.0 0.0 6.7 0.0 3.8 0.0 4.8 Prop In Lane 0.00 1.00 0.00 0.00 1.00 0.35
Lane Grp Cap(c), veh/h 0 2020 629 0 2020 0 339 0 336
V/C Ratio(X) 0.00 0.47 0.00 0.00 0.54 0.00 0.51 0.00 0.64 Avail Cap(c_a), veh/h 0 7902 2460 0 7902 0 1643 0 1624
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.9 0.0 0.0 7.2 0.0 12.8 0.0 13.2 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.2 0.0 1.2 0.0 2.0 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 0.0 2.2 0.0 0.0 2.7 0.0 1.7 0.0 2.1 LnGrp Delay(d),s/veh 0.0 7.1 0.0 0.0 7.4 0.0 14.0 0.0 15.2 LnGrp LOS A A B B
Approach Vol, veh/h 956 1092 388
Approach Delay, s/veh 7.1 7.4 14.7
Approach LOS A A B
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 24.5 12.9 24.5
Change Period (Y+Rc), s 7.2 4.6 7.2
Max Green Setting (Gmax), s 67.8 40.4 67.8
Max Q Clear Time (g_c+I1), s 7.6 6.8 8.7
Green Ext Time (p_c), s 7.2 1.7 8.6
Intersection Summary
HCM 2010 Ctrl Delay 8.5
HCM 2010 LOS A
Notes
Timings Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 157 768 715 198 188 484 351 236 1 204 Future Volume (vph) 157 768 715 198 188 484 351 236 1 204 Turn Type Prot NA NA pm+ov Split NA Perm Split NA pm+ov Protected Phases 748622 667
Permitted Phases 8 2 6
Detector Phase 7486222667
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 8.0 5.0 5.0 5.0 8.0 8.0 10.0 Minimum Split (s) 14.9 33.9 26.9 34.9 9.9 9.9 9.9 34.9 34.9 14.9 Total Split (s) 30.9 58.9 28.0 39.1 22.0 22.0 22.0 39.1 39.1 30.9 Total Split (%) 25.8% 49.1% 23.3% 32.6% 18.3% 18.3% 18.3% 32.6% 32.6% 25.8% Yellow Time (s) 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lead/Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min Min Min Min None Act Effct Green (s) 11.3 36.0 19.7 38.9 17.4 17.4 17.4 14.1 14.1 25.4 Actuated g/C Ratio 0.14 0.44 0.24 0.47 0.21 0.21 0.21 0.17 0.17 0.31 v/c Ratio 0.43 0.56 0.69 0.27 0.59 1.44 0.76 0.48 0.48 0.43 Control Delay 39.1 17.6 33.5 2.7 41.4 240.6 25.8 37.7 37.8 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.1 17.6 33.5 2.7 41.4 240.6 25.8 37.7 37.8 9.2

LOS D B C A D F C D D A
Approach Delay 20.3 26.8 130.3 24.6
Approach LOS C C F C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 82.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.44
Intersection Signal Delay: 53.8 Intersection LOS: D
Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 37: SR-14 NB Ramps/15th Street W. & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 157 768 289 0 715 198 188 484 351 236 1 204 Future Volume (veh/h) 157 768 289 0 715 198 188 484 351 236 1 204 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
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 Adj Sat Flow, veh/h/ln 1440 1600 1600 0 1600 1600 1600 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 157 768 284 0 715 170 188 484 151 237 0 95 Adj No. of Lanes 230031111201
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000000
Cap, veh/h 371 1378 504 0 1014 475 363 381 324 358 0 349 Arrive On Green 0.14 0.44 0.44 0.00 0.23 0.23 0.24 0.24 0.24 0.12 0.00 0.12 Sat Flow, veh/h 2661 3134 1147 0 4512 1360 1524 1600 1360 3048 0 1360 Grp Volume(v), veh/h 157 713 339 0 715 170 188 484 151 237 0 95 Grp Sat Flow(s),veh/h/ln 1330 1456 1369 0 1456 1360 1524 1600 1360 1524 0 1360 Q Serve(g_s), s 3.9 13.0 13.2 0.0 10.8 6.7 7.7 17.1 6.8 5.3 0.0 0.0 Cycle Q Clear(g_c), s 3.9 13.0 13.2 0.0 10.8 6.7 7.7 17.1 6.8 5.3 0.0 0.0 Prop In Lane 1.00 0.84 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 371 1280 602 0 1014 475 363 381 324 358 0 349 V/C Ratio(X) 0.42 0.56 0.56 0.00 0.71 0.36 0.52 1.27 0.47 0.66 0.00 0.27 Avail Cap(c_a), veh/h 964 2190 1030 0 1405 597 363 381 324 1452 0 837 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.3 14.9 15.0 0.0 25.3 17.4 23.8 27.3 23.4 30.3 0.0 21.3 Incr Delay (d2), s/veh 0.8 0.4 0.8 0.0 1.0 0.5 1.3 140.7 1.0 2.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 5.3 5.1 0.0 4.4 3.0 3.4 22.3 2.7 2.3 0.0 1.9 LnGrp Delay(d),s/veh 29.0 15.3 15.8 0.0 26.3 17.8 25.1 168.0 24.5 32.4 0.0 21.7 LnGrp LOS C B B C B C F C C C
Approach Vol, veh/h 1209 885 823 332
Approach Delay, s/veh 17.2 24.7 109.0 29.4
Approach LOS B C F C
Timer 12345678
Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 22.0 36.5 13.3 14.9 21.6
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 17.1 54.0 34.2 26.0 23.1
Max Q Clear Time (g_c+I1), s 19.1 15.2 7.3 5.9 12.8
Green Ext Time (p_c), s 0.0 8.7 1.1 0.5 3.9
Intersection Summary
HCM 2010 Ctrl Delay 43.8
HCM 2010 LOS D
Notes
Timings Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 4
Lane Group EBT EBR WBT WBR NBL NBR
Lane Configurations
Traffic Volume (vph) 1126 104 948 120 626 587
Future Volume (vph) 1126 104 948 120 626 587
Turn Type NA Free NA Free Prot Free
Protected Phases 4 8 5
Permitted Phases Free Free Free
Detector Phase 4 8 5
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0
Minimum Split (s) 30.5 28.5 14.0
Total Split (s) 89.0 89.0 31.0
Total Split (%) 74.2% 74.2% 25.8%
Yellow Time (s) 4.7 4.7 3.6
All-Red Time (s) 2.5 2.5 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None
Act Effct Green (s) 23.6 61.9 23.6 61.9 26.5 61.9
Actuated g/C Ratio 0.38 1.00 0.38 1.00 0.43 1.00
v/c Ratio 0.68 0.08 0.45 0.09 1.43 0.43
Control Delay 18.1 0.1 14.9 0.1 228.2 1.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.1 0.1 14.9 0.1 228.2 1.0

LOS B A B A F A
Approach Delay 16.6 13.2
Approach LOS B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 61.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.43
Intersection Signal Delay: 50.7 Intersection LOS: D
Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 38: SR-14 NB Ramps & W. Avenue L
HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 38: SR-14 NB Ramps & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1126 104 0 948 120 626 0 587 0 0 0 Future Volume (veh/h) 0 1126 104 0 948 120 626 0 587 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 000000000
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 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 0 1600 Adj Flow Rate, veh/h 0 1126 0 0 948 0 626 0 0
Adj No. of Lanes 031041101
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000
Cap, veh/h 0 1699 529 0 2141 529 643 0 574
Arrive On Green 0.00 0.39 0.00 0.00 0.39 0.00 0.42 0.00 0.00 Sat Flow, veh/h 0 4512 1360 0 5728 1360 1524 0 1360
Grp Volume(v), veh/h 0 1126 0 0 948 0 626 0 0
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1376 1360 1524 0 1360 Q Serve(g_s), s 0.0 13.3 0.0 0.0 7.9 0.0 25.2 0.0 0.0
Cycle Q Clear(g_c), s 0.0 13.3 0.0 0.0 7.9 0.0 25.2 0.0 0.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1699 529 0 2141 529 643 0 574
V/C Ratio(X) 0.00 0.66 0.00 0.00 0.44 0.00 0.97 0.00 0.00 Avail Cap(c_a), veh/h 0 5715 1779 0 7201 1779 643 0 574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 15.7 0.0 0.0 14.1 0.0 17.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.1 0.0 28.7 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 %ile BackOfQ(50%),veh/ln 0.0 5.4 0.0 0.0 3.0 0.0 15.6 0.0 0.0 LnGrp Delay(d),s/veh 0.0 16.2 0.0 0.0 14.2 0.0 46.4 0.0 0.0 LnGrp LOS B B D
Approach Vol, veh/h 1126 948 626
Approach Delay, s/veh 16.2 14.2 46.4
Approach LOS B B D
Timer 12345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 31.0 31.5 31.5
Change Period (Y+Rc), s 4.6 7.2 7.2
Max Green Setting (Gmax), s 26.4 81.8 81.8
Max Q Clear Time (g_c+I1), s 27.2 15.3 9.9
Green Ext Time (p_c), s 0.0 9.1 7.1
Intersection Summary
HCM 2010 Ctrl Delay 22.5
HCM 2010 LOS C
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
39: Driveway 8 & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 16
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 292 0 60 124 5 0 0 114 14 0 0
Future Vol, veh/h 0 292 0 60 124 5 0 0 114 14 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 292 0 60 124 5 0 0 114 14 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 129 0 0 292 0 0 539 541 292 596 539 127 Stage 1 - - - - - - 292 292 - 247 247 -
Stage 2 - - - - - - 247 249 - 349 292 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1469 - - 1281 - - 456 451 752 418 452 929 Stage 1 - - - - - - 720 675 - 761 706 -
Stage 2 - - - - - - 761 704 - 671 675 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1469 - - 1281 - - 439 428 752 341 429 929 Mov Cap-2 Maneuver - - - - - - 439 428 - 341 429 -
Stage 1 - - - - - - 720 675 - 761 671 -
Stage 2 - - - - - - 723 669 - 569 675 -
Approach EB WB NB SB
HCM Control Delay, s 0 2.5 10.6 16

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 752 1469 - - 1281 - - 341
HCM Lane V/C Ratio 0.152 - - - 0.047 - - 0.041
HCM Control Delay (s) 10.6 0 - - 7.9 0 - 16
HCM Lane LOS B A - - A A - C
HCM 95th %tile Q(veh) 0.5 0 - - 0.1 - - 0.1
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 1: 70th Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 10.2
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 149 492 412 333
Demand Flow Rate, veh/h 149 492 412 333
Vehicles Circulating, veh/h 669 171 225 430
Vehicles Exiting, veh/h 94 466 593 233
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 9.6 10.3 9.6 11.2
Approach LOS ABAB
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 149 492 412 333
Cap Entry Lane, veh/h 579 952 902 735
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 149 492 412 333
Cap Entry, veh/h 579 952 902 735
V/C Ratio 0.257 0.517 0.457 0.453
Control Delay, s/veh 9.6 10.3 9.6 11.2

LOS A B A B
95th %tile Queue, veh 1322
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
2: 70th Street W. & Driveway 1 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 32 0 24 6 0 6 32 373 10 10 541 42
Future Vol, veh/h 32 0 24 6 0 6 32 373 10 10 541 42
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 32 0 24 6 0 6 32 373 10 10 541 42
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1027 1029 562 1036 1045 378 583 0 0 383 0 0 Stage 1 582 582 - 442 442 -------
Stage 2 445 447 - 594 603 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 215 236 530 212 231 673 1001 - - 1187 - - Stage 1 502 502 - 598 580 -------
Stage 2 596 577 - 495 492 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 207 227 530 196 222 673 1001 - - 1187 - - Mov Cap-2 Maneuver 207 227 - 196 222 -------
Stage 1 486 498 - 579 561 -------
Stage 2 572 559 - 469 488 -------
Approach EB WB NB SB
HCM Control Delay, s 21 17.3 0.7 0.1

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1001 - - 280 304 1187 - -
HCM Lane V/C Ratio 0.032 - - 0.2 0.039 0.008 - -
HCM Control Delay (s) 8.7 - - 21 17.3 8.1 - -
HCM Lane LOS A - - C C A - -
HCM 95th %tile Q(veh) 0.1 - - 0.7 0.1 0 - -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 3: 70th Street W. & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 49 41 424 571
Demand Flow Rate, veh/h 49 41 424 571
Vehicles Circulating, veh/h 556 422 56 49
Vehicles Exiting, veh/h 64 58 549 414
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.4 5.4 7.6 9.7
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 49 41 424 571
Cap Entry Lane, veh/h 648 741 1068 1076
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 49 41 424 571
Cap Entry, veh/h 648 741 1068 1076
V/C Ratio 0.076 0.055 0.397 0.531
Control Delay, s/veh 6.4 5.4 7.6 9.7

LOS A A A A
95th %tile Queue, veh 0023
HCM 2010 AWSC Avanti North Residential TIA (JN14033)
4: 70th Street W. & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 113.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 93 225 48 283 327 131 103 182 229 107 251 161 Future Vol, veh/h 93 225 48 283 327 131 103 182 229 107 251 161 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 93 225 48 283 327 131 103 182 229 107 251 161 Number of Lanes 111110110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2322
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2232
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2223
HCM Control Delay 32.9 138.6 122.9 126.9

HCM LOS D F F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 100% 0%
Vol Thru, % 0% 44% 0% 100% 0% 0% 71% 0% 61%
Vol Right, % 0% 56% 0% 0% 100% 0% 29% 0% 39%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 103 411 93 225 48 283 458 107 412
LT Vol 103 0 93 0 0 283 0 107 0
Through Vol 0 182 0 225 0 0 327 0 251
RT Vol 0 229 0 0 48 0 131 0 161
Lane Flow Rate 103 411 93 225 48 283 458 107 412
Geometry Grp 888888888
Degree of Util (X) 0.325 1.197 0.305 0.707 0.141 0.86 1.303 0.338 1.212 Departure Headway (Hd) 12.35 11.413 13.218 12.687 11.943 12.004 11.257 12.317 11.503 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 294 321 273 288 302 303 325 294 317
Service Time 10.05 9.113 10.918 10.387 9.643 9.704 8.957 10.017 9.203 HCM Lane V/C Ratio 0.35 1.28 0.341 0.781 0.159 0.934 1.409 0.364 1.3 HCM Control Delay 20.9 148.5 21.6 41 16.6 58.3 188.2 21.2 154.4 HCM Lane LOS C F C E C F F C F
HCM 95th-tile Q 1.4 16.4 1.3 4.9 0.5 7.6 19.9 1.4 16.8
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
5: Driveway 2 & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 4
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 456 10 52 487 6 31
Future Vol, veh/h 456 10 52 487 6 31
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 456 10 52 487 6 31
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 466 0 1052 461
Stage 1 - - - - 461 -
Stage 2 - - - - 591 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1106 - 253 605
Stage 1 - - - - 639 -
Stage 2 - - - - 557 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1106 - 241 605
Mov Cap-2 Maneuver - - - - 241 -
Stage 1 - - - - 639 -
Stage 2 - - - - 531 -
Approach EB WB NB
HCM Control Delay, s 0 0.8 13

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 486 - - 1106 -
HCM Lane V/C Ratio 0.076 - - 0.047 -
HCM Control Delay (s) 13 - - 8.4 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
7: Driveway 4 & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 5
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 93 10 64 83 67 8 0 48 40 0 6
Future Vol, veh/h 10 93 10 64 83 67 8 0 48 40 0 6
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 10 93 10 64 83 67 8 0 48 40 0 6
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 150 0 0 103 0 0 366 396 98 387 368 117 Stage 1 - - - - - - 118 118 - 245 245 -
Stage 2 - - - - - - 248 278 - 142 123 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1444 - - 1502 - - 594 544 963 575 564 941 Stage 1 - - - - - - 891 802 - 763 707 -
Stage 2 - - - - - - 760 684 - 866 798 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1444 - - 1502 - - 566 515 963 524 534 941 Mov Cap-2 Maneuver - - - - - - 566 515 - 524 534 -
Stage 1 - - - - - - 885 796 - 758 674 -
Stage 2 - - - - - - 720 652 - 817 792 -
Approach EB WB NB SB
HCM Control Delay, s 0.7 2.2 9.4 12.1

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 875 1444 - - 1502 - - 556
HCM Lane V/C Ratio 0.064 0.007 - - 0.043 - - 0.083
HCM Control Delay (s) 9.4 7.5 0 - 7.5 0 - 12.1
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.3
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 8: 65th Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 6
Intersection
Intersection Delay, s/veh 10.0
Intersection LOS B
Approach EB WB NB
Entry Lanes 1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 475 677 85
Demand Flow Rate, veh/h 475 677 85
Vehicles Circulating, veh/h 145 0 475
Vehicles Exiting, veh/h 532 560 145
Follow-Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 9.5 10.8 6.4
Approach LOS A B A
Lane Left Left Left
Designated Moves TR LT LR
Assumed Moves TR LT LR
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 475 677 85
Cap Entry Lane, veh/h 977 1130 703
Entry HV Adj Factor 1.000 1.000 1.000
Flow Entry, veh/h 475 677 85
Cap Entry, veh/h 977 1130 703
V/C Ratio 0.486 0.599 0.121
Control Delay, s/veh 9.5 10.8 6.4

LOS A B A
95th %tile Queue, veh 3 4 0
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
9: 65th Street W. & Driveway 5 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 7
Intersection
Int Delay, s/veh 1.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 15 70 0 26 119
Future Vol, veh/h 0 15 70 0 26 119
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 0 15 70 0 26 119
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 241 70 0 0 70 0
Stage 1 70 -----
Stage 2 171 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 752 998 - - 1544 -
Stage 1 958 -----
Stage 2 864 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 739 998 - - 1544 -
Mov Cap-2 Maneuver 739 -----
Stage 1 958 -----
Stage 2 849 -----
Approach WB NB SB
HCM Control Delay, s 8.7 0 1.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 998 1544 -
HCM Lane V/C Ratio - - 0.015 0.017 -
HCM Control Delay (s) - - 8.7 7.4 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0.1 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 10: 65th Street W. & Street A 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 8
Intersection
Intersection Delay, s/veh 4.1
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 64 48 72 120
Demand Flow Rate, veh/h 64 48 72 120
Vehicles Circulating, veh/h 68 79 90 57
Vehicles Exiting, veh/h 109 83 42 70
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.9 3.8 4.1 4.4
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 64 48 72 120
Cap Entry Lane, veh/h 1056 1044 1033 1067
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 64 48 72 120
Cap Entry, veh/h 1056 1044 1033 1067
V/C Ratio 0.061 0.046 0.070 0.112
Control Delay, s/veh 3.9 3.8 4.1 4.4

LOS A A A A
95th %tile Queue, veh 0000
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
11: 65th Street W. & Driveway 6 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 9
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 15 0 73 26 0 43
Future Vol, veh/h 15 0 73 26 0 43
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 15 0 73 26 0 43
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 129 86 0 0 99 0
Stage 1 86 -----
Stage 2 43 -----
Critical Hdwy 6.4 6.2 - - 4.1 -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.4 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 870 978 - - 1507 -
Stage 1 942 -----
Stage 2 985 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 870 978 - - 1507 -
Mov Cap-2 Maneuver 870 -----
Stage 1 942 -----
Stage 2 985 -----
Approach WB NB SB
HCM Control Delay, s 9.2 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 870 1507 -
HCM Lane V/C Ratio - - 0.017 - -
HCM Control Delay (s) - - 9.2 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 2010 Roundabout Avanti North Residential TIA (JN14033) 12: 65th Street W. & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 10
Intersection
Intersection Delay, s/veh 5.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 125 361 129 58
Demand Flow Rate, veh/h 125 361 129 58
Vehicles Circulating, veh/h 193 29 148 292
Vehicles Exiting, veh/h 157 248 170 98
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.1 6.5 4.9 4.9
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 125 361 129 58
Cap Entry Lane, veh/h 932 1098 974 844
Entry HV Adj Factor 1.000 1.000 1.000 1.000
Flow Entry, veh/h 125 361 129 58
Cap Entry, veh/h 932 1098 974 844
V/C Ratio 0.134 0.329 0.132 0.069
Control Delay, s/veh 5.1 6.5 4.9 4.9

LOS A A A A
95th %tile Queue, veh 0100
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
13: 62nd Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 11
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 575 2 77 709 98 2 3 50 51 1 3
Future Vol, veh/h 5 575 2 77 709 98 2 3 50 51 1 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 150 - 0 150 - 120 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 5 575 2 77 709 98 2 3 50 51 1 3
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 807 0 0 577 0 0 1094 1546 575 1476 1450 355 Stage 1 - - - - - - 585 585 - 863 863 -
Stage 2 - - - - - - 509 961 - 613 587 -
Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 827 - - 1006 - - 182 116 521 97 132 647 Stage 1 - - - - - - 501 501 - 320 374 -
Stage 2 - - - - - - 520 337 - 483 500 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 827 - - 1006 - - 169 106 521 80 121 647 Mov Cap-2 Maneuver - - - - - - 169 106 - 80 121 -
Stage 1 - - - - - - 498 498 - 318 345 -
Stage 2 - - - - - - 477 311 - 431 497 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.8 14.6 102.6

HCM LOS B F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 125 521 827 - - 1006 - - 81 647
HCM Lane V/C Ratio 0.04 0.096 0.006 - - 0.077 - - 0.642 0.005 HCM Control Delay (s) 35 12.6 9.4 - - 8.9 - - 107.9 10.6 HCM Lane LOS E B A - - A - - F B
HCM 95th %tile Q(veh) 0.1 0.3 0 - - 0.2 - - 3 0
HCM 2010 TWSC Avanti North Residential TIA (JN14033)
14: Driveway 7 & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 12
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 141 0 57 221 36 0 0 44 21 0 0
Future Vol, veh/h 0 141 0 57 221 36 0 0 44 21 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 141 0 57 221 36 0 0 44 21 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 257 0 0 141 0 0 494 512 141 516 494 239 Stage 1 - - - - - - 141 141 - 353 353 -
Stage 2 - - - - - - 353 371 - 163 141 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1320 - - 1455 - - 489 468 912 473 479 805 Stage 1 - - - - - - 867 784 - 668 634 -
Stage 2 - - - - - - 668 623 - 844 784 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1320 - - 1455 - - 472 446 912 434 457 805 Mov Cap-2 Maneuver - - - - - - 537 501 - 518 504 -
Stage 1 - - - - - - 867 784 - 668 605 -
Stage 2 - - - - - - 637 594 - 803 784 -
Approach EB WB NB SB
HCM Control Delay, s 0 1.4 9.1 12.2

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 912 1320 - - 1455 - - 518
HCM Lane V/C Ratio 0.048 - - - 0.039 - - 0.041
HCM Control Delay (s) 9.1 0 - - 7.6 0 - 12.2
HCM Lane LOS A A - - A A - B
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.1
2020 WP PM Wed Aug 10, 2022 10:41:15 Page 2-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #15 60th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.952
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 154 Level Of Service: E
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 151 754 412 86 773 51 35 329 174 481 437 130
Growth 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 Initial Bse: 151 754 412 86 773 51 35 329 174 481 437 130 Added Vol: 26 3 3 0 5 21 12 119 16 5 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 177 757 415 86 778 72 47 448 190 486 639 130 User 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 PHF 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 PHF Volume: 177 757 415 86 778 72 47 448 190 486 639 130 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 177 757 415 86 778 72 47 448 190 486 639 130 PCE 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 MLF 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 FinalVolume: 177 757 415 86 778 72 47 448 190 486 639 130 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.29 0.71 1.00 1.83 0.17 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 2067 1133 1600 2929 271 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.37 0.37 0.05 0.27 0.27 0.01 0.28 0.12 0.15 0.40 0.08 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
16: 60th Street W. & Avenue K-4 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 13
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 1 36 40 1 35 47 1290 64 46 1374 32 Future Vol, veh/h 24 1 36 40 1 35 47 1290 64 46 1374 32 Conflicting Peds, #/hr 0 00000001000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 170 - 0 175 - 0
Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 24 1 36 40 1 35 47 1290 64 46 1374 32
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2900 2915 687 2165 2883 1291 1406 0 0 1355 0 0 Stage 1 1466 1466 - 1385 1385 -------
Stage 2 1434 1449 - 780 1498 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver ~ 9 16 394 ~ 31 16 201 492 - - 514 - - Stage 1 137 194 - 179 213 -------
Stage 2 168 198 - 359 187 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 6 13 394 ~ 24 13 201 492 - - 514 - - Mov Cap-2 Maneuver 47 75 - 100 74 -------
Stage 1 124 177 - 162 192 -------
Stage 2 125 179 - 295 170 -------
Approach EB WB NB SB
HCM Control Delay, s 67.6 66.7 0.4 0.4

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 492 - - 48 394 129 514 - -
HCM Lane V/C Ratio 0.096 - - 0.521 0.091 0.589 0.089 - - HCM Control Delay (s) 13.1 - - 143.1 15.1 66.7 12.7 - - HCM Lane LOS B - - F C F B - -
HCM 95th %tile Q(veh) 0.3 - - 1.9 0.3 3 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC Avanti North Residential TIA (JN14033)
17: 60th Street W. & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 14
Intersection
Int Delay, s/veh 252.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 174 0 286 38 0 36 438 1191 59 61 1166 224 Future Vol, veh/h 174 0 286 38 0 36 438 1191 59 61 1166 224 Conflicting Peds, #/hr 0 01000000001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 0 - 0 - - 0 220 - - 235 - 350
Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 0 00000000000
Mvmt Flow 174 0 286 38 0 36 438 1191 59 61 1166 224
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 3404 3415 585 2803 3610 1221 1391 0 0 1250 0 0 Stage 1 1289 1289 - 2097 2097 -------
Stage 2 2115 2126 - 706 1513 -------
Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver ~ 4 7 459 ~ 10 5 221 498 - - 564 - - Stage 1 176 236 - 69 94 -------
Stage 2 ~ 67 91 - 397 184 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 1 1 458 ~ 1 1 221 498 - - 564 - -
Mov Cap-2 Maneuver ~ 17 ~ -44 - ~ 8 10 -------
Stage 1 ~ 21 210 - ~ 8 11 -------
Stage 2 ~ 7 11 - 133 164 -------
Approach EB WB NB SB
HCM Control Delay, s$ 1753.9 $ 1343.2 11.7 0.5

HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 498 - - 17 - 458 8 221 564 - -
HCM Lane V/C Ratio 0.88 - - 10.235 - 0.624 4.75 0.163 0.108 - - HCM Control Delay (s) 45.1 - -$ 4595.4 0 25.1$ 2592.5 24.4 12.2 - - HCM Lane LOS E - - F A D F C B - -
HCM 95th %tile Q(veh) 9.6 - - 22.5 - 4.2 6.1 0.6 0.4 - - Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 3-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #18 60th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.765
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 0 1 0 2 0 1 0 1 2 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 116 811 228 513 854 165 161 526 120 316 747 662 Growth 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 Initial Bse: 116 811 228 513 854 165 161 526 120 316 747 662 Added Vol: 0 16 0 131 9 0 0 0 0 0 0 223
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 116 827 228 644 863 165 161 526 120 316 747 885 User 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 PHF 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 PHF Volume: 116 827 228 644 863 165 161 526 120 316 747 885 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 116 827 228 644 863 165 161 526 120 316 747 885 PCE 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 MLF 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 FinalVolume: 116 827 228 644 863 165 161 526 120 316 747 885 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.78 0.22 1.00 0.84 0.16 2.00 1.00 1.00 2.00 1.00 1.00 Final Sat.: 1600 1254 346 1600 1343 257 3200 1600 1600 3200 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.66 0.66 0.40 0.64 0.64 0.05 0.33 0.08 0.10 0.47 0.55 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE HCM 2010 TWSC Avanti North Residential TIA (JN14033)
19: 55th Street W. & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 5.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1399 16 135 1920 10 85
Future Vol, veh/h 1399 16 135 1920 10 85
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 0 - - 0 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 0 00000
Mvmt Flow 1399 16 135 1920 10 85
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1415 0 3589 1399
Stage 1 - - - - 1399 -
Stage 2 - - - - 2190 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 488 - ~ 6 174
Stage 1 - - - - 231 -
Stage 2 - - - - 93 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 488 - ~ 6 174
Mov Cap-2 Maneuver - - - - ~ 6 -
Stage 1 - - - - 231 -
Stage 2 - - - - 93 -
Approach EB WB NB
HCM Control Delay, s 0 1 191.2

HCM LOS F
Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 6 174 - - 488 -
HCM Lane V/C Ratio 1.667 0.489 - - 0.277 -
HCM Control Delay (s) $ 1442.4 44 - - 15.2 0
HCM Lane LOS F E - - C A
HCM 95th %tile Q(veh) 2.2 2.4 - - 1.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC Avanti North Residential TIA (JN14033)
20: 50th Street W. & W. Avenue K 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 793.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 67 874 51 115 1181 58 92 203 78 46 281 105 Future Vol, veh/h 67 874 51 115 1181 58 92 203 78 46 281 105 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 000000000000
Mvmt Flow 67 874 51 115 1181 58 92 203 78 46 281 105
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 772.7 1193.6 125.5 161.4

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 25% 7% 8% 11%
Vol Thru, % 54% 88% 87% 65%
Vol Right, % 21% 5% 4% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 373 992 1354 432
LT Vol 92 67 115 46
Through Vol 203 874 1181 281
RT Vol 78 51 58 105
Lane Flow Rate 373 992 1354 432
Geometry Grp 1111
Degree of Util (X) 0.986 2.612 3.569 1.125
Departure Headway (Hd) 23.481 17.296 14.613 21.702
Convergence, Y/N Yes Yes Yes Yes
Cap 160 218 271 173
Service Time 21.481 15.296 12.613 19.702
HCM Lane V/C Ratio 2.331 4.55 4.996 2.497
HCM Control Delay 125.5 772.7 1193.6 161.4
HCM Lane LOS FFFF
HCM 95th-tile Q 7.4 46.3 83.1 9.8
2020 WP PM Wed Aug 10, 2022 10:41:15 Page 4-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #21 50th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.359
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 98 210 134 74 225 116 89 1249 83 192 1709 136 Growth 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 Initial Bse: 98 210 134 74 225 116 89 1249 83 192 1709 136 Added Vol: 10 0 0 0 0 0 0 125 6 0 213 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 108 210 134 74 225 116 89 1374 89 192 1922 136 User 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 PHF 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 PHF Volume: 108 210 134 74 225 116 89 1374 89 192 1922 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 108 210 134 74 225 116 89 1374 89 192 1922 136 PCE 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 MLF 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 FinalVolume: 108 210 134 74 225 116 89 1374 89 192 1922 136 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.66 0.34 1.00 1.00 1.00 1.00 1.87 0.13 Final Sat.: 1600 1600 1600 1600 1056 544 1600 1600 1600 1600 2989 211 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.13 0.08 0.05 0.21 0.21 0.06 0.86 0.06 0.12 0.64 0.64 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 5-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #22 45th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.036
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 20 66 22 37 71 53 43 836 17 44 1152 38
Growth 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 Initial Bse: 20 66 22 37 71 53 43 836 17 44 1152 38
Added Vol: 0 0 0 0 0 10 6 101 0 0 171 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 66 22 37 71 63 49 937 17 44 1323 38
User 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 PHF 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 PHF Volume: 20 66 22 37 71 63 49 937 17 44 1323 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 66 22 37 71 63 49 937 17 44 1323 38
PCE 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 MLF 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 FinalVolume: 20 66 22 37 71 63 49 937 17 44 1323 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.75 0.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 1600 1200 400 1600 1600 1600 1600 1600 1600 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.06 0.06 0.02 0.04 0.04 0.03 0.59 0.01 0.03 0.83 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 6-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #23 45th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.714
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 0 1 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 20 40 75 98 43 32 33 1469 19 115 2037 126
Growth 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 Initial Bse: 20 40 75 98 43 32 33 1469 19 115 2037 126
Added Vol: 0 0 0 0 0 0 0 125 0 0 213 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 40 75 98 43 32 33 1594 19 115 2250 126
User 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 PHF 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 PHF Volume: 20 40 75 98 43 32 33 1594 19 115 2250 126
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 40 75 98 43 32 33 1594 19 115 2250 126
PCE 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 MLF 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 FinalVolume: 20 40 75 98 43 32 33 1594 19 115 2250 126
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.57 0.43 1.00 1.00 1.00 1.00 0.95 0.05 Final Sat.: 1600 1600 1600 1600 917 683 1600 1600 1600 1600 1515 85 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.03 0.05 0.06 0.05 0.05 0.02 1.00 0.01 0.07 1.48 1.49 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 7-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #24 40th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.162
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 0 1 0 1 0 1 1 0 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 73 194 62 41 237 68 49 838 61 68 1095 56
Growth 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 Initial Bse: 73 194 62 41 237 68 49 838 61 68 1095 56
Added Vol: 10 0 0 0 0 10 6 88 6 0 151 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 83 194 62 41 237 78 55 926 67 68 1246 56
User 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 PHF 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 PHF Volume: 83 194 62 41 237 78 55 926 67 68 1246 56
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 83 194 62 41 237 78 55 926 67 68 1246 56
PCE 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 MLF 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 FinalVolume: 83 194 62 41 237 78 55 926 67 68 1246 56
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 0.75 0.25 1.00 1.87 0.13 1.00 1.00 1.00 Final Sat.: 1600 3200 1600 1600 1204 396 1600 2984 216 1600 1600 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.06 0.04 0.03 0.20 0.20 0.03 0.31 0.31 0.04 0.78 0.04 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 8-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #25 40th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.328
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 29 70 36 237 97 146 72 1428 11 111 2160 143
Growth 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 Initial Bse: 29 70 36 237 97 146 72 1428 11 111 2160 143 Added Vol: 0 0 0 0 0 0 0 119 0 0 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 29 70 36 237 97 146 72 1547 11 111 2362 143 User 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 PHF 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 PHF Volume: 29 70 36 237 97 146 72 1547 11 111 2362 143 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 29 70 36 237 97 146 72 1547 11 111 2362 143 PCE 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 MLF 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 FinalVolume: 29 70 36 237 97 146 72 1547 11 111 2362 143 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.04 0.02 0.15 0.06 0.09 0.05 0.97 0.01 0.07 0.74 0.09 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE MITIG8 - 2020 WP PM Thu Aug 11, 2022 09:28:47 Page 1-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #26 35th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.713
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 59 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 0 1 0 1 0 1 0 1 1 0 3 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 23 16 25 19 31 92 29 1658 18 66 2308 37
Growth 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 Initial Bse: 23 16 25 19 31 92 29 1658 18 66 2308 37
Added Vol: 0 0 0 0 0 0 0 119 0 0 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 23 16 25 19 31 92 29 1777 18 66 2510 37
User 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 PHF 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 PHF Volume: 23 16 25 19 31 92 29 1777 18 66 2510 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 23 16 25 19 31 92 29 1777 18 66 2510 37
PCE 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 MLF 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 FinalVolume: 23 16 25 19 31 92 29 1777 18 66 2510 37
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.39 0.61 1.00 1.00 1.00 1.00 3.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 624 976 1600 1600 1600 1600 4800 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.03 0.03 0.01 0.02 0.06 0.02 0.37 0.01 0.04 0.52 0.02 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 10-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #27 30th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.600
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 46 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 2 1 0 2 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 117 370 103 72 460 234 151 768 80 125 1001 76 Growth 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 Initial Bse: 117 370 103 72 460 234 151 768 80 125 1001 76 Added Vol: 16 0 0 0 0 26 15 55 9 0 93 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 133 370 103 72 460 260 166 823 89 125 1094 76 User 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 PHF 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 PHF Volume: 133 370 103 72 460 260 166 823 89 125 1094 76 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 133 370 103 72 460 260 166 823 89 125 1094 76 PCE 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 MLF 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 FinalVolume: 133 370 103 72 460 260 166 823 89 125 1094 76 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.71 0.29 2.00 2.81 0.19 Final Sat.: 3200 3200 1600 3200 3200 1600 3200 4332 468 3200 4488 312 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.12 0.06 0.02 0.14 0.16 0.05 0.19 0.19 0.04 0.24 0.24 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 11-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #28 30th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.152
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 160 309 142 126 334 193 167 1481 95 192 2125 174 Growth 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 Initial Bse: 160 309 142 126 334 193 167 1481 95 192 2125 174 Added Vol: 0 0 0 0 0 0 0 119 0 0 202 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 160 309 142 126 334 193 167 1600 95 192 2327 174 User 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 PHF 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 PHF Volume: 160 309 142 126 334 193 167 1600 95 192 2327 174 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 160 309 142 126 334 193 167 1600 95 192 2327 174 PCE 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 MLF 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 FinalVolume: 160 309 142 126 334 193 167 1600 95 192 2327 174 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.10 0.10 0.09 0.08 0.10 0.12 0.10 0.50 0.06 0.12 0.73 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 12-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #29 25th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.663
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 52 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 1 1 0 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 10 129 40 87 126 114 104 853 12 54 1154 89
Growth 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 Initial Bse: 10 129 40 87 126 114 104 853 12 54 1154 89 Added Vol: 0 0 0 0 0 10 6 49 0 0 83 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 10 129 40 87 126 124 110 902 12 54 1237 89 User 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 PHF 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 PHF Volume: 10 129 40 87 126 124 110 902 12 54 1237 89
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 10 129 40 87 126 124 110 902 12 54 1237 89 PCE 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 MLF 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 FinalVolume: 10 129 40 87 126 124 110 902 12 54 1237 89 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.53 0.47 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 2443 757 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.05 0.05 0.05 0.08 0.08 0.07 0.28 0.01 0.03 0.39 0.06 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 13-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #30 25th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.035
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 1 0 0 1 1 0 1 0 1 1 0 2 0 1 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 4 2 3 58 3 132 70 1646 6 16 2385 90
Growth 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 Initial Bse: 4 2 3 58 3 132 70 1646 6 16 2385 90
Added Vol: 0 0 0 0 0 0 0 113 0 0 192 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 4 2 3 58 3 132 70 1759 6 16 2577 90
User 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 PHF 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 PHF Volume: 4 2 3 58 3 132 70 1759 6 16 2577 90
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 4 2 3 58 3 132 70 1759 6 16 2577 90
PCE 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 MLF 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 FinalVolume: 4 2 3 58 3 132 70 1759 6 16 2577 90
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.67 0.33 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1067 533 1600 1600 1600 1600 1600 3200 1600 1600 3200 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.08 0.04 0.55 0.00 0.01 0.81 0.06 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 14-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #31 20th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.661
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 52 Level Of Service: B
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 2 0 1 1 0 2 0 2 0 1 1 0 3 0 1 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 104 288 100 210 363 151 159 884 73 175 1109 131 Growth 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 Initial Bse: 104 288 100 210 363 151 159 884 73 175 1109 131 Added Vol: 10 0 0 0 0 10 6 37 6 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 114 288 100 210 363 161 165 921 79 175 1171 131 User 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 PHF 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 PHF Volume: 114 288 100 210 363 161 165 921 79 175 1171 131 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 114 288 100 210 363 161 165 921 79 175 1171 131 PCE 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 MLF 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 FinalVolume: 114 288 100 210 363 161 165 921 79 175 1171 131 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 1.48 0.52 2.00 2.00 1.00 1.00 3.00 1.00 1.00 2.70 0.30 Final Sat.: 3200 2375 825 3200 3200 1600 1600 4800 1600 1600 4317 483 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.12 0.12 0.07 0.11 0.10 0.10 0.19 0.05 0.11 0.27 0.27 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 15-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #32 20th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.866
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 97 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 1 0 2 0 1 1 0 1 0 1 1 0 2 0 1 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 75 169 52 90 179 205 139 1532 56 79 2228 125
Growth 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 Initial Bse: 75 169 52 90 179 205 139 1532 56 79 2228 125 Added Vol: 0 0 0 0 0 0 0 113 0 0 192 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 75 169 52 90 179 205 139 1645 56 79 2420 125 User 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 PHF 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 PHF Volume: 75 169 52 90 179 205 139 1645 56 79 2420 125 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 75 169 52 90 179 205 139 1645 56 79 2420 125 PCE 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 MLF 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 FinalVolume: 75 169 52 90 179 205 139 1645 56 79 2420 125 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 3.00 1.00 Final Sat.: 1600 3200 1600 1600 1600 1600 1600 3200 1600 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.05 0.03 0.06 0.11 0.13 0.09 0.51 0.04 0.05 0.50 0.08 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 16-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #33 17th / Ave K
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.727
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 61 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 1 0 1 0 2 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 33 54 146 257 59 49 55 1142 62 134 1382 192
Growth 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 Initial Bse: 33 54 146 257 59 49 55 1142 62 134 1382 192 Added Vol: 0 0 0 0 0 0 0 37 0 0 62 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 54 146 257 59 49 55 1179 62 134 1444 192 User 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 PHF 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 PHF Volume: 33 54 146 257 59 49 55 1179 62 134 1444 192 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 33 54 146 257 59 49 55 1179 62 134 1444 192 PCE 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 MLF 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 FinalVolume: 33 54 146 257 59 49 55 1179 62 134 1444 192 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.85 0.15 1.00 2.65 0.35 Final Sat.: 1600 1600 1600 1600 1600 1600 1600 4560 240 1600 4237 563 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.03 0.09 0.16 0.04 0.03 0.03 0.26 0.26 0.08 0.34 0.34 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2020 WP PM Wed Aug 10, 2022 10:41:15 Page 17-1
-------------------------------------------------------------------------------- Avanti North Residential (TTM No. 73507) TIA (JN 14033) Opening Year Cumulative (2020) With Project Conditions
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #34 15th / Ave L
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.862
Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 96 Level Of Service: D
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Lanes: 0 0 1! 0 0 1 0 1 0 1 1 0 2 1 0 1 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 2 1 8 264 3 103 95 1577 2 14 2355 322
Growth 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 Initial Bse: 2 1 8 264 3 103 95 1577 2 14 2355 322
Added Vol: 0 0 0 0 0 0 0 113 0 0 192 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 2 1 8 264 3 103 95 1690 2 14 2547 322
User 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 PHF 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 PHF Volume: 2 1 8 264 3 103 95 1690 2 14 2547 322
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 2 1 8 264 3 103 95 1690 2 14 2547 322
PCE 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 MLF 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 FinalVolume: 2 1 8 264 3 103 95 1690 2 14 2547 322
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.18 0.09 0.73 1.00 1.00 1.00 1.00 2.99 0.01 1.00 3.00 1.00 Final Sat.: 291 145 1164 1600 1600 1600 1600 4794 6 1600 4800 1600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.01 0.01 0.17 0.00 0.06 0.06 0.35 0.35 0.01 0.53 0.20 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE Timings Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Configurations
Traffic Volume (vph) 1209 345 1288 190 0
Future Volume (vph) 1209 345 1288 190 0
Turn Type NA Free NA Perm NA
Protected Phases 4 8 6
Permitted Phases Free 6
Detector Phase 4 8 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 33.0 33.0 36.0 36.0
Total Split (s) 74.0 74.0 46.0 46.0
Total Split (%) 61.7% 61.7% 38.3% 38.3%
Yellow Time (s) 3.9 3.9 3.6 3.6
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.6 5.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None Min Min
Act Effct Green (s) 56.1 108.4 56.1 40.7 40.7
Actuated g/C Ratio 0.52 1.00 0.52 0.38 0.38
v/c Ratio 0.54 0.26 0.80 0.32 0.94
Control Delay 18.1 0.5 22.5 28.4 58.5
Queue Delay 0.3 0.0 0.0 0.0 0.0
Total Delay 18.3 0.5 22.5 28.4 58.5

LOS B A C C E
Approach Delay 14.4 22.5 50.7
Approach LOS B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 108.4
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 24.0 Intersection LOS: C
Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1209 345 0 1288 470 0 0 0 190 0 468 Future Volume (veh/h) 0 1209 345 0 1288 470 0 0 0 190 0 468 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 1209 0 0 1288 0 190 0 408
Adj No. of Lanes 031030 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 2006 625 0 2006 0 544 0 485
Arrive On Green 0.00 0.46 0.00 0.00 0.46 0.00 0.36 0.00 0.36 Sat Flow, veh/h 0 4512 1360 0 4656 0 1524 0 1360
Grp Volume(v), veh/h 0 1209 0 0 1288 0 190 0 408
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 0 1524 0 1360 Q Serve(g_s), s 0.0 12.9 0.0 0.0 14.1 0.0 5.7 0.0 17.2
Cycle Q Clear(g_c), s 0.0 12.9 0.0 0.0 14.1 0.0 5.7 0.0 17.2 Prop In Lane 0.00 1.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2006 625 0 2006 0 544 0 485
V/C Ratio(X) 0.00 0.60 0.00 0.00 0.64 0.00 0.35 0.00 0.84 Avail Cap(c_a), veh/h 0 4754 1480 0 4754 0 984 0 878
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.6 0.0 0.0 13.0 0.0 14.8 0.0 18.5 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.3 0.0 0.4 0.0 4.0 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 0.0 5.2 0.0 0.0 5.7 0.0 2.4 0.0 7.0 LnGrp Delay(d),s/veh 0.0 12.9 0.0 0.0 13.3 0.0 15.2 0.0 22.5 LnGrp LOS B B B C
Approach Vol, veh/h 1209 1288 598
Approach Delay, s/veh 12.9 13.3 20.2
Approach LOS B B C
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 34.6 27.9 34.6
Change Period (Y+Rc), s 5.9 5.6 5.9
Max Green Setting (Gmax), s 68.1 40.4 68.1
Max Q Clear Time (g_c+I1), s 14.9 19.2 16.1
Green Ext Time (p_c), s 11.5 3.1 12.6
Intersection Summary
HCM 2010 Ctrl Delay 14.5
HCM 2010 LOS B
Notes
Timings Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBL SBT
Lane Configurations
Traffic Volume (vph) 795 1168 2715 681 262 0
Future Volume (vph) 795 1168 2715 681 262 0
Turn Type NA Free NA Free Prot NA
Protected Phases 4 8 1 6
Permitted Phases Free Free
Detector Phase 4 8 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 6.0 6.0
Minimum Split (s) 28.5 32.5 18.5 28.5
Total Split (s) 79.0 79.0 41.0 41.0
Total Split (%) 65.8% 65.8% 34.2% 34.2%
Yellow Time (s) 4.7 4.7 3.6 3.6
All-Red Time (s) 2.5 2.5 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min
Act Effct Green (s) 71.8 120.0 71.8 120.0 36.4 36.4
Actuated g/C Ratio 0.60 1.00 0.60 1.00 0.30 0.30
v/c Ratio 0.30 0.88 1.04 0.50 0.51 0.48
Control Delay 12.2 9.1 53.4 1.3 39.5 31.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.2 9.1 53.4 1.3 39.5 31.8

LOS B A D A D C
Approach Delay 10.4 42.9 35.8
Approach LOS B D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 31.4 Intersection LOS: C
Intersection Capacity Utilization 88.8% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 795 1168 0 2715 681 0 0 0 262 0 167 Future Volume (veh/h) 0 795 1168 0 2715 681 0 0 0 262 0 167 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 0 795 0 0 2715 0 180 114 99
Adj No. of Lanes 031031 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 3073 957 0 3073 957 267 139 121
Arrive On Green 0.00 0.70 0.00 0.00 0.70 0.00 0.18 0.18 0.18 Sat Flow, veh/h 0 4512 1360 0 4512 1360 1524 791 687
Grp Volume(v), veh/h 0 795 0 0 2715 0 180 0 213
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1456 1360 1524 0 1479 Q Serve(g_s), s 0.0 6.4 0.0 0.0 47.5 0.0 10.8 0.0 13.5
Cycle Q Clear(g_c), s 0.0 6.4 0.0 0.0 47.5 0.0 10.8 0.0 13.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 0.46
Lane Grp Cap(c), veh/h 0 3073 957 0 3073 957 267 0 259
V/C Ratio(X) 0.00 0.26 0.00 0.00 0.88 0.00 0.67 0.00 0.82 Avail Cap(c_a), veh/h 0 3215 1001 0 3215 1001 569 0 552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.2 0.0 0.0 11.3 0.0 37.6 0.0 38.7 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 3.2 0.0 2.9 0.0 6.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 0.0 0.0 19.5 0.0 4.8 0.0 6.0 LnGrp Delay(d),s/veh 0.0 5.3 0.0 0.0 14.5 0.0 40.5 0.0 45.1 LnGrp LOS A B D D
Approach Vol, veh/h 795 2715 393
Approach Delay, s/veh 5.3 14.5 43.0
Approach LOS A B D
Timer 12345678
Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 75.8 21.7 75.8
Change Period (Y+Rc), s 7.2 4.6 7.2
Max Green Setting (Gmax), s 71.8 36.4 71.8
Max Q Clear Time (g_c+I1), s 8.4 15.5 49.5
Green Ext Time (p_c), s 5.6 1.6 19.1
Intersection Summary
HCM 2010 Ctrl Delay 15.5
HCM 2010 LOS B
Notes
Timings Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 129 966 1162 245 346 289 457 374 14 443 Future Volume (vph) 129 966 1162 245 346 289 457 374 14 443 Turn Type Prot NA NA pm+ov Split NA Perm Split NA pm+ov Protected Phases 748622 667
Permitted Phases 8 2 6
Detector Phase 7486222667
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 8.0 5.0 5.0 5.0 8.0 8.0 10.0 Minimum Split (s) 14.9 33.9 26.9 34.9 9.9 9.9 9.9 34.9 34.9 14.9 Total Split (s) 16.2 48.4 32.2 34.9 36.7 36.7 36.7 34.9 34.9 16.2 Total Split (%) 13.5% 40.3% 26.8% 29.1% 30.6% 30.6% 30.6% 29.1% 29.1% 13.5% Yellow Time (s) 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lead/Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min Min Min Min None Act Effct Green (s) 11.3 43.6 27.4 48.0 31.9 31.9 31.9 20.6 20.6 32.0 Actuated g/C Ratio 0.10 0.39 0.25 0.43 0.29 0.29 0.29 0.19 0.19 0.29 v/c Ratio 0.48 0.76 1.08 0.34 0.79 0.63 0.98 0.72 0.72 0.96 Control Delay 54.9 31.6 91.3 3.4 52.3 42.8 68.9 57.8 57.4 52.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.9 31.6 91.3 3.4 52.3 42.8 68.9 57.8 57.4 52.7

LOS D C F A D D E E E D
Approach Delay 33.7 76.0 56.8 55.0
Approach LOS C E E D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 110.9
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.08
Intersection Signal Delay: 55.4 Intersection LOS: E
Intersection Capacity Utilization 97.9% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 37: SR-14 NB Ramps/15th Street W. & W. Avenue K HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 129 966 303 0 1162 245 346 289 457 374 14 443 Future Volume (veh/h) 129 966 303 0 1162 245 346 289 457 374 14 443 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1440 1600 1600 0 1600 1600 1600 1600 1600 1600 1600 1600 Adj Flow Rate, veh/h 129 966 288 0 1162 197 346 289 268 384 0 366 Adj No. of Lanes 230031111201
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000000
Cap, veh/h 246 1296 386 0 1102 634 390 410 348 664 0 413 Arrive On Green 0.09 0.39 0.39 0.00 0.25 0.25 0.26 0.26 0.26 0.22 0.00 0.22 Sat Flow, veh/h 2661 3322 988 0 4512 1338 1524 1600 1360 3048 0 1320 Grp Volume(v), veh/h 129 847 407 0 1162 197 346 289 268 384 0 366 Grp Sat Flow(s),veh/h/ln 1330 1456 1398 0 1456 1338 1524 1600 1360 1524 0 1320 Q Serve(g_s), s 5.0 27.0 27.1 0.0 27.3 9.9 23.6 17.7 19.7 12.2 0.0 18.2 Cycle Q Clear(g_c), s 5.0 27.0 27.1 0.0 27.3 9.9 23.6 17.7 19.7 12.2 0.0 18.2 Prop In Lane 1.00 0.71 0.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 1136 545 0 1102 634 390 410 348 664 0 413 V/C Ratio(X) 0.52 0.75 0.75 0.00 1.05 0.31 0.89 0.71 0.77 0.58 0.00 0.89 Avail Cap(c_a), veh/h 278 1171 562 0 1102 634 448 470 400 845 0 492 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.8 28.4 28.4 0.0 40.4 17.8 38.7 36.5 37.3 37.9 0.0 35.4 Incr Delay (d2), s/veh 1.7 2.6 5.3 0.0 42.5 0.3 17.3 4.0 7.8 0.8 0.0 15.5 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/ln 1.9 11.2 11.2 0.0 15.3 5.2 11.8 8.3 8.2 5.2 0.0 17.6 LnGrp Delay(d),s/veh 48.5 30.9 33.7 0.0 83.0 18.1 56.0 40.6 45.0 38.7 0.0 50.8 LnGrp LOS D C C F B E D D D D
Approach Vol, veh/h 1383 1359 903 750
Approach Delay, s/veh 33.4 73.6 47.8 44.6
Approach LOS C E D D
Timer 12345678
Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 32.6 47.1 28.5 14.9 32.2
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 31.8 43.5 30.0 11.3 27.3
Max Q Clear Time (g_c+I1), s 25.6 29.1 20.2 7.0 29.3
Green Ext Time (p_c), s 2.1 7.2 2.1 0.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 50.7
HCM 2010 LOS D
Notes
Timings Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 4
Lane Group EBT EBR WBT WBR NBL NBR
Lane Configurations
Traffic Volume (vph) 968 89 1826 379 1571 760
Future Volume (vph) 968 89 1826 379 1571 760
Turn Type NA Free NA Free Prot Free
Protected Phases 4 8 5
Permitted Phases Free Free Free
Detector Phase 4 8 5
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0
Minimum Split (s) 30.5 28.5 14.0
Total Split (s) 50.0 50.0 70.0
Total Split (%) 41.7% 41.7% 58.3%
Yellow Time (s) 4.7 4.7 3.6
All-Red Time (s) 2.5 2.5 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 7.2 7.2 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None
Act Effct Green (s) 42.8 120.0 42.8 120.0 65.4 120.0
Actuated g/C Ratio 0.36 1.00 0.36 1.00 0.54 1.00
v/c Ratio 0.62 0.07 0.93 0.28 1.90 0.56
Control Delay 34.0 0.1 46.8 0.5 430.9 1.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.0 0.1 46.8 0.5 430.9 1.7

LOS C A D A F A
Approach Delay 31.2 38.9
Approach LOS C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.90
Intersection Signal Delay: 142.5 Intersection LOS: F
Intersection Capacity Utilization 146.0% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 38: SR-14 NB Ramps & W. Avenue L
HCM 2010 Signalized Intersection Summary Avanti North Residential TIA (JN14033) 38: SR-14 NB Ramps & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 968 89 0 1826 379 1571 0 760 0 0 0 Future Volume (veh/h) 0 968 89 0 1826 379 1571 0 760 0 0 0 Number 7 4 14 3 8 18 5 2 12
Initial Q (Qb), veh 000000000
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 Adj Sat Flow, veh/h/ln 0 1600 1600 0 1600 1600 1600 0 1600 Adj Flow Rate, veh/h 0 968 0 0 1826 0 1571 0 0
Adj No. of Lanes 031041101
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 000000000
Cap, veh/h 0 1549 482 0 1952 482 833 0 744
Arrive On Green 0.00 0.35 0.00 0.00 0.35 0.00 0.55 0.00 0.00 Sat Flow, veh/h 0 4512 1360 0 5728 1360 1524 0 1360
Grp Volume(v), veh/h 0 968 0 0 1826 0 1571 0 0
Grp Sat Flow(s),veh/h/ln 0 1456 1360 0 1376 1360 1524 0 1360 Q Serve(g_s), s 0.0 22.0 0.0 0.0 38.3 0.0 65.4 0.0 0.0
Cycle Q Clear(g_c), s 0.0 22.0 0.0 0.0 38.3 0.0 65.4 0.0 0.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1549 482 0 1952 482 833 0 744
V/C Ratio(X) 0.00 0.62 0.00 0.00 0.94 0.00 1.89 0.00 0.00 Avail Cap(c_a), veh/h 0 1563 487 0 1969 487 833 0 744
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 32.0 0.0 0.0 37.3 0.0 27.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 9.0 0.0 403.1 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 %ile BackOfQ(50%),veh/ln 0.0 8.9 0.0 0.0 15.8 0.0 120.6 0.0 0.0 LnGrp Delay(d),s/veh 0.0 32.8 0.0 0.0 46.3 0.0 430.2 0.0 0.0 LnGrp LOS C D F
Approach Vol, veh/h 968 1826 1571
Approach Delay, s/veh 32.8 46.3 430.2
Approach LOS C D F
Timer 12345678
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 70.0 49.6 49.6
Change Period (Y+Rc), s 4.6 7.2 7.2
Max Green Setting (Gmax), s 65.4 42.8 42.8
Max Q Clear Time (g_c+I1), s 67.4 24.0 40.3
Green Ext Time (p_c), s 0.0 5.8 2.1
Intersection Summary
HCM 2010 Ctrl Delay 181.5
HCM 2010 LOS F
HCM 2010 AWSC Avanti North Residential TIA (JN14033)
39: Driveway 8 & Avenue K-8 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 16
Intersection
Intersection Delay, s/veh12.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 223 0 133 338 16 0 0 102 9 0 0
Future Vol, veh/h 0 223 0 133 338 16 0 0 102 9 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 0 00000000000
Mvmt Flow 0 223 0 133 338 16 0 0 102 9 0 0
Number of Lanes 0 10010010010
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.7 14.1 8.7 9

HCM LOS A B A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 27% 100%
Vol Thru, % 0% 100% 69% 0%
Vol Right, % 100% 0% 3% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 102 223 487 9
LT Vol 0 0 133 9
Through Vol 0 223 338 0
RT Vol 102 0 16 0
Lane Flow Rate 102 223 487 9
Geometry Grp 1111
Degree of Util (X) 0.138 0.291 0.603 0.015
Departure Headway (Hd) 4.881 4.694 4.456 5.849
Convergence, Y/N Yes Yes Yes Yes
Cap 730 763 808 608
Service Time 2.943 2.742 2.496 3.926
HCM Lane V/C Ratio 0.14 0.292 0.603 0.015
HCM Control Delay 8.7 9.7 14.1 9
HCM Lane LOS AABA
HCM 95th-tile Q 0.5 1.2 4.1 0
14033-04 Letter

ATTACHMENT G
OPENING YEAR CUMULATIVE (2020) WITH PROJECT CONDITIONS OFF-RAMP

QUEUING ANALYSIS WORKSHEETS
Queues Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Group Flow (vph) 1057 296 1005 140 226
v/c Ratio 0.55 0.22 0.53 0.35 0.47
Control Delay 10.7 0.4 9.3 16.0 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.7 0.4 9.3 16.0 8.4
Queue Length 50th (ft) 55 0 44 27 10
Queue Length 95th (ft) 149 0 126 78 61
Internal Link Dist (ft) 333 1250 590
Turn Bay Length (ft)
Base Capacity (vph) 4296 1330 4057 1361 1237
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.25 0.22 0.25 0.10 0.18
Intersection Summary
Queues Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 8 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 157 1057 715 198 188 484 351 118 119 204 v/c Ratio 0.43 0.56 0.69 0.27 0.59 1.44 0.76 0.48 0.48 0.43 Control Delay 39.1 17.6 33.5 2.7 41.4 240.6 25.8 37.7 37.8 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.1 17.6 33.5 2.7 41.4 240.6 25.8 37.7 37.8 9.2 Queue Length 50th (ft) 37 121 115 0 84 ~327 57 57 57 22 Queue Length 95th (ft) 82 226 210 31 #229 #692 #254 116 117 50 Internal Link Dist (ft) 1250 862 820 931
Turn Bay Length (ft) 195 215 240 240 125
Base Capacity (vph) 851 2811 1245 770 320 337 460 609 611 713 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.18 0.38 0.57 0.26 0.59 1.44 0.76 0.19 0.19 0.29 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Group Flow (vph) 956 1325 1574 177 171
v/c Ratio 0.48 0.97 0.80 0.29 0.28
Control Delay 18.8 21.8 23.2 22.2 17.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 18.8 21.8 23.2 22.2 17.5
Queue Length 50th (ft) 143 0 265 72 52
Queue Length 95th (ft) 177 #208 321 155 128
Internal Link Dist (ft) 489 780 1344
Turn Bay Length (ft) 310
Base Capacity (vph) 3093 1360 2995 609 604
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.31 0.97 0.53 0.29 0.28
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - AM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 1126 104 948 120 626 587
v/c Ratio 0.68 0.08 0.45 0.09 1.43 0.43
Control Delay 18.1 0.1 14.9 0.1 228.2 1.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.1 0.1 14.9 0.1 228.2 1.0
Queue Length 50th (ft) 124 0 74 0 ~327 0
Queue Length 95th (ft) 164 0 98 0 #565 0
Internal Link Dist (ft) 780 1168
Turn Bay Length (ft) 330
Base Capacity (vph) 4368 1332 5504 1360 438 1360
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.26 0.08 0.17 0.09 1.43 0.43
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
35: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT SBL SBT
Lane Group Flow (vph) 1209 345 1758 171 487
v/c Ratio 0.54 0.26 0.80 0.32 0.94
Control Delay 18.1 0.5 22.5 28.4 58.5
Queue Delay 0.3 0.0 0.0 0.0 0.0
Total Delay 18.3 0.5 22.5 28.4 58.5
Queue Length 50th (ft) 195 0 327 89 317
Queue Length 95th (ft) 233 0 386 170 #622
Internal Link Dist (ft) 333 1250 590
Turn Bay Length (ft)
Base Capacity (vph) 2767 1329 2678 542 520
Starvation Cap Reductn 781 0000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.61 0.26 0.66 0.32 0.94
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
37: SR-14 NB Ramps/15th Street W. & W. Avenue K 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 129 1269 1162 245 346 289 457 194 194 443 v/c Ratio 0.48 0.76 1.08 0.34 0.79 0.63 0.98 0.72 0.72 0.96 Control Delay 54.9 31.6 91.3 3.4 52.3 42.8 68.9 57.8 57.4 52.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.9 31.6 91.3 3.4 52.3 42.8 68.9 57.8 57.4 52.7 Queue Length 50th (ft) 45 266 ~339 1 227 179 262 137 137 139 Queue Length 95th (ft) 82 369 #487 41 #422 303 #529 220 220 #329 Internal Link Dist (ft) 1250 862 820 931
Turn Bay Length (ft) 195 215 240 240 125
Base Capacity (vph) 271 1679 1078 761 437 460 466 391 394 460 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.48 0.76 1.08 0.32 0.79 0.63 0.98 0.50 0.49 0.96 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
36: SR-14 SB On-Ramp/SR-14 SB Ramps & W. Avenue L 08/10/2022 Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 1
Lane Group EBT EBR WBT WBR SBL SBT
Lane Group Flow (vph) 795 1168 2715 681 225 204
v/c Ratio 0.30 0.88 1.04 0.50 0.51 0.48
Control Delay 12.2 9.1 53.4 1.3 39.5 31.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.2 9.1 53.4 1.3 39.5 31.8
Queue Length 50th (ft) 104 0 ~831 0 151 109
Queue Length 95th (ft) 129 0 #920 0 236 190
Internal Link Dist (ft) 489 780 1344
Turn Bay Length (ft) 310
Base Capacity (vph) 2613 1332 2613 1360 438 427
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.30 0.88 1.04 0.50 0.51 0.48
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Avanti North Residential TIA (JN14033)
38: SR-14 NB Ramps & W. Avenue L 08/10/2022
Opening Year Cumulative (2020) With Project Conditions - PM Peak Hour Synchro 9 Report Urban Crossroads, Inc. Page 2
Lane Group EBT EBR WBT WBR NBL NBR
Lane Group Flow (vph) 968 89 1826 379 1571 760
v/c Ratio 0.62 0.07 0.93 0.28 1.90 0.56
Control Delay 34.0 0.1 46.8 0.5 430.9 1.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.0 0.1 46.8 0.5 430.9 1.7
Queue Length 50th (ft) 225 0 393 0 ~1865 0
Queue Length 95th (ft) 273 0 #457 0 #2129 0
Internal Link Dist (ft) 780 1168
Turn Bay Length (ft) 330
Base Capacity (vph) 1557 1332 1963 1360 828 1360
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.62 0.07 0.93 0.28 1.90 0.56
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
14033-04 Letter

ATTACHMENT H
OPENING YEAR CUMULATIVE (2020) WITH PROJECT CONDITIONS BASIC

FREEWAY SEGMENT ANALYSIS WORKSHEETS

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 2526 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 686 v
Trucks and buses 6 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.971
Driver population factor, fp 1.00
Flow rate, vp 943 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 943 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 70.0 mi/h
Number of lanes, N 3
Density, D 13.5 pc/mi/ln
Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: MT
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 4208 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1143 v
Trucks and buses 4 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.980
Driver population factor, fp 1.00
Flow rate, vp 1555 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1555 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 68.5 mi/h
Number of lanes, N 3
Density, D 22.7 pc/mi/ln
Level of service, LOS C

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 3516 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 955 v
Trucks and buses 5 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.976
Driver population factor, fp 1.00
Flow rate, vp 1306 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1306 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 69.9 mi/h
Number of lanes, N 3
Density, D 18.7 pc/mi/ln
Level of service, LOS C

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: AM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 5136 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1396 v
Trucks and buses 4 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.980
Driver population factor, fp 1.00
Flow rate, vp 1898 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1898 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 64.3 mi/h
Number of lanes, N 3
Density, D 29.5 pc/mi/ln
Level of service, LOS D

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 3373 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 917 v
Trucks and buses 5 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.976
Driver population factor, fp 1.00
Flow rate, vp 1253 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1253 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 70.0 mi/h
Number of lanes, N 3
Density, D 17.9 pc/mi/ln
Level of service, LOS B

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Southbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 4950 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1345 v
Trucks and buses 3 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.985
Driver population factor, fp 1.00
Flow rate, vp 1820 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1820 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 65.5 mi/h
Number of lanes, N 3
Density, D 27.8 pc/mi/ln
Level of service, LOS D

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: North of Avenue K
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 3683 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1001 v
Trucks and buses 6 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.971
Driver population factor, fp 1.00
Flow rate, vp 1374 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 1374 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 69.6 mi/h
Number of lanes, N 3
Density, D 19.7 pc/mi/ln
Level of service, LOS C

HCS 2010: Basic Freeway Segments Release 6.50
Phone: Fax:

E-mail:
_________________________Operational Analysis__________________________________ Analyst: CP
Agency or Company: Urban Crossroads, Inc.

Date Performed: 1/17/2022
Analysis Time Period: PM Peak Hour
Freeway/Direction: SR-14 Northbound
From/To: South of Avenue L
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

_________________________Flow Inputs and Adjustments___________________________ Volume, V 6143 veh/h
Peak-hour factor, PHF 0.92
Peak 15-min volume, v15 1669 v
Trucks and buses 4 %
Recreational vehicles 0 %
Terrain type: Level
Grade - %
Segment length - mi
Trucks and buses PCE, ET 1.5
Recreational vehicle PCE, ER 1.2
Heavy vehicle adjustment, fHV 0.980
Driver population factor, fp 1.00
Flow rate, vp 2270 pc/h/ln

_________________________Speed Inputs and Adjustments__________________________ Lane width - ft
Right-side lateral clearance - ft
Total ramp density, TRD - ramps/mi
Number of lanes, N 3
Free-flow speed: Measured
FFS or BFFS 70.0 mi/h
Lane width adjustment, fLW - mi/h
Lateral clearance adjustment, fLC - mi/h
TRD adjustment - mi/h
Free-flow speed, FFS 70.0 mi/h

_________________________LOS and Performance Measures__________________________ Flow rate, vp 2270 pc/h/ln
Free-flow speed, FFS 70.0 mi/h
Average passenger-car speed, S 56.7 mi/h
Number of lanes, N 3
Density, D 40.0 pc/mi/ln
Level of service, LOS E

14033-04 Letter

ATTACHMENT I
OPENING YEAR CUMULATIVE (2020) WITH PROJECT CONDITIONS RAMP

JUNCTION MERGE/DIVERGE ANALYSIS WORKSHEETS

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Diverge Analysis______________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: AM Peak Hour
Freeway/Dir of Travel: SR-14 Southbound
Junction: Avenue K Off-Ramp
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Diverge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2526 vph
_________________________________Off Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-Flow speed on ramp 45.0 mph
Volume on ramp 366 vph
Length of first accel/decel lane 180 ft
Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________ Does adjacent ramp exist? Yes
Volume on adjacent ramp 293 vph
Position of adjacent ramp Downstream
Type of adjacent ramp On
Distance to adjacent ramp 650 ft

____________________Conversion to pc/h Under Base Conditions___________________ Junction Components Freeway Ramp Adjacent
Ramp
Volume, V (vph) 2526 366 293 vph
Peak-hour factor, PHF 0.92 0.92 0.92
Peak 15-min volume, v15 686 99 80 v
Trucks and buses 6 1 2 %
Recreational vehicles 0 0 0 %
Terrain type: Level Level Level
Grade 0.00 % 0.00 % 0.00 %
Length 0.00 mi 0.00 mi 0.00 mi
Trucks and buses PCE, ET 1.5 1.5 1.5
Recreational vehicle PCE, ER 1.2 1.2 1.2
Heavy vehicle adjustment, fHV 0.971 0.995 0.990
Driver population factor, fP 1.00 1.00 1.00
Flow rate, vp 2828 400 322 pcph

_________________________Estimation of V12 Diverge Areas_______________________ L = (Equation 13-12 or 13-13)
EQ
P = 0.671 Using Equation 5
FD
v = v + (v - v ) P = 2029 pc/h
12 R F R FD

_______________________________Capacity Checks_________________________________ Actual Maximum LOS F?
v = v 2828 7200 No
Fi F
v = v - v 2428 7200 No
FO F R
v 400 2100 No
R
v or v 799 pc/h (Equation 13-14 or 13-17)
3 av34
Is v or v > 2700 pc/h? No
3 av34
Is v or v > 1.5 v /2 No
3 av34 12
If yes, v = 2029 (Equation 13-15, 13-16, 13-18, or 13-19) 12A

______________________Flow Entering Diverge Influence Area_____________________ Actual Max Desirable Violation?
v 2029 4400 No
12 _________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 20.1 pc/mi/ln R 12 D
Level of service for ramp-freeway junction areas of influence C _____________________________Speed Estimation__________________________________ Intermediate speed variable, D = 0.334
S
Space mean speed in ramp influence area, S = 60.6 mph
R
Space mean speed in outer lanes, S = 76.8 mph
0 Space mean speed for all vehicles, S = 64.5 mph
_______________________________________________________________________________

HCS 2010: Freeway Merge and Diverge Segments Release 6.50 Phone: Fax:

E-mail:
_________________________________Merge Analysis________________________________ Analyst: CP
Agency/Co.: Urban Crossroads, Inc.

Date performed: 1/17/2022
Analysis time period: AM Peak Hour
Freeway/Dir of Travel: SR-14 Southbound
Junction: On Ramp at Avenue L
Jurisdiction: Caltrans
Analysis Year: 2020 With Project
Description: Avanti North Residential (TTM No. 73507) TIA (JN 14033)

__________________________________Freeway Data_________________________________ Type of analysis Merge
Number of lanes in freeway 3
Free-flow speed on freeway 70.0 mph
Volume on freeway 2883 vph
__________________________________On Ramp Data_________________________________ Side of freeway Right
Number of lanes in ramp 1
Free-flow speed on ramp 45.0 mph
Volume on ramp 1325 vph
Length of first accel/decel lane 550 ft
Length of second accel/decel lane ft