San Marcos City Council
September 8, 2026

LOS = Level of Service
AM Peak Hour PM Peak Hour
Number Intersection Control
Table 3-2: Existing Intersection LOS Analysis

Based on the HCM LOS criteria for signalized intersections, the following intersection is operating with an unacceptable LOS in the Existing scenario:
• Twin Oaks Valley Rd. at Borden Rd.

Existing Synchro worksheets are provided in Appendix B.

San Marcos Senior Apartment Project September 17, 2019 Page | 19

Figure 3-1: Existing ADT Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 20

XX / XX = AM / PM Peak hour volumes
160 / 153
1153 / 888
34 / 37
Woodward
0 / 0
Borden Road
T win O aks Valley Road at
Bord en Road
75 / 50
366 / 166
89 / 47
Borden
Wood ward Street at Bord en
Road
1 Wood ward Street at
Viney ard Road
T win O aks Valley Road at
Richmar Av enue
East MissionRichmar San Marcos Blvd.

Woodward
Twin Oaks Valley
249 / 262
2 3
4 5 6
Wood ward Street at Eas t
Mis s ion Road
T win O aks Valley Road at
San Marcos Boulev ard
372 / 308
383 / 730
203 / 324
177 / 272
499 / 677
284 / 327
883 / 590
92 / 100
28 / 103
532 / 548
444 / 387
Signalized
430 / 708
54 / 237
12 / 59
36 / 121
478 / 809
50 / 79
105 / 103
798 / 645
636 / 375
Signalized
32 / 26
5 / 0
3 / 5
13 / 20
534 / 991
47 / 113
135 / 189
6 / 7
74 / 68
Twin OaksValley
Signalized
64 / 256
122 / 216
0 / 0
0 / 0
0 / 0
0 / 0
299 / 146
1 / 5
4 / 1
0 / 0
259 / 107
Signalized
Woodward
Vineyard
14 / 17
31 / 92
83 / 70
38 / 131
314 / 439
80 / 56
133 / 78
155 / 76
38 / 26
20 / 30
486 / 312
26 / 11
Signalized
86 / 250
407 / 660
181 / 210
55 / 157
228 / 287
236 / 200
96 / 71
868 / 657
55 / 90
98 / 59
406 / 249
262 / 157
Signalized
Twin Oaks Valley Road
.

Figure 3-2: Existing Peak Hour Traffic Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 21

Peak%* Vol. In % In O ut Peak%* Vol. In % In O ut
Retirement Community 115 units 4 /unit 460 5% 23 40% : 60% 9 14 7% 32 60% : 40% 19 13 460 23 9 14 32 19 13
Source:

Note:

ADT= Average Daily Trips
Unit = Dwelling Unit
*Rates are used taken from SANDAG "(Not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region", April 2002.

Total
Land Use Intensity Rate* ADT
AM PM
O ut%O ut%

4.0 Proposed Project
The proposed project is a 115-unit age-restricted senior housing located at the northwest corner of undeveloped land at the intersection of Woodward Street and Mission Road in San Marcos California.

4.1 Project Trip Generation
Based on the SANDAG (Not So) Brief Guide of Vehicular Traffic Generation Rates (2002) were used to establish a trip generation estimate. As shown in Table 4-1, the proposed project is expected to generate a total ADT of generate 460 average daily trips (ADT) with 23 (9 in / 14 out) AM peak hour trips and 32 (19 in / 13 out) PM peak hour trips.

Table 4-1: Trip Generation:

San Marcos Senior Apartment Project September 17, 2019 Page | 22

4.2 Project Trip Distribution
The proposed project distribution was based on the obtained traffic counts, existing travel patterns, experience, and judgement.

The proposed project is expected to have two access points, one driveway will be located onto Mission Road where the driveway will be treated as a right in/right out due to an existing raised median being present on Mission Road. The second driveway will be located onto Woodward Street and will also be a right in right out . It is recommended that a two -way left turn lane be striped along Woodward Street to allow vehicles to turn left into the project site, however vehicles leaving the site will only be able to turn right onto Woodward Street. 50% of project traffic is expected to exit the site onto Mission Road, 50% will exit and turn right onto Woodward Street, to reach E. Mission Road or San Marcos Blvd.

Figure 4-1 displays the project trip distribution map.

Figure 4-2 displays the project only peak hour volumes.

Figure 4-3 displays the Project only ADT Volumes.

San Marcos Senior Apartment Project September 17, 2019 Page | 23

Figure 4-1: Project Trip Distribution

San Marcos Senior Apartment Project September 17, 2019 Page | 24

XX / XX = AM / PM Peak hour volumes
T win O aks Valley Road at
Richmar Av enue
Wood ward Street at Eas t
Mis s ion Road
4 / 8
0 / 0
T win O aks Valley Road at
San Marcos Boulev ard
San Marcos Blvd.Richmar East Mission
Twin OaksValley
0 / 0
2 / 4
1 2 3
0 / 0
0 / 0
0 / 0
Vineyard
5 Woodward
Twin Oaks Valley Road
T win O aks Valley Road at
Bord en Road
Wood ward Street at Bord en
Road
2 / 4
0 / 0
0 / 0
0 / 0
4 Borden Road Borden
0 / 0
Wood ward Street at
Viney ard Road
6 Twin Oaks Valley
Woodward
0 / 0
2 / 5
0 / 0 0 / 0
0 / 0
0 / 0
0 / 1
1 / 1
1 / 1
3 / 3
0 / 0
1 / 2
0 / 0
0 / 0
1 / 10 / 0
1 / 2
0 / 0
0 / 0
1 / 2
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 2
Woodward
0 / 0
0 / 0
1 / 10 / 0
0 / 0
0 / 0 1 / 2 3 / 3
0 / 0
2 / 1
1 / 1
0 / 0
6 / 5
1 / 1
0 / 00 / 0 0 / 0 1 / 1
0 / 0
0 / 0
3 / 3
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 20 / 0 0 / 0 0 / 1
0 / 0 0 / 0 0 / 0
Figure 4-2: Project Only Peak Hour Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 25

Figure 4-3: Project Only ADT Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 26

Road Segment Standard # of Ln. Class. Cap. Volume V/C LOS Borden Road to Richmar Avenue SANTEC/ITE 4 4-M 40,000 28,221 0.71 C Richmar Avenue to San Marcos Boulevard SANTEC/ITE 4 4-M 40,000 27,224 0.68 C San Marcos Boulevard Twin Oaks Valley Road East Mission Road SANTEC/ITE 4 4-M 40,000 17,066 0.43 B East Mission Road to Vineyard Road SANTEC/ITE 4 4-C 30,000 8,046 0.27 A Vineyard Road to Borden Road SANTEC/ITE 2 2-Ca 15,000 3,790 0.25 A Borden Road Twin Oaks Valley Road to Woodward Street SANTEC/ITE 4 4-C 30,000 10,376 0.35 B Legend:

Class. = Functional Class
Cap. = Capacity
LOS = Level of Service
4-C = 4 Lane Secondary Arterial, LOS "E" Capacity 30,000 4-M = 4 Lane Major Arterial, LOS "E" Capacity 40,000
Twin Oaks Valley Road
Woodward Street

5.0 Existing Plus Project

5.1 Street Segments
eFigure 5-1 displays the Existing Plus Project volumes.

Table 5-1 displays the Existing Plus Project street segment analysis.

Table 5-2 displays the Existing & Existing Plus Project street segment analysis.

Table 5-1: Existing Plus Project Street Segment Analysis

All studied street segments are expected to operate at an acceptable LOS in the Existing Plus Project scenario.

San Marcos Senior Apartment Project September 17, 2019 Page | 27

Figure 5-1: Existing Plus Project

San Marcos Senior Apartment Project September 17, 2019 Page | 28

LOS Volume V/C LOS Volume V/C
Borden Road to Richmar Avenue 4 40,000 4-M C 28,115 0.70 C 28,221 0.71 0.003 NO Richmar Avenue to San Marcos Boulevard 4 40,000 4-M C 27,109 0.68 C 27,224 0.68 0.003 NO San Marcos Boulevard Twin Oaks Valley Road East Mission Road 4 40,000 4-M B 16,882 0.42 B 17,066 0.43 0.005 NO East Mission Road to Vineyard Road 4 30,000 4-C A 7,816 0.26 A 8,046 0.27 0.008 NO Vineyard Road to Borden Road 2 15,000 2-Ca A 3,781 0.25 A 3,790 0.25 0.001 NO Borden Road Twin Oaks Valley Road to Woodward Street 4 30,000 4-C B 10,325 0.34 B 10,376 0.35 0.002 NO Legend:

LOS= Level of Service
V/C= Volume to Capacity Ratio
∆V/C= Change in V/C ratio
2-Ca = 2 Lane Collector (w/continuous left-turn lane)
4-C = 4 Lane Collector
4-M = 4 Lane Major Arterial
Woodward Street
LOS
"E"
Capacity
∆V/C
Is this
impact
Significant?
Twin Oaks Valley Road
Road Segment Class.

Existing Existing + Project# of
Lanes
Table 5-2: Existing & Existing Plus Project Street Segment Analysis

According to Table 5-2, no direct impact will occur to any of the studied street segments therefore, no mitigations will be required at this time.

5.2 Intersections
Figure 5-2 displays the AM and PM peak hour turning movement volumes for the Existing Plus Project scenario.

Table 5-3 displays the Existing Plus Project Intersection LOS analysis.

Table 5-4 displays the Existing & Existing Plus Project Intersection LOS analysis.

San Marcos Senior Apartment Project September 17, 2019 Page | 29

XX / XX = AM / PM Peak hour volumes
284 / 327
47 / 113
537 / 994
32 / 26
36 / 121
12 / 59
6 / 7 478 / 809
74 / 68 50 / 79
94 / 105
5 / 0 106 / 105 31 / 106
3 / 5 798 / 645 533 / 549
13 / 20 636 / 375 445 / 388
160 / 153
1155 / 892
34 / 37
75 / 50
372 / 171
90 / 48
Signalized
122 / 216
65 / 257
0 / 0
0 / 0236 / 200
38 / 131
85 / 71
31 / 92
4 / 1
0 / 0
260 / 109
Woodward
407 / 660
88 / 254
0 / 0
0 / 0
15 / 18
314 / 439
81 / 58
177 / 272135 / 189
868 / 657
55 / 91
99 / 60
407 / 250
265 / 160181 / 210
499 / 678
T win O aks Valley Road at
Richmar Av enue
Wood ward Street at Eas t
Mis s ion Road
T win O aks Valley Road at
San Marcos Boulev ard
58 / 245
430 / 708
383 / 730
373 / 310
203 / 324
San Marcos Boulevard
2 Twin OaksValley
Wood ward Street at
Viney ard Road
4 Signalized
Twin Oaks Valley
SignalizedSignalized
96 / 71
T win O aks Valley Road at
Bord en Road
Wood ward Street at Bord en
Road
55 / 157
229 / 289
1 Twin Oaks Valley Road
5 Richmar
299 / 146
1 / 5
Borden VineywardBorden Road
Woodward
6 249 / 262
883 / 590
East Mission
Woodward27 / 13
3 38 / 26
0 / 0
Signalized Signalized
20 / 30
486 / 312
133 / 78
155 / 76
..

Figure 5-2: Existing Plus Project Peak Hour Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 30

Delay LOS Delay LOS
1 Signalized 43.3 D 38 D
2 Signalized 29.3 C 40.5 D
3 Signalized 16.2 B 9.3 A
4 Signalized 20 B 30.1 C
5 Signalized 46.1 D 51.7 D
6 Signalized 55.6 E 66.7 E
Notes:

Delay = seconds per vehicle
LOS = Level of Service
AM Peak Hour PM Peak Hour
Number
Twin Oaks Valley Road at Borden Road
ControlIntersection
Woodward Street at Vineyard Road
Twin Oaks Valley Road at Richmar Avenue
Woodward Street at East Mission Road
Twin Oaks Valley Road at San Marcos Boulevard
Woodward Street at Borden Road

D LOS D LOS D LOS D LOS
1 Twin Oaks Valley Road at Borden Road 43.1 D 37.7 D 43.3 D 0.2 No 38.0 D 0.3 No 2 Woodward Street at Borden Road 29.2 C 40.4 D 29.3 C 0.1 No 40.5 D 0.1 No 3 Woodward Street at Vineyard Road 16.1 B 9.2 A 16.2 B 0.1 No 9.3 A 0.1 No 4 Twin Oaks Valley Road at Richmar Avenue 20 B 30.1 C 20.0 B 0.0 No 30.1 C 0.0 No 5 Woodward Street at East Mission Road 46.1 D 50.1 D 46.1 D 0.0 No 51.7 D 1.6 No 6 Twin Oaks Valley Road at San Marcos Boulevard 55.5 E 66.6 E 55.6 E 0.1 No 66.7 E 0.1 No Notes:

LOS = Level of Service
Δ = Change
S = Significant
D= Delay
#
Existing
Intersection
Existing + Project (Buildout)
PM Peak HourS ? ΔAM Peak HourPM Peak HourAM Peak Hour Δ S ? Table 5-3: Existing Plus Project Intersection LOS Analysis

Table 5-4: Existing & Existing Plus Project Intersection Comparisons

San Marcos Senior Apartment Project September 17, 2019 Page | 31

As seen in Table 5 -4, although there is an unacceptable LOS E for the intersection of Twin Oaks Valley Road at San Marcos Blvd., the inclusion of project traffic does not increase the delay by more than 2.0 seconds so no direct impacts will occur during the Existing Plus Proje ct scenario, therefore no mitigations will be required at this time.

Existing Plus Project Synchro worksheets are provided in Appendix C.

6.0 Near Term
Near term volumes were calculated by applying an ambient growth factor of a 1% increase per year and ad ded to the Existing volumes for both street segment ADT and AM/PM peak hour intersection turning movement counts. The near term year was determined to be the year 2023, this was chosen as a conservative year, SANTEC/ITE Guidelines state that near term anal ysis is done “within approximately the next five years”.

6.1 Street Segments
Figure 6-1 displays the Near Term ADT volumes.

Table 6-1 displays the Near Term street segment analysis.

San Marcos Senior Apartment Project September 17, 2019 Page | 32

Figure 6-1: Near Term ADT

San Marcos Senior Apartment Project September 17, 2019 Page | 33

Road Segment Standard # of Ln. Class. Cap. Volume V/C LOS Borden Road to Richmar Avenue SANTEC/ITE 4 4-M 40,000 29,521 0.74 C Richmar Avenue to San Marcos Boulevard SANTEC/ITE 4 4-M 40,000 28,464 0.71 C San Marcos Boulevard Twin Oaks Valley Road East Mission Road SANTEC/ITE 4 4-M 40,000 17,726 0.44 B East Mission Road to Vineyard Road SANTEC/ITE 4 4-C 30,000 8,207 0.27 A Vineyard Road to Borden Road SANTEC/ITE 2 2-Ca 15,000 3,970 0.26 A Borden Road Twin Oaks Valley Road to Woodward Street SANTEC/ITE 4 4-C 30,000 10,841 0.36 B Legend: Notes:

Class. = Functional Class 1% growth factor per year applied to existing volumes Cap. = Capacity
LOS = Level of Service
2-Ca = 2 Lane Collector (w/continuous left-turn lane)
4-C = 4 Lane Collector
4-M = 4 Lane Major Arterial
Twin Oaks Valley Road
Woodward Street
Table 6-1: Near Term Street Segment Analysis

As shown in Table 6-1, all street segments are operating at an acceptable LOS D or better.

6.2 Intersections
Figure 6-2 displays the Near Term peak hour volumes
Table 6-2 displays the Near Term Intersection LOS analysis.

San Marcos Senior Apartment Project September 17, 2019 Page | 34

Figure 6-2: Near Term Peak Hour Volumes
XX / XX = AM / PM Peak hour volumes
1 Signalized 2 Signalized
Twin Oaks Valley Road
275 / 165
3 140 / 82
Woodward426 / 261
Vineyard
Woodward
Borden Road Borden
90 / 263
427 / 693
Signalized
Twin OaksValley
T win O aks Valley Road at
Bord en Road
Wood ward Street at Bord en
Road
Wood ward Street at
Viney ard Road
4 Signalized 5 Signalized 6
384 / 174
93 / 49
Woodward
Richmar
927 / 620
East Mission San Marcos Blvd.
142 / 198
168 / 161
1211 / 932
36 / 39
79 / 53
T win O aks Valley Road at
San Marcos Boulev ard
T win O aks Valley Road at
Richmar Av enue
Wood ward Street at Eas t
Mis s ion Road
190 / 221
58 / 165
239 / 301
248 / 210
101 / 75
911 / 690
58 / 95
103 / 62
40 / 27
Twin Oaks Valley
21 / 32
510 / 328
27 / 12
40 / 138
87 / 74
33 / 97
15 / 18
330 / 461
84 / 59
163 / 80
0 / 0
314 / 153
1 / 5
4 / 1
0 / 0
272 / 112
Signalized
0 / 0
0 / 0
128 / 227
67 / 269
0 / 0
0 / 0261 / 275
97 / 105
5 / 0 110 / 108 29 / 108
3 / 5 838 / 677 559 / 575
14 / 21 668 / 394 466 / 406
49 / 119
561 / 1041
34 / 27
38 / 127
13 / 62
57 / 249
452 / 743
186 / 286
213 / 340
402 / 767
391 / 323
6 / 7 502 / 849 524 / 711
78 / 71 53 / 83 298 / 343
.

San Marcos Senior Apartment Project September 17, 2019 Page | 35

Delay LOS Delay LOS
1 Twin Oaks Valley Road at Borden Road Signalized 47.9 D 41 D 2 Woodward Street at Borden Road Signalized 29.5 C 43.2 D 3 Woodward Street at Vineyard Road Signalized 16.5 B 9.4 A 4 Twin Oaks Valley Road at Richmar Avenue Signalized 21.1 C 32.4 C 5 Woodward Street at East Mission Road Signalized 50.9 D 53.5 D 6 Twin Oaks Valley Road at San Marcos Boulevard Signalized 61.5 E 72.6 E Notes:

LOS = Level of Service
Intersection Control
AM Peak Hour PM Peak Hour
Number
Table 6-2 Near Term Intersection LOS Analysis

As shown in Table 6-2, the following intersections are operating at an unacceptable LOS E:
• Twin Oaks Valley Road at San Marcos Boulevard
Near Term Synchro worksheets are provided in Appendix D.

San Marcos Senior Apartment Project September 17, 2019 Page | 36

Road Segment Standard # of Ln. Class. Cap. Volume V/C LOS Twin Oaks Valley Road Borden Road to Richmar Avenue SANTEC/ITE 4 4-M 40,000 29,627 0.74 C Richmar Avenue to San Marcos Boulevard SANTEC/ITE 4 4-M 40,000 28,579 0.71 C San Marcos Boulevard Twin Oaks Valley Road East Mission Road SANTEC/ITE 4 4-M 40,000 17,910 0.45 B Woodward Street East Mission Road to Vineyard Road SANTEC/ITE 4 4-C 30,000 8,437 0.28 A Vineyard Road to Borden Road SANTEC/ITE 2 2-Ca 15,000 3,979 0.27 A Borden Road Twin Oaks Valley Road to Woodward Street SANTEC/ITE 4 4-C 30,000 10,892 0.36 B Legend: Notes:

Class. = Functional Class 1% growth factor per year applied to existing volumes Cap. = Capacity
LOS = Level of Service
2-Ca = 2 Lane Collector (w/continuous left-turn lane)
4-C = 4 Lane Collector
4-M = 4 Lane Major Arterial

7.0 Near Term Plus Project

7.1 Street Segments
Table 7-1 displays the Near Term Plus Project street segment analysis.

Figure 7-1 displays the Near Term Plus Project ADT volumes.

Table 7-2: displays the Near Term & Near Term Plus Project street segment comparisons.

Table 7-1: Near Plus Project Street Segment Analysis

As shown in Table 7 -1, all street segments are expected to operate at an acceptable LOS D or better.

San Marcos Senior Apartment Project September 17, 2019 Page | 37

Figure 7-1: Near Term Plus Project ADT Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 38

LOS Volume V/C LOS Volume V/C
Borden Road to Richmar Avenue 4 40,000 4-M C 29,521 0.74 C 29,627 0.74 0.003 NO Richmar Avenue to San Marcos Boulevard 4 40,000 4-M C 28,464 0.71 C 28,579 0.71 0.003 NO San Marcos Boulevard Twin Oaks Valley Road East Mission Road 4 40,000 4-M B 17,726 0.44 B 17,910 0.45 0.005 NO East Mission Road to Vineyard Road 4 30,000 4-C A 8,207 0.27 A 8,437 0.28 0.008 NO Vineyard Road to Borden Road 2 15,000 2-Ca A 3,970 0.26 A 3,979 0.27 0.001 NO Borden Road Twin Oaks Valley Road to Woodward Street 4 30,000 4-C B 10,841 0.36 B 10,892 0.36 0.002 NO Legend:

LOS= Level of Service
V/C= Volume to Capacity Ratio
∆V/C= Change in V/C ratio
2-Ca = 2 Lane Collector (w/continuous left-turn lane)
4-C = 4 Lane Collector
4-M = 4 Lane Major Arterial
LOS
"E"
Capacity
Class.

Near Term Near Term + Project
Twin Oaks Valley Road
Woodward Street
∆V/C
Is this
impact
Significant?
Road Segment # of
Lanes
Table 7-2: Near Term & Near Term Plus Project Street Segment Comparisons

As shown in Table 7 -2, no direct impacts will occur on the studied street segments therefore no mitigations will be required at this time.

5.2 Intersections
Figure 7-2 displays the AM and PM peak hour turning movement volumes for the Near Term Plus Project scenario.

Table 7-3 displays the Near Term Plus Project Intersection LOS analysis.

Table 7-4 displays the Near Term & Near Term Plus Project Intersection LOS analysis.

San Marcos Senior Apartment Project September 17, 2019 Page | 39

XX / XX = AM / PM Peak hour volumes
213 / 340
402 / 767
392 / 325
6 / 7 502 / 849 524 / 712
78 / 71 53 / 83 298 / 343
32 / 111
3 / 5 838 / 677 560 / 576
14 / 21 668 / 394 467 / 407
1 / 5
4 / 1
0 / 0
273 / 114
0 / 0
0 / 0
128 / 227
68 / 270
0 / 0
0 / 0 0 / 0
314 / 153
140 / 82
163 / 80
40 / 27
21 / 32
510 / 328
28 / 14278 / 168
92 / 267
427 / 693
190 / 221
40 / 138
33 / 97
16 / 19
240 / 303
248 / 210
168 / 161
Jan-00
T win O aks Valley Road at
Richmar Av enue
Wood ward Street at Eas t
Mis s ion Road
49 / 119
564 / 1044
34 / 27
38 / 127
Jan-00 Jan-00
T win O aks Valley Road at
San Marcos Boulev ard
East Mission San Marcos Blvd.
142 / 198
13 / 62
61 / 257
452 / 743
186 / 286
Richmar
261 / 275
927 / 620
79 / 53
390 / 179
94 / 50
Twin OaksValley
1213 / 936
36 / 39
5 / 0
4 Signalized 5 Signalized 6
Woodward
Twin Oaks Valley
T win O aks Valley Road at
Bord en Road
Wood ward Street at Bord en
Road
Wood ward Street at
Viney ard Road
89 / 7585 / 61
Jan-00
58 / 165
Signalized
99 / 110
111 / 110
330 / 461
Jan-00 Jan-00
Vineyard
Woodward
Borden Road Borden
1 Signalized 2 Signalized 3
101 / 75
Signalized
Woodward
Twin Oaks Valley Road
911 / 690
58 / 96
104 / 63
427 / 262
.

Figure 7-2: Near Term Plus Project Peak Hour Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 40

Delay LOS Delay LOS
1 Twin Oaks Valley Road at Borden Road Signalized 48.2 D 41.4 D 2 Woodward Street at Borden Road Signalized 29.5 C 43.3 D 3 Woodward Street at Vineyard Road Signalized 16.5 B 9.4 A 4 Twin Oaks Valley Road at Richmar Avenue Signalized 21.1 C 32.4 C 5 Woodward Street at East Mission Road Signalized 50.9 D 53.6 D 6 Twin Oaks Valley Road at San Marcos Boulevard Signalized 61.6 E 72.8 E Notes:

LOS = Level of Service
AM Peak Hour PM Peak Hour
Number Intersection Control

D LOS D LOS D LOS D LOS
1 Twin Oaks Valley Road at Borden Road 47.9 D 41.0 D 48.2 D 0.3 No 41.4 D 0.4 No 2 Woodward Street at Borden Road 29.5 C 43.2 D 29.5 C 0.0 No 43.3 D 0.1 No 3 Woodward Street at Vineyard Road 16.5 B 9.4 A 16.5 B 0.0 No 9.4 A 0.0 No 4 Twin Oaks Valley Road at Richmar Avenue 21.1 C 32.4 C 21.1 C 0.0 No 32.4 C 0.0 No 5 Woodward Street at East Mission Road 50.9 D 53.5 D 50.9 D 0.0 No 53.6 D 0.1 No 6 Twin Oaks Valley Road at San Marcos Boulevard61.5 E 72.6 E 61.6 E 0.1 No 72.8 E 0.2 No Notes:

LOS = Level of Service
Δ = Change
S = Significant
D= Delay
# Intersection
Near Term Near Term + Project
AM Peak Hour PM Peak Hour AM Peak Hour Δ S ? PM Peak Hour Δ S ? Table 7-3: Near Term Plus Project Intersection LOS Analysis

Table 7-4: Near Term & Near Term Plus Project Intersection LOS Comparisons

San Marcos Senior Apartment Project September 17, 2019 Page | 41

As seen in Table 7 -4, although there are unacceptable LOS E for the intersection of Twin Oaks Valley Road at San Marcos Blvd., the inclusion of project traffic does not increase the delay by more than 2.0 seconds so no direct impact will occur in the Near Term conditions, there fore no mitigations will be required at this time.

Near Term + Project Synchro worksheets are provided in Appendix E

8.0 Horizon Year 2035
To determine the Horizon Year 2035 base volumes the SANDAG Transportation Forecast Information Center (TFIC) Series 13, Year 2035 was referred to initially. Figure 8-1 displays the SANDAG TFIC. However due to the TFIC containing volumes that are lower than the Existing volumes obtained on the same street segments, the TFIC was not used to determine the Horizon Year 2035 base volumes. The base volumes were determined by applying a 1% ambient growth factor per year from 2018 (counts obtained) to 2035. The growth factor was applied to street segment volumes and AM/PM peak hour turning movement count volumes.

8.1 Street Segments
Figure 8-2 displays the Horizon Year 2035 ADT volumes.

Table 8-1 displays the Horizon Year 2035 street segment analysis.

San Marcos Senior Apartment Project September 17, 2019 Page | 42

Figure 8-1: SANDAG TFIC Series 13, Year 2035

San Marcos Senior Apartment Project September 17, 2019 Page | 43

Figure 8-2: Horizon Year 2035 ADT Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 44

Road Segment Standard # of Ln. Class. Cap. Volume V/C LOS Borden Road to Richmar Avenue SANTEC/ITE 4 4-M 40,000 32,895 0.82 D Richmar Avenue to San Marcos Boulevard SANTEC/ITE 4 4-M 40,000 31,718 0.79 D San Marcos Boulevard Twin Oaks Valley Road East Mission Road SANTEC/ITE 4 4-M 40,000 19,752 0.49 B East Mission Road to Vineyard Road SANTEC/ITE 4 4-C 30,000 9,145 0.30 A Vineyard Road to Borden Road SANTEC/ITE 2 2-Ca 15,000 4,424 0.29 A Borden Road Twin Oaks Valley Road to Woodward Street SANTEC/ITE 4 4-C 30,000 12,080 0.40 B Legend: Notes:

Class. = Functional Class 1% growth factor per year applied to existing volumes Cap. = Capacity
LOS = Level of Service
4-C = 4 Lane Secondary Arterial, LOS "E" Capacity 30,000 4-M = 4 Lane Major Arterial, LOS "E" Capacity 40,000
Twin Oaks Valley Road
Woodward Street
Table 8-1: Horizon Year 2035 Street Segment Analysis

As shown in Table 8 -1, all street s egments are expected to operate at an acceptable LOS D or better.

8.2 Intersections
Figure 8-3 displays the Horizon Year 2035 peak hour volumes Table 8-2 displays the Horizon Year 2035 Intersection LOS analysis.

San Marcos Senior Apartment Project September 17, 2019 Page | 45

1 Signalized 2 Signalized
Twin Oaks Valley Road
307 / 184
3 156 / 91
Woodward475 / 291
Vineyard
Woodward
Borden Road Borden
101 / 293
476 / 772
Signalized
Twin OaksValley
T win O aks Valley Road at
Bord en Road
Wood ward Street at Bord en
Road
Wood ward Street at
Viney ard Road
4 Signalized 5 Signalized 6
428 / 194
104 / 55
Woodward
Richmar
1033 / 690
San Marcos Blvd.
158 / 221
187 / 179
1349 / 1039
40 / 43
88 / 59
Twin Oaks ValleyEast Mission
T win O aks Valley Road at
Richmar Av enue
Wood ward Street at Eas t
Mis s ion Road
T win O aks Valley Road at
San Marcos Boulev ard
212 / 246
64 / 184
267 / 336
276 / 234
181 / 89
112 / 83
1016 / 769
64 / 105
115 / 69
44 / 30
23 / 35
569 / 365
30 / 13
44 / 153
97 / 82
36 / 108
16 / 20
367 / 514
94 / 66
0 / 0
350 / 171
1 / 6
5 / 1
0 / 0
303 / 125
Signalized
0 / 0
0 / 0
143 / 253
75 / 300
0 / 0
0 / 0291 / 307
108 / 117
6 / 0 123 / 121 33 / 121
4 / 6 934 / 755 622 / 641
15 / 23 744 / 439 519 / 453
55 / 132
625 / 1159
37 / 30
42 / 142
14 / 69
63 / 277
503 / 828
207 / 318
238 / 379
448 / 854
435 / 360
7 / 8 559 / 947 584 / 792
87 / 80 59 / 92 332 / 383
.

Figure 8-3: Horizon Year 2035 Peak Hour Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 46

Delay LOS Delay LOS
1 Twin Oaks Valley Road at Borden Road Signalized 66.6 E 51.2 D 2 Woodward Street at Borden Road Signalized 30.2 C 49.6 D 3 Woodward Street at Vineyard Road Signalized 17.6 B 9.8 A 4 Twin Oaks Valley Road at Richmar Avenue Signalized 25.2 C 38.5 D 5 Woodward Street at East Mission Road Signalized 66.3 E 65.7 E 6 Twin Oaks Valley Road at San Marcos Boulevard Signalized 81.9 F 88.4 F Notes:

LOS = Level of Service
Intersection Control
AM Peak Hour PM Peak Hour
Number
Table 8-2: Horizon Year 2035 Intersection LOS Analysis

As seen in Table 8-2, the following intersections are operating at an unacceptable LOS E or worse. • Twin Oaks Valley Road at Borden Road – LOS E, AM peak • Woodward Street at East Mission Road – LOS E, AM and PM peak • Twin Oaks Valley Road at San Marcos Boulevard – LOS F, AM and PM peak Horizon Year 2035 Synchro worksheets are provided in Appendix F

San Marcos Senior Apartment Project September 17, 2019 Page | 47

Road Segment Standard # of Ln. Class. Cap. Volume V/C LOS Borden Road to Richmar Avenue SANTEC/ITE 4 4-M 40,000 33,001 0.83 D Richmar Avenue to San Marcos Boulevard SANTEC/ITE 4 4-M 40,000 31,833 0.80 D San Marcos Boulevard Twin Oaks Valley Road East Mission Road SANTEC/ITE 4 4-M 40,000 19,936 0.50 B East Mission Road to Vineyard Road SANTEC/ITE 4 4-C 30,000 9,375 0.31 A Vineyard Road to Borden Road SANTEC/ITE 2 2-Ca 15,000 4,433 0.30 A Borden Road Twin Oaks Valley Road to Woodward Street SANTEC/ITE 4 4-C 30,000 12,131 0.40 B Legend:

Class. = Functional Class
Cap. = Capacity
LOS = Level of Service
4-C = 4 Lane Secondary Arterial, LOS "E" Capacity 30,000 4-M = 4 Lane Major Arterial, LOS "E" Capacity 40,000
Twin Oaks Valley Road
Woodward Street

9.0 Horizon Year 2035 Plus Project

9.1 Street Segments
Table 9-1 displays the Horizon Year 2035 Plus Project street segment analysis.

Figure 9-1 displays the Horizon Year 2035 Plus Project ADT volumes.

Table 9-2: displays the Horizon Year 2035 & Year 2035 Plus Project street segment comparisons.

Table 9-1: Horizon Year 2035 Plus Project Street Segment

San Marcos Senior Apartment Project September 17, 2019 Page | 48

Figure 9-1: Horizon Year Plus Project ADT Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 49

LOS Volume V/C LOS Volume V/C
Borden Road to Richmar Avenue 4 40,000 4-M D 32,895 0.82 D 33,001 0.83 0.003 NO Richmar Avenue to San Marcos Boulevard 4 40,000 4-M D 31,718 0.79 D 31,833 0.80 0.003 NO San Marcos Boulevard Twin Oaks Valley Road East Mission Road 4 40,000 4-M B 19,752 0.49 B 19,936 0.50 0.005 NO East Mission Road to Vineyard Road 4 30,000 4-C A 9,145 0.30 A 9,375 0.31 0.008 NO Vineyard Road to Borden Road 2 15,000 2-Ca A 4,424 0.29 A 4,433 0.30 0.001 NO Borden Road Twin Oaks Valley Road to Woodward Street 4 30,000 4-C B 12,080 0.40 B 12,131 0.40 0.002 NO Legend:

LOS= Level of Service
V/C= Volume to Capacity Ratio
∆V/C= Change in V/C ratio
2-Ca = 2 Lane Collector (w/continuous left-turn lane)
4-C = 4 Lane Collector
4-M = 4 Lane Major Arterial
Road Segment # of
Lanes
Twin Oaks Valley Road
Woodward Street
LOS
"E"
Capacity
Class.

Year 2035 Year 2035 + Project
∆V/C
Is this
impact
Significant?
Table 9-2: Horizon Year 2035 & Horizon Year 2035 Plus Project Street Segment Comparisons

As shown in Table 9-2, no cumulative impacts will occur on the studied street segments therefore no mitigations will be required at this time.

9.2 Intersections
Figure 9-2 displays the AM and PM peak hour turning movement volumes for the Horizon Year 2035 Plus Project scenario.

Table 9-3 displays the Horizon Year Plus Project Intersection LOS analysis.

Table 9-4 displays the Horizon Year 2035 & Horizon Year 2035 Term Plus Project Intersection LOS analysis.

San Marcos Senior Apartment Project September 17, 2019 Page | 50

XX / XX = AM / PM Peak hour volumes
238 / 379
448 / 854
436 / 362
7 / 8 559 / 947 584 / 793
87 / 80 59 / 92 332 / 383
36 / 124
4 / 6 934 / 755 623 / 642
15 / 23 744 / 439 520 / 454
1 / 6
5 / 1
0 / 0
304 / 127
0 / 0
0 / 0
143 / 253
76 / 301
0 / 0
0 / 0 0 / 0
350 / 171
156 / 91
181 / 89
44 / 30
23 / 35
569 / 365
31 / 15310 / 187
103 / 297
476 / 772
212 / 246
44 / 153
36 / 108
17 / 21
268 / 338
276 / 234
187 / 179
Jan-00
T win O aks Valley Road at
Richmar Av enue
Wood ward Street at Eas t
Mis s ion Road
55 / 132
628 / 1162
37 / 30
42 / 142
Jan-00 Jan-00
T win O aks Valley Road at
San Marcos Boulev ard
East Mission San Marcos Blvd.
158 / 221
14 / 69
67 / 285
503 / 828
207 / 318
Richmar
291 / 307
1033 / 690
88 / 59
434 / 199
105 / 56
Twin OaksValley
1351 / 1043
40 / 43
6 / 0
4 Signalized 5 Signalized 6
Woodward
Twin Oaks Valley
T win O aks Valley Road at
Bord en Road
Wood ward Street at Bord en
Road
Wood ward Street at
Viney ard Road
99 / 8395 / 68
Jan-00
64 / 184
Signalized
110 / 122
124 / 123
367 / 514
Jan-00 Jan-00
Vineyard
Woodward
Borden Road Borden
1 Signalized 2 Signalized 3
112 / 83
Signalized
Woodward
Twin Oaks Valley Road
1016 / 769
64 / 106
116 / 70
476 / 292
..

Figure 9-2: Horizon Year 2035 Plus Project Peak Hour Volumes

San Marcos Senior Apartment Project September 17, 2019 Page | 51

Delay LOS Delay LOS
1 Twin Oaks Valley Road at Borden Road Signalized 66.6 E 51.3 D 2 Woodward Street at Borden Road Signalized 30.4 C 49.7 D 3 Woodward Street at Vineyard Road Signalized 17.7 B 9.9 A 4 Twin Oaks Valley Road at Richmar Avenue Signalized 25.3 C 39.5 D 5 Woodward Street at East Mission Road Signalized 67.2 E 65.7 E 6 Twin Oaks Valley Road at San Marcos Boulevard Signalized 82 F 88.4 F Notes:

LOS = Level of Service
AM Peak Hour PM Peak Hour
Number Intersection Control

D LOS D LOS D LOS D LOS
1 Twin Oaks Valley Road at Borden Road 66.6 E 51.2 D 66.6 E 0.0 No 51.3 D 0.1 No 2 Woodward Street at Borden Road 30.2 C 49.6 D 30.4 C 0.2 No 49.7 D 0.1 No 3 Woodward Street at Vineyard Road 17.6 B 9.8 A 17.7 B 0.1 No 9.9 A 0.1 No 4 Twin Oaks Valley Road at Richmar Avenue 25.2 C 38.5 D 25.3 C 0.1 No 39.5 D 1.0 No 5 Woodward Street at East Mission Road 66.3 E 65.7 E 67.2 E 0.9 No 65.7 E 0.0 No 6 Twin Oaks Valley Road at San Marcos Boulevard 81.9 F 88.4 F 82.0 F 0.1 No 88.4 F 0.0 No Notes:

LOS = Level of Service
Δ = Change
S = Significant
D= Delay
Δ S ? PM Peak Hour Δ S ?
# Intersection
Year 2035 Year 2035 + Project
AM Peak Hour PM Peak Hour AM Peak Hour
Table 9-3: Horizon Year Plus Project Intersection LOS Analysis

Table 9-4: Horizon Year 2035 & Horizon Year 2035 Plus Project Intersection Comparisons

San Marcos Senior Apartment Project September 17, 2019 Page | 52

As shown in Table 9-4, although there are unacceptable LOS at the following intersections:
• Twin Oaks Valley Road at Borden Road- LOS E, both AM and PM • Woodward Street at East Mission Road- LOS E, both AM and PM • Twin Oaks Valley Road at San Marcos Boulevard – LOS F, both AM and PM The addition of project traffic does not cause a cumulative impact to the aforementioned intersections due to the increase in delay being less than 2.0 seconds for LOS E and 1.0 seconds for a LOS F. Therefore, no mitigations will be required at this time.

Horizon Year 2035 + Project Synchro worksheets are provided in Appendix G

San Marcos Senior Apartment Project September 17, 2019 Page | 53

10.0 Onsite Circulation and Parking Analysis

10.1 Parking
As shown on Figure 1-1 of the site plan, 147 measured at 9’ x 18’ will be provided on site. According to the San Marcos Municipal Code Title 20 – Zoning Ordinance for Off-Street Parking and Loading, a rate of 1.25 spaces per unit for a “Senior/Age -Restricted Dwelling Unit” is given. The proposed project contains 115 dwelling units.
115 Dwelling Units * 1.25 Spaces per unit = 144 parking stalls Therefore, a minimum of 144 parking stalls shall be provided for the proposed project site.

The parking requirements are provided in Figure 10-1.

San Marcos Senior Apartment Project September 17, 2019 Page | 54

Figure 10-1: San Marcos Zoning Ordinance for Off-Street Parking

San Marcos Senior Apartment Project September 17, 2019 Page | 55

10.2 Project Access Points
Two access points will be provided to the project site. One of the access points lies on the southern side of the site and enters onto Mission Road . This access point will be a right turn in and right turn out due to Mission Road having a raised median which will block any possible left turns out of the project driveway.

The second access point will be connected to Woodward Street. Woodward street currently has a double yellow line. It is recommended that a two way left turn lane is striped near the access point to allow northbound Woodward Street drivers to turn left into the project driveway.

San Marcos Senior Apartment Project September 17, 2019 Page | 56

11.0 Analysis of Other Modes of Transportation

11.1 Transit Services
The location of the project lies just northeast of the San Marcos Civic Center Station. The station is roughly 250 feet away from the proposed project location. Pedestrians from the project site would be able to access t he station by using the crosswalk along the west leg of the intersection of Mission Road at Woodward Street. The San Marcos Civic Center Station services the “SPRINTER” light rail line. The SPRINTER allows transportation from Escondido to Oceanside Monday through Sunday. There are also bus stops located along Mission Road, the nearest bus stop is located just along the proposed project front along Mission Road. The bus stop services the 305 line which travels northwest to Vista, CA.

11.2 Pedestrian Facilities
In the immediate vicinity of the project, there are existing sidewalks along Woodward Street and Mission Road. The intersection of Mission Road and Woodward Street has crosswalks on the north, west, and southern legs of the intersecti on. Sidewalk facilities also exists along both sides of San Marcos Blvd., Twin Oaks Valley Road, and only on the southern portion of Borden Road.

11.3 Accident Rates
Utilizing the City of San Marcos data for accidents, the most recent and recorded accident to occur on a studied intersection occurred on the southern leg of the intersection of Twin Oaks Valley Road at Borden Road. The accident was recorded as fatal and occurred in 2013. The posted speed limit on Twin Oaks Valley Road is 45 mph.

San Marcos Senior Apartment Project September 17, 2019 Page | 57

12.0 Conclusions, Recommendations, and Mitigations

12.1 Existing Conditions
Street segments- As shown in Table 5-2, no direct impact occurs therefore no mitigations will be needed at this time.

Intersections- As shown in Table 5 -4, no direct impact occurs therefore no mitigations will be needed at this time.

12.2 Near Term Conditions
Street segments- As shown in Table 7-2, no direct impact occurs therefore no mitigations will be needed at this time.

Intersections- As shown in Table 7 -4, no direct impact occ urs therefore no mitigations will be needed at this time.

12.3 Horizon Year 2035 Conditions
Street segments- As shown in Table 9-2, no cumulative impact occurs therefore no mitigations will be needed at this time.

Intersections- As shown in Table 9-4, no cumulative impact occurs therefore no mitigations will be needed at this time.

San Marcos Senior Apartment Project September 17, 2019 Page | 58

Urban Systems Associates, Inc.

Principal Engineer
Justin P. Schlaefli; M.S. Civil Engineering, B.S. Civil Engineering Registered Civil Engineer, Licensed Traffic Engineer, Professional Traffic Operations Engineer Assistant Project Manager
Anthony Abalos, B.S. Civil Engineering
Technical Support, Graphics and Illustrations
Anthony Abalos, B.S. Civil Engineering
Word Processing, Report Production and Compilation
Anthony Abalos, B.S. Civil Engineering
This report is site and time specific and is intended for a one -time use for this intended project under the conditions described as “Proposed Project”. Any changes or delay in implementation may require re-analysis and re-consideration by the public agency granting approvals. California land development planning involves subjective political considerations as well as frequently re-interpreted principals of law as well as changes in regulations, policies, guidelines and procedures. Urban Systems and their professionals make no warrant, either express or implied, regarding our findings, recommendations, or professional advice as to the ability to successfully accomplish this land development project.

Traffic is a consequence of human behavior and as such is predictable only in a gross cumulative methodology of user opportunities, using accepted standards and following patterns of past behavior and physical constraints attempting to project into a future window of circumstances. Any counts or existing conditions cited are only as reliable as to the time and conditions under which they were recorded. As such the preparer of this analysis is unable to warrant, either express or implied, that any forecasts are statements of actual true conditions which will in fact exist at any future date.

Services performed by Urban Systems professionals resulting in this document are of a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation expressed or implied and no warranty or guarantee is included or intended in this report, document opinion or otherwise.

Any changes by others to this analysis or re-use of document at a later point in time or other location, without the express consent and concurrence of Urban Systems releases and relieves Urban Systems of any liability, responsibility or duty for subsequent questions, claims, or damages.

San Marcos Senior Apartment Project September 17, 2019 Page | 59

Appendix A: Traffic Counts

THURSDAY - JANUARY 25, 2018 CITY: SAN MARCOS PROJECT:

Twin Oaks Valley Road - Borden Road to Richmar Avenue
AM Period NB SB EB WB PM Period NB SB EB WB
00:00 25 15 12:00 178 255
00:15 15 9 12:15 213 238
00:30 8 10 12:30 233 247
00:45 4 52 7 41 93 12:45 208 832 200 940 1772
01:00 6 6 13:00 216 223
01:15 5 6 13:15 182 219
01:30 6 3 13:30 202 179
01:45 7 24 6 21 45 13:45 201 801 174 795 1596
02:00 5 5 14:00 209 228
02:15 3 7 14:15 230 224
02:30 6 8 14:30 256 248
02:45 9 23 10 30 53 14:45 248 943 206 906 1849
03:00 5 10 15:00 245 199
03:15 5 7 15:15 255 266
03:30 3 16 15:30 256 325
03:45 6 19 15 48 67 15:45 272 1028 254 1044 2072
04:00 12 20 16:00 300 215
04:15 13 30 16:15 251 241
04:30 14 60 16:30 294 257
04:45 31 70 64 174 244 16:45 291 1136 262 975 2111
05:00 25 64 17:00 278 251
05:15 37 103 17:15 273 279
05:30 55 178 17:30 293 203
05:45 81 198 207 552 750 17:45 266 1110 214 947 2057 06:00 72 210 18:00 261 192
06:15 108 241 18:15 254 184
06:30 138 265 18:30 241 166
06:45 142 460 370 1086 1546 18:45 211 967 165 707 1674 07:00 132 338 19:00 234 145
07:15 145 395 19:15 163 114
07:30 159 389 19:30 151 111
07:45 165 601 377 1499 2100 19:45 161 709 100 470 1179 08:00 174 322 20:00 135 83
08:15 169 356 20:15 154 80
08:30 162 376 20:30 140 80
08:45 170 675 357 1411 2086 20:45 126 555 78 321 876 09:00 159 216 21:00 136 78
09:15 167 242 21:15 131 68
09:30 142 263 21:30 117 68
09:45 133 601 250 971 1572 21:45 95 479 60 274 753
10:00 161 235 22:00 67 42
10:15 162 208 22:15 64 30
10:30 182 201 22:30 53 27
10:45 143 648 175 819 1467 22:45 50 234 30 129 363
11:00 165 210 23:00 38 30
11:15 180 200 23:15 36 18
11:30 173 196 23:30 28 17
11:45 235 753 214 820 1573 23:45 30 132 20 85 217
Total Vol. 4124 7472 11596 8926 7593 16519
NB SB EB WB Combined
13050 15065 28115
Split % 35.6% 64.4% 41.2% 54.0% 46.0% 58.8%
Peak Hour 11:45 07:00 07:15 16:00 15:15 16:30
Volume 859 1499 2126 1136 1060 2185
P.H.F. 0.91 0.95 0.97 0.95 0.82 0.99

PACIFIC TECHNICAL DATA
PMAM
Daily Totals
PTD18-0126-01
THURSDAY - JANUARY 25, 2018 CITY: SAN MARCOS PROJECT:

Twin Oaks Valley Road - Richmar Avenue to San Marcos Boulevard AM Period NB SB EB WB PM Period NB SB EB WB
00:00 25 16 12:00 191 249
00:15 17 10 12:15 200 259
00:30 9 9 12:30 216 278
00:45 5 56 5 40 96 12:45 190 797 219 1005 1802
01:00 7 7 13:00 207 226
01:15 5 4 13:15 179 244
01:30 7 4 13:30 208 205
01:45 8 27 5 20 47 13:45 191 785 191 866 1651
02:00 4 5 14:00 200 226
02:15 2 6 14:15 211 223
02:30 3 7 14:30 245 249
02:45 11 20 8 26 46 14:45 243 899 212 910 1809
03:00 1 7 15:00 219 209
03:15 4 6 15:15 229 247
03:30 3 17 15:30 232 243
03:45 5 13 15 45 58 15:45 264 944 251 950 1894
04:00 8 20 16:00 266 215
04:15 12 29 16:15 249 223
04:30 11 67 16:30 278 246
04:45 28 59 63 179 238 16:45 282 1075 243 927 2002
05:00 23 62 17:00 290 244
05:15 37 103 17:15 250 248
05:30 53 158 17:30 291 192
05:45 70 183 175 498 681 17:45 254 1085 194 878 1963 06:00 71 188 18:00 244 193
06:15 97 198 18:15 247 173
06:30 128 229 18:30 219 146
06:45 125 421 295 910 1331 18:45 240 950 159 671 1621 07:00 123 303 19:00 224 144
07:15 130 299 19:15 156 111
07:30 126 323 19:30 156 106
07:45 147 526 327 1252 1778 19:45 171 707 101 462 1169 08:00 151 301 20:00 140 65
08:15 165 290 20:15 159 74
08:30 140 330 20:30 144 81
08:45 168 624 319 1240 1864 20:45 147 590 67 287 877 09:00 129 240 21:00 131 77
09:15 153 241 21:15 137 71
09:30 143 283 21:30 125 66
09:45 138 563 247 1011 1574 21:45 104 497 49 263 760 10:00 160 248 22:00 71 52
10:15 165 230 22:15 72 32
10:30 190 237 22:30 58 32
10:45 143 658 211 926 1584 22:45 60 261 29 145 406
11:00 158 238 23:00 41 28
11:15 196 188 23:15 35 12
11:30 157 235 23:30 29 15
11:45 235 746 237 898 1644 23:45 37 142 17 72 214
Total Vol. 3896 7045 10941 8732 7436 16168
NB SB EB WB Combined
12628 14481 27109
Split % 35.6% 64.4% 40.4% 54.0% 46.0% 59.6%
Peak Hour 11:45 07:00 11:45 16:45 12:00 16:30
Volume 842 1252 1865 1113 1005 2081
P.H.F. 0.90 0.96 0.94 0.92 0.90 0.97

PACIFIC TECHNICAL DATA
PMAM
Daily Totals
PTD18-0126-01
THURSDAY - JANUARY 25, 2018 CITY: SAN MARCOS PROJECT:

San Marcos Boulevard - Twin Oaks Valley Road to E. Mission Road AM Period NB SB EB WB PM Period NB SB EB WB
00:00 14 6 12:00 166 88
00:15 8 2 12:15 144 143
00:30 9 6 12:30 114 93
00:45 11 42 5 19 61 12:45 149 573 117 441 1014
01:00 6 3 13:00 149 107
01:15 7 4 13:15 110 90
01:30 8 3 13:30 118 97
01:45 4 25 1 11 36 13:45 126 503 121 415 918
02:00 11 5 14:00 122 78
02:15 4 4 14:15 134 103
02:30 2 5 14:30 194 86
02:45 3 20 4 18 38 14:45 219 669 116 383 1052
03:00 5 2 15:00 227 157
03:15 2 2 15:15 198 152
03:30 6 12 15:30 197 162
03:45 3 16 9 25 41 15:45 228 850 144 615 1465
04:00 3 13 16:00 249 105
04:15 2 14 16:15 266 127
04:30 3 13 16:30 218 138
04:45 14 22 29 69 91 16:45 269 1002 145 515 1517
05:00 10 32 17:00 249 141
05:15 15 42 17:15 230 175
05:30 28 52 17:30 245 169
05:45 39 92 69 195 287 17:45 241 965 144 629 1594
06:00 35 48 18:00 203 122
06:15 58 95 18:15 183 125
06:30 48 81 18:30 179 87
06:45 73 214 133 357 571 18:45 146 711 105 439 1150 07:00 69 165 19:00 127 68
07:15 135 159 19:15 119 75
07:30 130 258 19:30 135 59
07:45 116 450 307 889 1339 19:45 125 506 52 254 760 08:00 116 231 20:00 112 44
08:15 112 265 20:15 72 45
08:30 102 232 20:30 78 37
08:45 100 430 198 926 1356 20:45 67 329 42 168 497
09:00 100 125 21:00 81 26
09:15 76 120 21:15 68 44
09:30 73 106 21:30 45 26
09:45 97 346 105 456 802 21:45 52 246 21 117 363
10:00 93 88 22:00 55 19
10:15 97 98 22:15 41 11
10:30 112 97 22:30 33 13
10:45 97 399 111 394 793 22:45 30 159 13 56 215
11:00 98 84 23:00 30 5
11:15 116 80 23:15 22 6
11:30 115 91 23:30 20 15
11:45 100 429 118 373 802 23:45 17 89 5 31 120
Total Vol. 2485 3732 6217 6602 4063 10665
NB SB EB WB Combined
9087 7795 16882
Split % 40.0% 60.0% 36.8% 61.9% 38.1% 63.2%
Peak Hour 11:30 07:30 07:30 16:00 16:45 16:45
Volume 525 1061 1535 1002 630 1623
P.H.F. 0.79 0.86 0.91 0.89 0.90 0.98

PACIFIC TECHNICAL DATA
PMAM
Daily Totals
PTD18-0126-01
THURSDAY - JANUARY 25, 2018 CITY: SAN MARCOS PROJECT:

Woodward Street - E. Mission Road to Vineyard Road
AM Period NB SB EB WB PM Period NB SB EB WB
00:00 6 6 12:00 60 50
00:15 6 0 12:15 58 49
00:30 5 0 12:30 57 34
00:45 9 26 2 8 34 12:45 67 242 57 190 432
01:00 3 1 13:00 52 40
01:15 3 0 13:15 49 41
01:30 3 1 13:30 46 40
01:45 1 10 0 2 12 13:45 58 205 51 172 377
02:00 6 3 14:00 56 53
02:15 2 2 14:15 49 37
02:30 2 2 14:30 82 45
02:45 0 10 1 8 18 14:45 66 253 52 187 440
03:00 4 2 15:00 126 48
03:15 1 3 15:15 97 57
03:30 1 7 15:30 77 66
03:45 1 7 5 17 24 15:45 102 402 53 224 626
04:00 3 3 16:00 114 55
04:15 0 14 16:15 114 55
04:30 2 8 16:30 84 49
04:45 3 8 24 49 57 16:45 131 443 73 232 675
05:00 2 25 17:00 120 62
05:15 3 24 17:15 102 71
05:30 5 42 17:30 122 51
05:45 12 22 36 127 149 17:45 109 453 72 256 709
06:00 12 36 18:00 96 51
06:15 13 57 18:15 96 62
06:30 11 63 18:30 105 51
06:45 27 63 60 216 279 18:45 83 380 47 211 591
07:00 12 101 19:00 71 44
07:15 31 142 19:15 78 31
07:30 48 164 19:30 67 36
07:45 62 153 131 538 691 19:45 50 266 29 140 406
08:00 45 118 20:00 77 28
08:15 37 112 20:15 63 17
08:30 37 81 20:30 38 24
08:45 41 160 82 393 553 20:45 42 220 14 83 303
09:00 36 60 21:00 38 14
09:15 29 62 21:15 37 17
09:30 22 54 21:30 27 19
09:45 31 118 51 227 345 21:45 33 135 7 57 192
10:00 36 49 22:00 42 13
10:15 40 50 22:15 23 10
10:30 43 47 22:30 20 7
10:45 39 158 34 180 338 22:45 19 104 10 40 144
11:00 37 37 23:00 11 1
11:15 32 43 23:15 19 2
11:30 48 51 23:30 8 7
11:45 48 165 64 195 360 23:45 10 48 3 13 61
Total Vol. 900 1960 2860 3151 1805 4956
NB SB EB WB Combined
4051 3765 7816
Split % 31.5% 68.5% 36.6% 63.6% 36.4% 63.4%
Peak Hour 11:45 07:15 07:15 16:45 16:45 16:45
Volume 223 555 741 475 257 732
P.H.F. 0.93 0.85 0.87 0.87 0.88 0.90

PACIFIC TECHNICAL DATA
PMAM
Daily Totals
PTD18-0126-01
THURSDAY - JANUARY 25, 2018 CITY: SAN MARCOS PROJECT:

Woodward Street - Vineyard Road to Borden Road
AM Period NB SB EB WB PM Period NB SB EB WB
00:00 3 3 12:00 30 25
00:15 1 0 12:15 36 25
00:30 2 0 12:30 29 19
00:45 2 8 1 4 12 12:45 31 126 28 97 223
01:00 2 0 13:00 31 23
01:15 2 0 13:15 28 30
01:30 0 0 13:30 21 15
01:45 1 5 0 0 5 13:45 34 114 27 95 209
02:00 2 1 14:00 31 26
02:15 0 1 14:15 22 18
02:30 1 1 14:30 32 26
02:45 0 3 0 3 6 14:45 29 114 26 96 210
03:00 1 4 15:00 73 29
03:15 0 0 15:15 58 31
03:30 0 3 15:30 36 36
03:45 2 3 1 8 11 15:45 37 204 25 121 325
04:00 0 0 16:00 40 33
04:15 0 6 16:15 49 23
04:30 1 5 16:30 38 35
04:45 0 1 14 25 26 16:45 53 180 35 126 306
05:00 0 10 17:00 51 30
05:15 1 11 17:15 49 38
05:30 1 11 17:30 47 32
05:45 7 9 11 43 52 17:45 41 188 36 136 324
06:00 8 14 18:00 39 24
06:15 5 27 18:15 47 32
06:30 9 19 18:30 46 27
06:45 17 39 30 90 129 18:45 34 166 23 106 272
07:00 11 36 19:00 33 13
07:15 18 79 19:15 34 17
07:30 33 86 19:30 33 18
07:45 48 110 58 259 369 19:45 28 128 15 63 191
08:00 25 56 20:00 34 6
08:15 17 59 20:15 22 6
08:30 24 39 20:30 18 12
08:45 25 91 47 201 292 20:45 18 92 6 30 122
09:00 23 31 21:00 7 8
09:15 14 36 21:15 14 9
09:30 11 29 21:30 7 9
09:45 13 61 30 126 187 21:45 12 40 4 30 70
10:00 24 24 22:00 19 7
10:15 19 26 22:15 9 5
10:30 21 16 22:30 9 1
10:45 22 86 18 84 170 22:45 9 46 6 19 65
11:00 22 22 23:00 8 0
11:15 9 20 23:15 2 1
11:30 19 34 23:30 2 1
11:45 25 75 35 111 186 23:45 4 16 1 3 19
Total Vol. 491 954 1445 1414 922 2336
NB SB EB WB Combined
1905 1876 3781
Split % 34.0% 66.0% 38.2% 60.5% 39.5% 61.8%
Peak Hour 07:15 07:15 07:15 15:00 16:30 16:45
Volume 124 279 403 204 138 335
P.H.F. 0.65 0.81 0.85 0.70 0.91 0.95

PACIFIC TECHNICAL DATA
PMAM
Daily Totals
PTD18-0126-01
THURSDAY - JANUARY 25, 2018 CITY: SAN MARCOS PROJECT:

Borden Road - Twin Oaks Valley Road ato Woodward Street AM Period NB SB EB WB PM Period NB SB EB WB
00:00 2 6 12:00 74 56
00:15 3 7 12:15 60 73
00:30 2 2 12:30 64 81
00:45 0 7 1 16 23 12:45 46 244 55 265 509
01:00 1 5 13:00 61 59
01:15 1 3 13:15 55 52
01:30 4 2 13:30 63 45
01:45 1 7 3 13 20 13:45 52 231 45 201 432
02:00 2 0 14:00 76 55
02:15 1 2 14:15 81 55
02:30 0 2 14:30 106 83
02:45 1 4 2 6 10 14:45 114 377 71 264 641
03:00 2 1 15:00 105 121
03:15 2 1 15:15 118 120
03:30 0 1 15:30 125 102
03:45 1 5 3 6 11 15:45 137 485 73 416 901
04:00 2 2 16:00 145 90
04:15 3 7 16:15 135 80
04:30 3 14 16:30 179 115
04:45 5 13 10 33 46 16:45 155 614 106 391 1005
05:00 5 15 17:00 152 128
05:15 3 31 17:15 144 117
05:30 5 35 17:30 152 108
05:45 14 27 35 116 143 17:45 121 569 103 456 1025
06:00 12 40 18:00 114 90
06:15 29 53 18:15 109 101
06:30 55 68 18:30 79 87
06:45 54 150 106 267 417 18:45 87 389 67 345 734
07:00 78 118 19:00 83 62
07:15 149 121 19:15 67 39
07:30 157 200 19:30 51 39
07:45 73 457 221 660 1117 19:45 59 260 34 174 434
08:00 59 167 20:00 46 31
08:15 71 185 20:15 60 31
08:30 65 129 20:30 57 28
08:45 55 250 107 588 838 20:45 55 218 30 120 338
09:00 46 73 21:00 45 31
09:15 52 57 21:15 38 24
09:30 51 82 21:30 36 27
09:45 36 185 65 277 462 21:45 38 157 23 105 262
10:00 34 60 22:00 23 17
10:15 40 49 22:15 24 10
10:30 48 48 22:30 15 8
10:45 50 172 35 192 364 22:45 17 79 6 41 120
11:00 58 58 23:00 11 6
11:15 31 38 23:15 15 6
11:30 45 47 23:30 5 6
11:45 63 197 67 210 407 23:45 9 40 8 26 66
Total Vol. 1474 2384 3858 3663 2804 6467
NB SB EB WB Combined
5137 5188 10325
Split % 38.2% 61.8% 37.4% 56.6% 43.4% 62.6%
Peak Hour 07:00 07:30 07:15 16:30 16:30 16:30
Volume 457 773 1147 630 466 1096
P.H.F. 0.73 0.87 0.80 0.88 0.91 0.93

PACIFIC TECHNICAL DATA
PMAM
Daily Totals
PTD18-0126-01

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: PACIFIC TECHNICAL DATA
DATE: LOCATION: SAN MARCOS PROJECT #: PTD18-0126-01
1/25/18 NORTH & SOUTH: TWIN OAKS VALLEY LOCATION #: 1
THURSDAY EAST & WEST: BORDEN CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

TWIN OAKS VALLEY TWIN OAKS VALLEY BORDEN BORDEN

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 2 1 1 2 1 1 2 0 1 2 0 X X X X
7:00 AM 21 91 17 12 192 15 14 45 51 72 33 16 579 0
7:15 AM 23 96 28 18 215 22 9 95 74 47 61 9 697 0
7:30 AM 38 88 22 25 229 16 13 113 85 75 100 18 822 0
7:45 AM 61 87 22 14 231 17 12 42 58 54 131 27 756 0
8:00 AM 46 122 22 9 205 34 9 27 32 50 93 26 675 0
8:15 AM 36 110 20 7 203 29 21 46 61 83 82 27 725 0
8:30 AM 37 120 19 12 252 14 21 34 50 57 54 18 688 0
8:45 AM 44 99 18 10 249 18 9 25 55 48 45 13 633 0
VOLUMES 306 813 168 107 1,776 165 108 427 466 486 599 154 5,575 0 0 0 0 0 APPROACH % 24% 63% 13% 5% 87% 8% 11% 43% 47% 39% 48% 12% APP/DEPART 1,287 / 1,075 2,048 / 2,728 1,001 / 702 1,239 / 1,070 0

BEGIN PEAK HR
VOLUMES 181 407 86 55 868 96 55 228 236 262 406 98 2,978 APPROACH % 27% 60% 13% 5% 85% 9% 11% 44% 45% 34% 53% 13% PEAK HR FACTOR 0.887 0.944 0.615 0.903 0.906
APP/DEPART 674 / 560 1,019 / 1,366 519 / 369 766 / 683 0 4:00 PM 38 177 64 18 140 14 68 69 43 33 43 12 719 0
4:15 PM 47 199 41 20 161 28 39 77 30 36 34 8 720 0
4:30 PM 45 160 69 22 162 15 48 89 43 39 60 18 770 0
4:45 PM 52 155 68 25 178 22 26 66 43 34 66 9 744 0
5:00 PM 61 182 66 19 146 18 38 61 60 39 66 15 771 0
5:15 PM 52 163 47 24 171 16 45 71 54 45 57 17 762 0
5:30 PM 44 161 77 11 126 18 46 61 30 28 68 18 688 0
5:45 PM 53 174 50 16 134 12 35 52 36 36 50 14 662 0
VOLUMES 392 1,371 482 155 1,218 143 345 546 339 290 444 111 5,836 0 0 0 0 0 APPROACH % 17% 61% 21% 10% 80% 9% 28% 44% 28% 34% 53% 13% APP/DEPART 2,245 / 1,827 1,516 / 1,847 1,230 / 1,183 845 / 979 0

BEGIN PEAK HR
VOLUMES 210 660 250 90 657 71 157 287 200 157 249 59 3,047 APPROACH % 19% 59% 22% 11% 80% 9% 24% 45% 31% 34% 54% 13% PEAK HR FACTOR 0.906 0.909 0.894 0.969 0.988
APP/DEPART 1,120 / 876 818 / 1,014 644 / 627 465 / 530 0

TWIN OAKS VALLEY

NORTH SIDE

BORDEN WEST SIDE EAST SIDE BORDEN

SOUTH SIDE

TWIN OAKS VALLEY

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 1 1
7:15 AM 0 0 0
7:30 AM 1 1 0 0
7:45 AM 0 0 0
8:00 AM 1 2 3 6 0 1 3 4
8:15 AM 0 0 0
8:30 AM 0 0 0
8:45 AM 1 1 0 1 1
TOTAL 2 3 0 3 8 0 0 0 0 0 0 2 0 4 6
4:00 PM 0 0 1 1
4:15 PM 1 1 2 0 2 2
4:30 PM 3 1 1 2 7 0 1 1
4:45 PM 0 0 1 1
5:00 PM 1 1 0 0
5:15 PM 1 5 6 0 0
5:30 PM 1 1 1 3 0 1 2 3
5:45 PM 2 2 0 1 1
TOTAL 8 8 2 3 21 0 0 0 0 0 1 1 3 4 9

INCLUDE BIKE / PED
PM
7:30 AM
4:30 PM

AM AMPM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: PACIFIC TECHNICAL DATA
DATE: LOCATION: SAN MARCOS PROJECT #: PTD18-0126-01
1/25/18 NORTH & SOUTH: WOODWARD LOCATION #: 2
THURSDAY EAST & WEST: BORDEN CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

WOODWARD WOODWARD BORDEN BORDEN

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 8 5 2 8 23 35 14 52 10 2 80 5 244 0
7:15 AM 8 7 6 12 48 20 15 108 22 2 92 6 346 0
7:30 AM 19 7 3 13 38 44 7 117 35 7 135 6 431 0
7:45 AM 37 11 4 6 29 36 6 50 14 10 146 5 354 0
8:00 AM 19 6 1 7 40 33 10 39 9 7 113 3 287 0
8:15 AM 11 7 1 7 35 39 3 57 11 3 134 1 309 0
8:30 AM 14 14 1 8 28 26 14 38 14 1 81 2 241 0
8:45 AM 6 16 3 3 29 30 13 32 9 3 73 5 222 0
VOLUMES 122 73 21 64 270 263 82 493 124 35 854 33 2,434 0 0 0 0 0 APPROACH % 56% 34% 10% 11% 45% 44% 12% 71% 18% 4% 93% 4% APP/DEPART 216 / 188 597 / 429 699 / 578 922 / 1,239 0

BEGIN PEAK HR
VOLUMES 83 31 14 38 155 133 38 314 80 26 486 20 1,418
APPROACH % 65% 24% 11% 12% 48% 41% 9% 73% 19% 5% 91% 4% PEAK HR FACTOR 0.615 0.858 0.679 0.826 0.823
APP/DEPART 128 / 89 326 / 261 432 / 366 532 / 702 0
4:00 PM 14 18 4 7 21 16 34 104 10 2 58 6 294 0
4:15 PM 17 21 4 5 15 22 24 101 9 2 43 10 273 0
4:30 PM 13 22 5 6 19 21 37 127 12 2 82 7 353 0
4:45 PM 24 21 3 6 18 13 31 107 17 5 67 5 317 0
5:00 PM 17 20 4 4 15 22 43 95 14 3 85 7 329 0
5:15 PM 16 29 5 10 24 22 20 110 13 1 78 11 339 0
5:30 PM 14 24 3 2 15 14 26 112 11 8 80 6 315 0
5:45 PM 11 24 1 6 20 23 31 79 11 6 65 6 283 0
VOLUMES 126 179 29 46 147 153 246 835 97 29 558 58 2,503 0 0 0 0 0 APPROACH % 38% 54% 9% 13% 42% 44% 21% 71% 8% 4% 87% 9%
APP/DEPART 334 / 483 346 / 273 1,178 / 910 645 / 837 0

BEGIN PEAK HR
VOLUMES 70 92 17 26 76 78 131 439 56 11 312 30 1,338
APPROACH % 39% 51% 9% 14% 42% 43% 21% 70% 9% 3% 88% 8%
PEAK HR FACTOR 0.895 0.804 0.889 0.929 0.948
APP/DEPART 179 / 253 180 / 143 626 / 482 353 / 460 0

WOODWARD

NORTH SIDE

BORDEN WEST SIDE EAST SIDE BORDEN

SOUTH SIDE

WOODWARD

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 2 3 0 0
7:15 AM 1 1 0 0
7:30 AM 1 1 2 0 1 1
7:45 AM 2 2 0 0
8:00 AM 2 3 1 6 0 1 1 2
8:15 AM 0 0 0
8:30 AM 1 1 0 0
8:45 AM 1 1 1 3 0 0
TOTAL 1 8 7 2 18 0 0 0 0 0 1 1 0 1 3
4:00 PM 1 1 2 0 0
4:15 PM 1 1 2 0 0
4:30 PM 2 1 3 0 0
4:45 PM 2 2 0 0
5:00 PM 1 1 0 0
5:15 PM 5 2 7 0 2 2
5:30 PM 1 2 3 0 0
5:45 PM 2 2 0 0
TOTAL 2 4 9 7 22 0 0 0 0 0 0 2 0 0 2

INCLUDE BIKE / PED
PM
7:15 AM
4:30 PM

AM AMPM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: PACIFIC TECHNICAL DATA
DATE: LOCATION: SAN MARCOS PROJECT #: PTD18-0126-01
1/25/18 NORTH & SOUTH: WOODWARD LOCATION #: 3
THURSDAY EAST & WEST: VINEYARD CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

WOODWARD WOODWARD VINEYARD VINEYARD

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 8 6 0 41 56 2 113 0
7:15 AM 17 14 0 83 66 1 181 0
7:30 AM 33 16 0 88 78 1 216 0
7:45 AM 49 13 1 65 59 1 188 0
8:00 AM 23 21 0 63 56 1 164 0
8:15 AM 17 20 0 58 55 0 150 0
8:30 AM 20 17 1 39 45 3 125 0
8:45 AM 25 16 1 46 39 0 127 0
VOLUMES 0 192 123 3 483 0 0 0 0 454 0 9 1,264 0 0 0 0 0 APPROACH % 0% 61% 39% 1% 99% 0% 0% 0% 0% 98% 0% 2%
APP/DEPART 315 / 201 486 / 937 0 / 126 463 / 0 0

BEGIN PEAK HR
VOLUMES 0 122 64 1 299 0 0 0 0 259 0 4 749
APPROACH % 0% 66% 34% 0% 100% 0% 0% 0% 0% 98% 0% 2%
PEAK HR FACTOR 0.750 0.852 0.000 0.832 0.867
APP/DEPART 186 / 126 300 / 558 0 / 65 263 / 0 0
4:00 PM 45 70 1 35 22 1 174 0
4:15 PM 50 65 2 25 27 1 170 0
4:30 PM 42 43 2 30 26 0 143 0
4:45 PM 58 72 0 41 27 0 198 0
5:00 PM 54 66 1 32 33 0 186 0
5:15 PM 52 50 3 39 31 1 176 0
5:30 PM 52 68 1 34 16 0 171 0
5:45 PM 48 61 2 38 35 0 184 0
VOLUMES 0 401 495 12 274 0 0 0 0 217 0 3 1,402 0 0 0 0 0 APPROACH % 0% 45% 55% 4% 96% 0% 0% 0% 0% 99% 0% 1%
APP/DEPART 896 / 404 286 / 491 0 / 507 220 / 0 0

BEGIN PEAK HR
VOLUMES 0 216 256 5 146 0 0 0 0 107 0 1 731
APPROACH % 0% 46% 54% 3% 97% 0% 0% 0% 0% 99% 0% 1%
PEAK HR FACTOR 0.908 0.899 0.000 0.818 0.923
APP/DEPART 472 / 217 151 / 253 0 / 261 108 / 0 0

WOODWARD

NORTH SIDE

VINEYARD WEST SIDE EAST SIDE VINEYARD

SOUTH SIDE

WOODWARD

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 1 0 0
7:15 AM 0 0 0
7:30 AM 0 0 0
7:45 AM 2 2 0 0
8:00 AM 0 0 0
8:15 AM 1 1 0 1 1
8:30 AM 0 0 0
8:45 AM 1 1 0 1 1
TOTAL 4 1 0 0 5 0 0 0 0 0 0 1 1 0 2
4:00 PM 0 0 0
4:15 PM 2 2 4 0 0
4:30 PM 1 1 0 0
4:45 PM 0 0 1 1
5:00 PM 0 0 0
5:15 PM 1 1 0 0
5:30 PM 0 0 1 1 2
5:45 PM 1 1 0 0
TOTAL 4 1 2 0 7 0 0 0 0 0 0 0 2 1 3

INCLUDE BIKE / PED
PM
7:15 AM
4:45 PM

AM AMPM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: PACIFIC TECHNICAL DATA
DATE: LOCATION: SAN MARCOS PROJECT #: PTD18-0126-01
1/25/18 NORTH & SOUTH: TWIN OAKS VALLEY LOCATION #: 4
THURSDAY EAST & WEST: RICHMAR CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

TWIN OAKS VALLEY TWIN OAKS VALLEY RICHMAR RICHMAR

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 13 106 6 7 285 31 27 7 17 4 2 0 505 1 1
7:15 AM 17 124 1 26 279 49 26 1 21 4 1 0 549 0
7:30 AM 8 115 5 5 314 37 43 1 20 4 0 1 553 0
7:45 AM 10 138 4 2 302 42 29 4 17 3 0 0 551 0
8:00 AM 15 138 3 10 275 29 33 1 17 2 0 1 524 0
8:15 AM 8 124 21 9 281 48 38 4 15 3 1 1 553 0
8:30 AM 15 123 5 10 298 39 34 0 20 5 2 2 553 0
8:45 AM 9 149 3 5 299 44 30 1 22 3 0 1 566 0
VOLUMES 95 1,017 48 74 2,333 319 260 19 149 28 6 6 4,354 1 0 0 0 1 APPROACH % 8% 88% 4% 3% 86% 12% 61% 4% 35% 70% 15% 15%
APP/DEPART 1,160 / 1,283 2,726 / 2,510 428 / 141 40 / 420 0

BEGIN PEAK HR
VOLUMES 47 534 32 34 1,153 160 135 6 74 13 3 5 2,196
APPROACH % 8% 87% 5% 3% 86% 12% 63% 3% 34% 62% 14% 24%
PEAK HR FACTOR 0.952 0.968 0.943 0.583 0.970
APP/DEPART 613 / 674 1,347 / 1,240 215 / 72 21 / 210 0
4:00 PM 23 255 9 5 183 39 62 4 17 3 0 0 600 1 1
4:15 PM 28 218 3 6 195 32 47 2 18 6 3 1 559 0
4:30 PM 24 262 10 13 228 40 46 5 22 6 0 0 656 0
4:45 PM 25 248 2 11 219 48 48 0 19 6 2 0 628 0
5:00 PM 40 249 7 7 211 30 45 1 8 3 0 0 601 0
5:15 PM 24 232 7 6 230 35 50 1 19 5 3 0 612 0
5:30 PM 28 272 7 10 180 26 44 1 17 13 2 0 600 1 1
5:45 PM 22 218 6 4 177 29 50 1 7 2 0 0 516 0
VOLUMES 214 1,954 51 62 1,623 279 392 15 127 44 10 1 4,772 2 0 0 0 2 APPROACH % 10% 88% 2% 3% 83% 14% 73% 3% 24% 80% 18% 2%
APP/DEPART 2,219 / 2,347 1,964 / 1,794 534 / 128 55 / 503 0

BEGIN PEAK HR
VOLUMES 113 991 26 37 888 153 189 7 68 20 5 0 2,497
APPROACH % 10% 88% 2% 3% 82% 14% 72% 3% 26% 80% 20% 0%
PEAK HR FACTOR 0.954 0.959 0.904 0.781 0.952
APP/DEPART 1,130 / 1,180 1,078 / 976 264 / 70 25 / 271 0

TWIN OAKS VALLEY

NORTH SIDE

RICHMAR WEST SIDE EAST SIDE RICHMAR

SOUTH SIDE

TWIN OAKS VALLEY

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 2 2 5 0 0
7:15 AM 3 4 1 8 0 0
7:30 AM 2 3 1 6 0 0
7:45 AM 3 3 0 0
8:00 AM 2 2 0 0
8:15 AM 6 1 7 0 0
8:30 AM 0 0 0
8:45 AM 2 2 0 0
TOTAL 15 0 14 4 33 0 0 0 0 0 0 0 0 0 0
4:00 PM 4 1 5 0 0
4:15 PM 1 1 0 1 1
4:30 PM 5 5 0 0
4:45 PM 2 3 1 6 0 1 1 2
5:00 PM 4 1 5 0 0
5:15 PM 1 1 0 1 1
5:30 PM 5 2 7 0 0
5:45 PM 0 0 0
TOTAL 22 0 5 3 30 0 0 0 0 0 1 3 0 0 4

INCLUDE BIKE / PED
PM
8:00 AM
4:30 PM

AM AMPM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: PACIFIC TECHNICAL DATA
DATE: LOCATION: SAN MARCOS PROJECT #: PTD18-0126-01
1/25/18 NORTH & SOUTH: WOODWARD LOCATION #: 5
THURSDAY EAST & WEST: EAST MISSION CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

WOODWARD WOODWARD EAST MISSION EAST MISSION

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 2 7 58 14 76 10 1 77 8 88 95 7 443 0
7:15 AM 7 10 125 31 77 9 9 126 3 74 127 9 607 0
7:30 AM 6 10 117 47 100 21 8 158 9 155 175 30 836 0
7:45 AM 1 12 107 22 97 17 9 121 9 179 240 42 856 0
8:00 AM 3 18 102 10 96 18 8 89 12 136 192 20 704 0
8:15 AM 2 14 104 10 73 19 11 110 20 166 191 13 733 0
8:30 AM 3 13 84 7 78 10 7 85 16 161 140 16 620 0
8:45 AM 6 23 70 6 64 19 7 60 10 114 136 14 529 0
VOLUMES 30 107 767 147 661 123 60 826 87 1,073 1,296 151 5,328 0 0 0 0 0 APPROACH % 3% 12% 85% 16% 71% 13% 6% 85% 9% 43% 51% 6%
APP/DEPART 904 / 318 931 / 1,821 973 / 1,740 2,520 / 1,449 0

BEGIN PEAK HR
VOLUMES 12 54 430 89 366 75 36 478 50 636 798 105 3,129 APPROACH % 2% 11% 87% 17% 69% 14% 6% 85% 9% 41% 52% 7%
PEAK HR FACTOR 0.932 0.789 0.806 0.835 0.914
APP/DEPART 496 / 195 530 / 1,052 564 / 997 1,539 / 885 0 4:00 PM 12 73 159 13 23 14 26 191 17 61 118 17 724 1 1
4:15 PM 20 58 189 10 35 15 31 219 14 66 123 19 799 5 5
4:30 PM 25 41 150 2 38 11 20 220 16 83 138 24 768 4 2 6 4:45 PM 21 66 186 19 33 15 31 227 24 79 151 25 877 2 1 3 5:00 PM 15 61 175 9 47 17 34 215 11 85 128 27 824 5 5
5:15 PM 10 56 169 17 41 12 23 169 23 110 195 22 847 0
5:30 PM 13 54 178 2 45 6 33 198 21 101 171 29 851 3 3
5:45 PM 16 61 164 12 43 17 24 162 22 78 169 25 793 2 2
VOLUMES 132 470 1,370 84 305 107 222 1,601 148 663 1,193 188 6,483 22 1 2 0 25 APPROACH % 7% 24% 69% 17% 61% 22% 11% 81% 8% 32% 58% 9% APP/DEPART 1,972 / 880 496 / 1,116 1,971 / 3,055 2,044 / 1,432 0

BEGIN PEAK HR
VOLUMES 59 237 708 47 166 50 121 809 79 375 645 103 3,399 APPROACH % 6% 24% 71% 18% 63% 19% 12% 80% 8% 33% 57% 9% PEAK HR FACTOR 0.919 0.901 0.895 0.859 0.969
APP/DEPART 1,004 / 461 263 / 620 1,009 / 1,564 1,123 / 754 0

WOODWARD

NORTH SIDE

EAST MISSION WEST SIDE EAST SIDE EAST MISSION

SOUTH SIDE

WOODWARD

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 4 3 8 0 1 1
7:15 AM 13 5 1 19 0 2 2
7:30 AM 11 2 1 14 0 1 1
7:45 AM 1 2 1 4 0 0
8:00 AM 4 2 6 0 0
8:15 AM 3 3 6 0 0
8:30 AM 2 2 0 0
8:45 AM 9 9 0 0
TOTAL 31 29 0 8 68 0 0 0 0 0 0 1 3 0 4
4:00 PM 1 4 5 10 0 1 1 2
4:15 PM 1 4 1 6 0 2 4 6
4:30 PM 1 4 1 6 0 1 1
4:45 PM 4 7 4 15 0 3 1 4
5:00 PM 4 4 0 3 3
5:15 PM 2 1 3 0 2 2
5:30 PM 7 4 11 0 1 1 2
5:45 PM 1 1 2 0 1 2 3
TOTAL 8 32 0 17 57 0 0 0 0 0 1 14 0 8 23

INCLUDE BIKE / PED
PM
7:30 AM
4:45 PM

AM AMPM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: PACIFIC TECHNICAL DATA
DATE: LOCATION: SAN MARCOS PROJECT #: PTD18-0126-01
1/25/18 NORTH & SOUTH: TWIN OAKS VALLEY LOCATION #: 6
THURSDAY EAST & WEST: SAN MARCOS BL CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

TWIN OAKS VALLEY TWIN OAKS VALLEY SAN MARCOS BL SAN MARCOS BL

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 20 97 65 14 213 78 28 49 56 85 76 5 786 0
7:15 AM 43 88 94 25 211 68 34 86 60 75 116 7 907 0
7:30 AM 42 92 109 28 232 64 29 84 64 105 132 8 989 0
7:45 AM 50 105 86 24 231 66 44 103 69 126 144 5 1,053 0 8:00 AM 53 89 93 21 209 63 50 202 79 99 120 8 1,086 0
8:15 AM 58 97 84 19 211 56 54 110 72 114 136 7 1,018 0
8:30 AM 43 99 74 25 243 60 36 82 81 124 101 4 972 0
8:45 AM 56 120 119 37 225 58 31 84 69 79 102 9 989 0
VOLUMES 365 787 724 193 1,775 513 306 800 550 807 927 53 7,800 0 0 0 0 0 APPROACH % 19% 42% 39% 8% 72% 21% 18% 48% 33% 45% 52% 3% APP/DEPART 1,876 / 1,146 2,481 / 3,132 1,656 / 1,717 1,787 / 1,805 0

BEGIN PEAK HR
VOLUMES 203 383 372 92 883 249 177 499 284 444 532 28 4,146 APPROACH % 21% 40% 39% 8% 72% 20% 18% 52% 30% 44% 53% 3% PEAK HR FACTOR 0.986 0.944 0.725 0.913 0.954
APP/DEPART 958 / 588 1,224 / 1,611 960 / 963 1,004 / 984 0 4:00 PM 90 173 68 25 121 50 63 186 89 77 88 18 1,048 0
4:15 PM 58 160 84 50 129 35 62 179 67 83 127 24 1,058 0 4:30 PM 57 167 61 40 150 56 87 159 88 77 115 30 1,087 0 4:45 PM 67 182 67 27 155 62 75 174 79 80 115 26 1,109 0 5:00 PM 87 193 76 32 161 59 81 182 81 107 160 27 1,246 0 5:15 PM 81 159 75 28 150 83 53 153 75 102 138 29 1,126 0 5:30 PM 89 196 90 13 124 58 63 168 92 98 135 21 1,147 0 5:45 PM 88 168 94 15 99 78 67 166 72 76 105 19 1,047 0
VOLUMES 617 1,398 615 230 1,089 481 551 1,367 643 700 983 194 8,868 0 0 0 0 0 APPROACH % 23% 53% 23% 13% 61% 27% 22% 53% 25% 37% 52% 10% APP/DEPART 2,630 / 2,143 1,800 / 2,432 2,561 / 2,212 1,877 / 2,081 0

BEGIN PEAK HR
VOLUMES 324 730 308 100 590 262 272 677 327 387 548 103 4,628 APPROACH % 24% 54% 23% 11% 62% 28% 21% 53% 26% 37% 53% 10% PEAK HR FACTOR 0.908 0.912 0.927 0.883 0.929
APP/DEPART 1,362 / 1,105 952 / 1,304 1,276 / 1,085 1,038 / 1,134 0

TWIN OAKS VALLEY

NORTH SIDE

SAN MARCOS BL WEST SIDE EAST SIDE SAN MARCOS BL

SOUTH SIDE

TWIN OAKS VALLEY

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 2 1 4 0 0
7:15 AM 4 5 1 10 0 1 1
7:30 AM 2 2 1 5 0 0
7:45 AM 0 0 0
8:00 AM 4 1 1 6 0 0
8:15 AM 1 1 2 0 1 1
8:30 AM 2 2 1 5 0 2 2
8:45 AM 5 3 1 4 13 0 3 3
TOTAL 19 16 2 8 45 0 0 0 0 0 0 1 0 6 7
4:00 PM 1 5 2 1 9 0 0
4:15 PM 3 3 1 7 0 0
4:30 PM 4 8 2 2 16 0 0
4:45 PM 3 4 7 0 1 1
5:00 PM 1 1 1 2 5 0 1 1 2
5:15 PM 6 6 0 1 1
5:30 PM 2 1 2 5 0 0
5:45 PM 3 2 5 0 0
TOTAL 17 30 6 7 60 0 0 0 0 0 0 2 1 1 4

INCLUDE BIKE / PED
PM
7:30 AM
4:45 PM

AM AMPM
San Marcos Senior Apartment Project September 17, 2019 Page | 60

Appendix B: Existing Scenario Synchro Worksheets

HCM 6th Signalized Intersection Summary
1: Twin Oaks Valle~ Rd. & Borden Rd.
,> -+ "), f .... ' "" t
ovement EBL EBT EBR WBL WBT WBR NBL NBT
Lane Configurations 11 tf+ 11 tf+ 11 tt
Traffic Volume (veh/h) 55 228 236 262 406 98 181 407
Future Volume (veh/h) 55 228 236 262 406 98 181 407
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 60 248 257 285 441 107 197 442
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 78 356 317 314 946 228 227 1334
Arrive On Green 0.04 0.20 0.20 0.18 0.33 0.33 0.13 0.38 Sat Flow, veh/h 1781 1777 1585 1781 2840 684 1781 3554
Grp Volume(v), veh/h 60 248 257 285 275 273 197 442
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1747 1781 1777 Q Serve(g_s), s 3.5 13.4 16.0 16.3 12.6 12.8 11.2 9.2
Cycle Q Clear(g_c), s 3.5 13.4 16.0 16.3 12.6 12.8 11.2 9.2 Prop In Lane 1.00 1.00 1.00 0.39 1.00
Lane Grp Cap(c), veh/h 78 356 317 314 592 582 227 1334
V /C Ratio(X) 0.77 0.70 0.81 0.91 0.46 0.47 0.87 0.33
Avail Cap(c_a), veh/h 162 549 489 320 703 691 227 1334
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.1 38.5 39.6 41.8 27.3 27.3 44.4 23.1 Iner Delay (d2), s/veh 15.0 2.5 5.8 27.8 0.6 0.6 28.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 1.9 6.0 6.7 9.5 5.4 5.4 6.7 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.0 41.0 45.3 69.6 27.8 27.9 72.5 23.8 LnGre LOS E D D E C C E C
Approach Vol, veh/h 565 833 732
Approach Delay, s/veh 45.4 42.2 35.3
Approach LOS D D D
imer -Assi ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.0 44.5 22.8 27.3 17.7 35.8 9.0 41.1 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max Q Clear Time (g_c+l1), s 5.5 11.2 18.3 18.0 13.2 28.5 5.5 14.8 Green Ext Time (p_c), s 0.0 3.3 0.0 2.7 0.0 1.1 0.0 3.5 ntersection Summa
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
,It-
NBR
.,,
86 86
0 1.00

1.00 1870
93 0.92
2 875

0.38 1585
93 1585

2.9 2.9

1.00 875

0.11 875

1.00 1.00

11.1 0.2

0.0 1.0

11.3 B
Existing AM
04/24/2018
'. l .,;'
SBL Stiff SB
11 tt .,,
55 868 96
55 868 96
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
60 943 104

0.92 0.92 0.92
2 2 2
78 1036 462

0.04 0.29 0.29
1781 3554 1585
60 943 104
1781 1m 1585

3.5 26.5 5.2

3.5 26.5 5.2

1.00 1.00
78 1036 462

0.77 0.91 0.23
162 1036 462

1.00 1.00 1.00

1.00 1.00 1.00

49.1 35.4 27.8

15.0 13.3 1.1

0.0 0.0 0.0

1.9 13.2 2.1

64.0 48.7 29.0
E D C
1107

47.7 D
Synchro 10 Report

HCM 6th Signalized Intersection Summary
2: Woodward St. & Borden Rd.
.,,> -+
• 'f +-
'
""\ t
ovement ~BL EST EBR WBL WBT WBR NBL NBT
Lane Configurations 1i ti. 1i ti. 1i i.

Traffic Volume (veh/h) 38 314 80 26 486 20 83 31
Future Volume (veh/h) 38 314 80 26 486 20 83 31
Initial a (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/Mn 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 341 87 28 528 22 90 34
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 67 606 152 52 719 30 116 542
Arrive On Green 0.04 0.22 0.22 0.03 0.21 0.21 0.07 0.44 Sat Flow, veh/h 1781 2812 708 1781 3477 145 1781 1230
Grp Volume(v), veh/h 41 214 214 28 270 280 90 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1743 1781 1m 1844 1781 0 a Serve(g_s), s 1.8 8.5 8.7 1.2 11.2 11.3 3.9 0.0
Cycle Q Clear(g_c), s 1.8 8.5 8.7 1.2 11.2 11.3 3.9 0.0 Prop In Lane 1.00 0.41 1.00 0.08 1.00
Lane Grp Cap(c), veh/h 67 383 375 52 368 382 116 0
V/C Ratio(X) 0.61 0.56 0.57 0.54 0.73 0.74 0.77 0.00
Avail Cap(c_a), veh/h 124 691 678 133 695 722 236 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.6 27.7 27.8 37.9 29.4 29.4 36.4 0.0 Iner Delay (d2), s/veh 8.8 1.3 1.4 8.5 2.8 2.8 10.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.6 3.7 0.6 4.9 5.1 2.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 29.0 29.2 46.5 32.2 32.2 46.8 0.0 LnGre LOS D C C D C C D A
Approach Vol, veh/h 469 578 139
Approach Delay, s/veh 30.6 32.9 34.8
Approach LOS C C C
imer -Assi ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.5 41.7 6.8 23.3 9.7 39.5 7.5 22.6 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+l1 ), s 3.8 3.3 3.2 10.7 5.9 6.7 3.8 13.3 Green Ext Time (p_c), s 0.0 0.2 0.0 2.5 0.1 1.4 0.0 3.1 ntersection Summa
HCM 6th Ctrl Delay 29.2
HCM 6th LOS C
otes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"
NBR
14 14
0 1.00

1.00 1870
15 0.92
2 239

0.44 543
49 1773

1.3 1.3

0.31 781

0.06 781

1.00 1.00

12.8 0.2

0.0 0.5

12.9 8
Existing AM
04/24/2018
'. i .I

SSL SST SB
1i t l'
38 155 133
38 155 133
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
41 168 145

0.92 0.92 0.92
2 2 2
67 772 654

0.04 0.41 0.41
1781 1870 1585
41 168 145
1781 1870 1585

1.8 4.6 4.7

1.8 4.6 4.7

1.00 1.00
67 772 654

0.61 0.22 0.22
148 772 654

1.00 1.00 1.00

1.00 1.00 1.00

37.6 15.0 15.0

8.8 0.6 0.8

0.0 0.0 0.0

0.9 2.0 1.7

46.4 15.7 15.8
D 8 8
354

19.3 8
Synchro 1 O Report

HCM
6th
Signalized
Intersection
Summary
3:

Woodward
St.
&
Vineyard
Rd.

HCM
6th
Edition
methodology
does
not
support
exclusive
ped
or
hold
phases.

Lanikai
Senior
Apartments
04/23/2018
Baseline
Existing
AM
04/24/2018
Synchro
1 O
Report Page
1 HCM
Signalized
Intersection
Capacity
Analysis
3:

Woodward
St.
&
Vinelard
Rd.
'f
'-
t
I"
'.
!
t>vement
WBL
WBR
NBT
NBA
SBL
SB"Ji
Lane
Configurations
'i
'{'
t
,,
'i
t
Traffic
Volume
(vph)
259
4 122
64 1
299
Future
Volume
(vph)
259
4 122
64 1
299
Ideal
Flow
(vphpl)
1900
1900 1900
1900
1900
1900
Total
Lost
time
(s)

5.6 5.6

6.4 6.4

4.5 6.0
Lane
Ulil.

Factor

1.00 1.00

1.00 1.00

1.00 1.00
Fri

1.00 0.85

1.00 0.85

1.00 1.00
Flt
Protected

0.95 1.00

1.00 1.00

0.95 1.00
Said.

Flow
(pro!)
1770
1583
1863
1583
1770
1863
Flt
Permitted

0.95 1.00 1.00

1.00 0.95

1.00 Said.

Flow
(eerm)
1770
1583 1863
1583
1770
1863
Peak-hour
factor,
PHF

0.92 0.92 0.92

0.92 0.92

0.92 Adj.

Flow
(vph)
282
4 133
70 1
325
RTOR
Reduction
(vph)
0 3 0
33 0 0
Lane
Graue
Flow
(vehl
282
1 133
37 1
325
Turn
Type
Perm
Perm
NA
Perm
Prat
NA
Protected
Phases
2 1
6 Permitted
Phases
8 8
2 Actuated
Green,
G
(s)

15.8 15.8

38.0 38.0

0.9 43.8
Effective
Green,
g (s)

15.8 15.8

38.0 38.0

0.9 43.8
Actuated
g/C
Ratio

0.22 0.22

0.53 0.53

0.01 0.62
Clearance
Time
(s)

5.6 5.6

6.4 6.4

4.5 6.0
Vehicle
Extension
(s)

3.0 3.0

3.0 3.0

3.0 3.0
Lane
Grp
Cap
(vph)
392
351
994
844
22 1146
vis
Ratio
Prat

0.07 0.00
c0.17
vis
Ratio
Perm
c0.16

0.00 0.02
vie
Ratio

0.72 0.00 0.13

0.04 0.05

0.28 Uniform
Delay,
d1

25.6 21.6

8.3 7.9

34.7 6.4
Progression
Factor

1.00 1.00 1.00

1.00 1.00

1.00 Incremental
Delay,
d2

6.2 0.0 0.3

0.1 0.9

0.6 Delay
(s)

31.9 21.6

8.6 8.0

35.6 7.0
Level
of
Service
C
C A
A
D A
Approach
Delay
(s)

31.7 8.4

7.1 Approach
LOS
C
A
A
ntersection
Summa
HCM
2000
Control
Delay

16.1 HCM
2000
Level
of
Service
HCM
2000
Volume
to
Capacity
ratio

0.43 Actuated
Cycle
Length
(s)

71.2 Sum
of
lost
time
(s)
Intersection
Capacity
Utilization

39.8%
ICU
Level
of
Service
Analysis
Period
(min)
15 C
Critical
Lane
Group
Lanikai
Senior
Apartments
04 123
12018
Baseline
8 16.5
A
Existing
AM
0412412018
Synchro
10 Report Page
1 HCM
6th
Signalized
Intersection
Summary
4:

Twin
Oaks
Vallel
Rd.
&
Richmar
Ave.
,>
-+
-,.
f
,.._
'
"\
t
ovement
EBL
EBT
EBA
WBL
WBT
WBR
NBL
NBT
Lane
Configurations
'i
f+
'i
f+
'i
tf+
Traffic
Volume
(veh/h}
135
6 74
13 3
5 47
534
Future
Volume
(veh/h)
135
6 74
13 3
5 47
534
Initial
a
(Qb)
, veh
0 0
0 0
0 0 0 0
Ped-Bike
Adj(A_pbT}

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
Work
Zone
On
Approach
No
No
No
Adj
Sat
Flow,
veh/hnn
1870
1870
1870
1870 1870 1870
1870
1870
Adj
Flow
Rate,
veh/h
147
7 80
14 3
5 51
580
Peak
Hour
Factor

0.92 0.92

0.92 0.92

0.92 0.92

0.92 0.92
Percent
Heavy
Veh,
%
2 2 2 2 2 2 2 2
Cap,
veh/h
193
14 160
42 15
25 71
1979
Arrive
On
Green

0.11 0.11

0.11 0.02

0.02 0.02

0.04 0.58
Sat
Flow,
veh/h
1781
129
1476
1781
630
1051 1781
3405
Grp
Volume(v),
veh/h
147
0 87
14 0 8
51 302
Grp
Sat
Flow(s),veh/hnn
1781
0 1605
1781
0 1681
1781
1777
a
Serve(g_s},
s

7.3 0.0

4.7 0.7

0.0 0.4

2.6 7.8
Cycle
Q
Clear(g_c},
s

7.3 0.0

4.7 0.7

0.0 0.4

2.6 7.8
Prop
In
Lane

1.00 0.92

1.00 0.63

1.00 Lane
Grp
Cap(c),
veh/h
193
0 174
42 0
39 71
1032
V/C
Ratio(X)

0.76 0.00

0.50 0.34

0.00 0.20

0.72 0.29
Avail
Cap(c_a},
veh/h
358
0 323
705
0 665
104
1032
HCM
Platoon
Ratio

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
Upstream
Filter(!)

1.00 0.00

1.00 1.00

0.00 1.00 1.00

1.00 Uniform
Delay
(d),
s/veh

39.4 0.0

38.3 43.7

0.0 43.6

43.2 9.6
Iner
Delay
(d2},
s/veh

6.1 0.0

2.2 4.6

0.0 2.5

12.8 0.7
Initial
Q
Delay(d3},s/veh

0.0 0.0

0.0 0.0

0.0 0.0 0.0

0.0 %ile
BackOfQ(50%},veh/ln

3.5 0.0

1.9 0.4

0.0 0.2

1.4 3.0
Unsig.

Movement
Delay,
s/veh
LnGrp
Delay(d),s/veh
45 .5

0.0 40.5

48.4 0.0

46.1 56.0

10.3 LnGre
LOS

D A D D A D E
B
Approach
Vol,
veh/h
234
22 666
Approach
Delay,
s/veh

43.7 47.5

13.8 Approach
LOS
D
D
B
imer
-Assigned
Phs
1 2
4 5
6 8
Phs
Duration
(G+Y+Rc},
s 7
.5

58.3 16.5

8.1 57.7

8.7 Change
Period
(Y+Rc),
s 4
.5
• 5.4
• 6.6

4.5 • 5.4

6.6 Max
Green
Setting
(Gmax),
s 7
.1
• 51
• 18

5.3 • 52

36.0 Max
Q
Clear
Time
(g_c+l1},
s

3.9 9.8

9.3 4.6

28.0 2.7
Green
Ext
Time
(p_c),
s 0
.0

4.3 0.6 0.0

11.7 0.0
ntersection
Summa
HCM
6th
Ctrl
Delay

20.0 HCM
6th
LOS
B
ates • HCM
6th
computational
engine
requires
equal
clearance
times
for
the
phases
crossing
the
barrier
.

Lanikai
Senior
Apartments
04/23/2018
Baseline
,,. NBA
32 32 0

1.00 1.00 1870
35 0.92
2 119 0.58 205 313 1833 7.8 7.8 0.11
1065 0.29 1065 1.00 1.00 9.6 0.7 0.0 3.1 10.3
B
Existing
AM
04/24/2018
'1.
i
✓
SBL
SBT
SB
'i
tf+
34 1153
160
34 1153
160
0 0 0

1.00 1.00

1.00 1.00

1.00 No
1870
1870
1870
37 1253
174

0.92 0.92

0.92 2 2
2 59
1802
249

0.03 0.57

0.57 1781
3136
433
37 707
720
1781
1777 1792

1.9 25.6

26.0 1.9

25.6 26
.0

1.00 0.24
59 1021
1030

0.62 0.69

0.70 139
1021
1030

1.00 1.00

1.00 1.00

1.00 1.00

43.4 13
.7
13 .8
10 .2

3.9 3.9

0.0 0.0

0.0 1.0

10.3 10.6

53.6 17.5
17 .7
D
B
B
1464 18.5
B
Synchro
10 Report Page
1 HCM 6th Signalized Intersection Summary Existing AM
5: E. San Marcos Blvd./Woodward St. & E. Mission Rd. 04/24/2018 ,> _. "), 'f +-
'
~ t I" ~ ! .,.,,
ovement EBL EBT !:BR WBL WBT WBR NBL NBT NBA SBL SBT SB Lane Configurations 'i tt '{' 'i'i tt '{' 'i tt '{' 'i t~ Traffic Volume (veh/h) 36 478 50 636 798 105 12 54 430 89 366 75 Future Volume (veh/h) 36 478 50 636 798 105 12 54 430 89 366 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 520 54 691 867 114 13 59 0 97 398 82 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 56 669 298 701 1278 570 27 1192 104 1115 228 Arrive On Green 0.03 0.19 0.19 0.20 0.36 0.36 0.01 0.34 0.00 0.06 0.38 0.38 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 2939 600 Grp Volume(v), veh/h 39 520 54 691 867 114 13 59 0 97 239 241 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1777 1762 Q Serve(g_s), s 2.4 15.4 3.2 22.1 22.9 5.5 0.8 1.2 0.0 6.0 10.7 10.9 Cycle Q Clear(g_c), s 2.4 15.4 3.2 22.1 22.9 5.5 0.8 1.2 0.0 6.0 10.7 10.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34
Lane Grp Cap(c), veh/h 56 669 298 701 1278 570 27 1192 104 674 668 V/C Ratio(X) 0.69 0.78 0.18 0.99 0.68 0.20 0.49 0.05 0.93 0.35 0.36 Avail Cap(c_a), veh/h 112 1122 500 701 1625 725 80 1192 104 674 668 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 42.8 37.8 44.0 30.1 24.5 54.2 24.9 0.0 52.0 24.7 24.7 Iner Delay (d2), s/veh 14.3 2.0 0.3 30.2 0.8 0.2 13.3 0.1 0.0 65.6 1.5 1.5 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 1.3 6.9 1.3 12.3 9.8 2.1 0.5 0.5 0.0 4.6 4.8 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.4 44.8 38.1 74.2 30.9 24.7 67.5 25.0 0.0 117.5 26.1 26.2 LnGre LOS E D D E C C E C F C C
Approach Vol, veh/h 613 1672 72 A 577
Approach Delay, s/veh 45.6 48.4 32.7 41.5
Approach LOS D D C D
imer -Assi ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 45.2 27.0 27.7 6.1 50.1 8.0 46.7 Change Period (Y+Rc), s 4.5 8.0 4.5 * 6.8 4.5 *8 4.5 * 6.8 Max Green Setting (Gmax), s 6.5 37.2 22.5 * 35 5.0 * 39 7.0 * 51 Max Q Clear Time (g_c+l1), s 8.0 3.2 24.1 17.4 2.8 12.9 4.4 24.9 Green Ext Time (p_c), s 0.0 0.3 0.0 3.4 0.0 3.0 0.0 7.2 ntersection Summa~
HCM 6th Ctrl Delay 46.1
HCM 6th LOS D
otes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Lanikai Senior Apartments 04/23/2018 Baseline Synchro 1 O Report

HCM
6th
Signalized
Intersection
Summary
6:

Twin
Oaks
Vallel
Rd.
&
E.

San
Marcos
Blvd.
,>
-+
..
f
~
ovement
EBL
EBT
EBA
WBL
WBT
Lane
Configurations
'i'i
++
'{'
'i'i
+~
Traffic
Volume
(veh/h)
177
499
284
444
532
Future
Volume
(veh/h)
177
499
284
444
532
Initial
a
(Qb),
veh
0 0 0 0 0
Ped-Bike
Adj(A_pbT)

1.00 1.00 1.00
Parking
Bus,
Adj

1.00 1.00 1.00

1.00 1.00
Work
Zone
On
Approach
No
No
Adj
Sat
Flow,
veh/h/ln
1870
1870 1870 1870
1870
Adj
Flow
Rate,
veh/h
192
542
309
483
578
Peak
Hour
Factor

0.92 0.92

0.92 0.92

0.92 Percent
Heavy
Veh,
% 2
2 2 2
2 Cap,
veh/h
244
813
363
526
1068
Arrive
On
Green

0.07 0.23

0.23 0.15

0.31 Sat
Flow,
veh/h
3456 3554
1585
3456
3437
Grp
Volume(v),
veh/h
192
542
309
483
298
Grp
Sat
Flow(s),veh/h/ln
1728
1777
1585 1728
1777
a
Serve(g_s),
s

7.7 19.6

26.3 19.4

19.6 Cycle
a
Clear(g
_c),
s

7.7 19.6

26.3 19.4

19.6 Prop
In
Lane

1.00 1.00 1.00
Lane
Grp
Cap(c),
veh/h
244
813
363
526 552
V/C
Ratio(X)

0.79 0.67

0.85 0.92 0.54
Avail
Cap(c
_a),
veh/h
345
1033
461
532
612
HCM
Platoon
Ratio

1.00 1.00 1.00

1.00 1.00
Upstream
Filter(!)

1.00 1.00

1.00 1.00

1.00 Uniform
Delay
(d),
s/veh

64.5 49.5

52.1 58.9

40.3 Iner
Delay
(d2),
s/veh

7.7 1.1

11.8 20.8

0.8 Initial
Q
Delay(d3),s
/veh

0.0 0.0

0.0 0.0

0.0 %ile
BackOfQ(50%),veh
/ln

3.7 8.9

11.7 10.0

8.8 Unsig.

Movement
Delay,
s/veh
LnGrp
Delay(d),s/veh

72.3 50.6

63.9 79.8

41.1 LnGre
LOS
E
D
E E
D
Approach
Vol,
veh/h
1043
1091
Approach
Delay,
s/veh

58.5 58.2
Approach
LOS
E
E
imer
-Assi
ned
Phs
1 2
3 4
5 Phs
Duration
(G+Y+Rc),
s

10.5 65.1

26.0 39.5

15.0 Change
Period
(Y+Rc),
s

4.5 7.5

4.5 7.2

4.5 Max
Green
Setting
(Gmax),
s

8.7 54.9

21.7 41.0

10.5 Max
a
Clear
Time
(g_c+l1
), s

6.0 23.2 21.4

28.3 10.9
Green
Ext
Time
(p_c),
s

0.1 4.7

0.1 3.9

0.0 ntersection
Summa
HCM
6th
Ctrl
Delay

55.5 HCM
6th
LOS
E
Lanikai
Senior
Apartments
04 /23
/2018
Baseline
'
""\
t
WBR
NBU.

NBT
'i'i
++
28 203
383
28 203
383
0 0 0

1.00 1.00 1.00 1.00 1.00
No
1870 1870
1870
30 221
416

0.92 0.92

0.92 2 2
2 55
257
1452

0.31 0.07

0.41 178
3456
3554
310
221
416
1838 1728 1777 19.7

8.9 11.1

19.7 8.9

11.1 0.10

1.00 571
257
1452

0.54 0.86 0.29
633
257
1452

1.00 1.00

1.00 1.00 1.00

1.00 40.3

64.5 27.9

0.8 24.1

0.5 0.0

0.0 0.0

9.1 4.8 4.9

41.1 88.6

28.4 D
F C
1041 37.9
D
6 7 8

60.6 14.4

51.0 7.5

4.5 7.2

53.1 14.1

48.6 49.7

9.7 21.7

2.3 0.2

4.0 I" NBA
'{' 372 372
0 1.00 1.00 1870 404 0.92
2 889 0.41 1585 404 1585 21.2 21.2 1.00 889 0.45 889 1.00 1.00 18.2 1.7 0.0 8.2 19.9 B
Existing
AM
04/24/2018
'.
!
~
SBL
SBT
SB
'i'i
+~
92 883
249
92 883
249
0 0
0 1.00

1.00 1.00

1.00 1.00
No
1870
1870
1870
100
960
271

0.92 0.92

0.92 2 2
2 146
1031
290

0.04 0.38

0.38 3456
2738
770
100
622
609
1728
1777
1732

4.0 47.4

47.7 4.0

47.4 47.7

1.00 0.44
146
669
652

0.68 0.93

0.93 213
669
652

1.00 1.00

1.00 1.00

1.00 1.00

66.6 42
.2

42.3 5.6

21.3 22
.4

0.0 0.0

0.0 1.9

24.6 24.3

72.2 63.5

64.7 E
E
E
1331 64.7
E
Synchro
1 O Report Page
1 HCM
6th
Signalized
Intersection
Summary
1:

Twin
Oaks
Valle~
Rd.
&
Borden
Rd.
.,>
-+
•
'f
~
' '
t
ovement
EBL
esr
EBA
WBL
WBT
WBR
NBL:

NBt
Lane
Configurations
'I
tf+
'I
tf+
'I
tt
Traffic
Volume
(veh/h)
157
287
200
157
249
59 210
660
Future
Volume
(veh/h)
157
287
200
157
249
59 210
660
Initial
Q
(Qb),
veh
0 0 0 0
0 0 0 0
Ped-Bike
Adj(A_pbT)

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
Work
Zone
On
Approach
No
No
No
Adj
Sat
Flow,
veh/h/ln
1870
1870
1870 1870
1870 1870 1870
1870
Adj
Flow
Rate,
veh/h
171
312
217
171
271
64 228
717
Peak
Hour
Factor

0.92 0.92

0.92 0.92

0.92 0.92

0.92 0.92
Percent
Heavy
Veh,
%
2 2 2
2 2 2 2
2 Cap,
veh/h
177
409
278
207
628
146
248
1378
Arrive
On
Green

0.10 0.20

0.20 0.12

0.22 0.22

0.14 0.39
Sat
Flow,
veh/h
1781
2025
1375
1781
2863
665
1781
3554
Grp
Volume(v),
veh/h
171
273
256
171
166
169
228
717
Grp
Sat
Flow(s),veh/h/ln
1781
1777
1623
1781
1777
1751
1781
1m
Q
Serve(g_s),
s

9.1 13.7

14.2 8.9

7.6 7.9

12.0 14.7
Cycle
Q
Clear(g_c),
s

9.1 13.7

14.2 8.9

7.6 7.9

12.0 14.7
Prop
In
Lane

1.00 0.85

1.00 0.38

1.00 Lane
Grp
Cap(c),
veh/h
177
359 328
207
390
384
248
1378
V /C
Ratio(X)

0.97 0.76

0.78 0.82

0.43 0.44 0.92 0.52
Avail
Cap(c_a),
veh/h
177
600
548
350
769
757
248
1378
HCM
Platoon
Ratio

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
Upstream
Filter(!)

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
Uniform
Delay
(d),
s/veh

42.5 35.6

35.8 40.9

31.9 32.0

40.3 22.2
Iner
Delay
(d2),
s/veh

58.1 3.3

4.1 8.0

0.7 0.8

36.1 1.4
Initial
Q
Delay(d3),s/veh

0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 %ile
BackOfQ(50%),veh/ln

6.8 6.2

5.9 4.3

3.3 3.4

7.7 6.2
Unsig.

Movement
Delay,
s/veh
LnGrp
Delay(d),s/veh
100.7

39.0 39.9

49.0 32.6 32.8

76.4 23.7
LnGre
LOS
F
D
D D
C C E
C
Approach
Vol,
veh/h
700
506
1217
Approach
Delay,
s/veh

54.4 38.2

31.7 Approach
LOS
D
D
C
imer
-Assi
ned
Phs
1 2
3 4 5 6 7
8 Phs
Duration
(G+Y+Rc),
s

11.1 42.4

15.5 25.8

17.7 35.8

13.9 27.4
Change
Period
(Y+Rc),
s

4.5 * 5.6

4.5 * 6.6

4.5 * 5.6

4.5 * 6.6
Max
Green
Setting
(Gmax),
s

9.4 * 34

18.6 * 32

13.2 * 30

9.4 * 41
Max
Q
Clear
Time
(g_c+l1
), s 7
.1

16.7 10.9 16.2
14 .0

18.2 11.1

9.9 Green
Ext
Time
(p_c),
s

0.0 5.6

0.3 3.0

0.0 4.1

0.0 2.1
ntersection
Summa
HCM
6th
Ctrl
Delay

37.7 HCM
6th
LOS
D
otes • HCM
6th
computational
engine
requires
equal
clearance
times
for
the
phases
crossing
the
barrier.

Lanikai
Senior
Apartments
04/23/2018
Baseline
I" NBA
,, 250 250
0 1.00 1.00 1870 272 0.92
2 799 0.39
1585 272 1585 9.7 9.7 1.00 799 0.34 799 1.00 1.00 14.1 1.2 0.0 3.6 15.2 B
Existing
PM
04/24/2018
'.
~
✓
SBL
SBT
SB
"'i
tt
,,
90 657
71 90
657
71 0 0 0

1.00 1.00

1.00 1.00

1.00 No
1870 1870
1870
98 714
77 0.92

0.92 0.92
2 2
2 125
1132
505

0.07 0.32

0.32 1781
3554
1585
98 714
77 1781
1777
1585

5.1 16.2

3.3 5.1

16.2 3.3

1.00 1.00
125
1132
505

0.79 0.63

0.15 177
1132
505

1.00 1.00

1.00 1.00

1.00 1.00

43.4 27.5

23.1 14.0

2.7 0.6

0.0 0.0

0.0 2.7

7.1 1.3

57.4 30.2

23.8 E
C
C
889 32.7
C
Synchro
1 O
Report Page
1 HCM 6th Signalized Intersection Summary
2: Woodward St. & Borden Rd .
.,,> -+ -,. 'f +-
'
"'\ t
ovement EB!,. EBT EBA WBL WBT WBR NBL NBT
Lane Configurations .., t~ .., t~ .., ~
Traffic Volume (veh/h) 131 439 56 11 312 30 70 92
Future Volume (veh/h) 131 439 56 11 312 30 70 92
Initial a (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 142 477 61 12 339 33 76 100
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 128 666 85 26 500 48 98 706
Arrive On Green 0.07 0.21 0.21 0.01 0.15 0.15 0.06 0.46 Sat Flow, veh/h 1781 3171 404 1781 3274 317 1781 1543
Grp Volume(v), veh/h 142 266 272 12 183 189 76 0
Grp Sat Flow(s),veh/h/ln 1781 1m 1798 1781 1777 1813 1781 0 a Serve(g_s), s 5.5 10.6 10.7 0.5 7.4 7.5 3.2 0.0
Cycle Q Clear(g_c), s 5.5 10.6 10.7 0.5 7.4 7.5 3.2 0.0 Prop In Lane 1.00 0.22 1.00 0.17 1.00
Lane Grp Cap(c), veh/h 128 373 378 26 271 277 98 0
V/C Ratio(X) 1.11 0.71 0.72 0.46 0.67 0.68 0.77 0.00
Avail Cap(c_a), veh/h 128 717 726 138 722 737 245 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 35.4 28.0 28.0 37.3 30.5 30.6 35.6 0.0 Iner Delay (d2), s/veh 110.6 2.5 2.6 11.9 2.9 3.0 12.0 0.0 Initial a Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 4.6 4.7 0.3 3.3 3.4 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 146.0 30.5 30.6 49.2 33.4 33.5 47.5 0.0 LnGre LOS F C C D C C D A
Approach Vol, veh/h 680 384 194
Approach Delay, s/veh 54.7 34.0 26.1
Approach LOS D C C
imer -Assi ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.7 41.7 5.6 22.2 8.7 39.7 10.0 17.8 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+l1 ), s 3.2 4.9 2.5 12.7 5.2 4.5 7.5 9.5 Green Ext Time (p_c), s 0.0 0.6 0.0 3.1 0.1 0.7 0.0 2.1 ntersection Summa
HCM 6th Ctrl Delay 40.4
HCM 6th LOS D
otes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"'
NBA
17 17
0 1.00

1.00 1870
18 0.92
2 127

0.46 278
118
1820

2.9 2.9

0.15 833

0.14 833

1.00 1.00

12.0 0.4

0.0 1.2

12.4 B
Existing PM
04/24/2018
'. ! .,.I

SBL SBT SB
.., t .,,
26 76 78
26 76 78
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
28 83 85

0.92 0.92 0.92
2 2 2
52 807 684

0.03 0.43 0.43
1781 1870 1585
28 83 85
1781 1870 1585

1.2 2.0 2.5

1.2 2.0 2.5

1.00 1.00
52 807 684

0.54 0.10 0.12
154 807 684

1.00 1.00 1.00

1.00 1.00 1.00

36.5 12.9 13.0

8.3 0.3 0.4

0.0 0.0 0.0

0.6 0.9 0.9

44.8 13.2 13.4
D B B
196

17.8 B
Synchro 10 Report

HCM
6th
Signalized
Intersection
Summary
3:

Woodward
St.
&
Vineyard
Rd.

HCM
6th
Edition
methodology
does
not
support
exclusive
ped
or
hold
phases.

Lanikai
Senior
Apartments
04/23/2018
Baseline
Existing
PM
04/24/2018
Synchro
1 0
Report Page
1 HCM
Signalized
Intersection
Capacity
Analysis
3:

Woodward
St.
&
Vine~ard
Rd.
'f
'
t
/"'
~
!
ovement
WBL
WBR
NBT
NBA
SBL
SBT
Lane
Configurations
'i
.,,
t
.,,
'i
t
Traffic
Volume
(vph)
107
1 216 256
5 146
Future
Volume
(vph)
107
1 216 256
5 146
Ideal
Flow
(vphpl)
1900
1900 1900 1900 1900
1900
Total
Lost
time
(s)

5.6 5.6

6.4 6.4

4.5 6.0
Lane
Util.

Factor

1.00 1.00 1.00 1.00 1.00

1.00 Frt

1.00 0.85

1.00 0.85

1.00 1.00
Flt
Protected

0.95 1.00 1.00

1.00 0.95

1.00 Satd.

Flow
(prot)
1770
1583 1863
1583
1770 1863
Flt
Permitted

0.95 1.00

1.00 1.00

0.95 1.00
Satd.

Flow
(eerm)
1770
1583
1863 1583
1770
1863
Peak-hour
factor,
PHF

0.92 0.92

0.92 0.92

0.92 0.92
Adj.

Flow
(vph)
116
1 235 278
5 159
ATOR
Reduction
(vph)
0 1 0
107
0 0
Lane
Graue
Flow
(veh)
116
0 235
171
5 159
Turn
Type
Perm Perm
NA
Perm
Prat
NA
Protected
Phases
2 1 6
Permitted
Phases
8 8
2 Actuated
Green,
G
(s)

8.0 8.0

40.8 40.8

1.0 46.7
Effective
Green,
g (s)

8.0 8.0

40.8 40.8

1.0 46.7
Actuated
g/C
Ratio

0.12 0.12

0.62 0.62 0.02 0.70
Clearance
Time
(s)

5.6 5.6

6.4 6.4

4.5 6.0
Vehicle
Extension
(s)

3.0 3.0 3.0

3.0 3
.0

3.0 Lane
Grp
Cap
(vph)
213
191
1146
974
26 1312
v/s
Ratio
Prat
c0
.13

0.00 c0.09
v/s
Ratio
Perm
c0.07

0.00 0.11
v/c
Ratio

0.54 0.00

0.21 0.18 0.19 0.12
Uniform
Delay,
d1

27.4 25.6

5.6 5.5

32.3 3.2
Progression
Factor

1.00 1.00 1.00

1.00 1.00 1.00
Incremental
Delay,
d2

2.8 0.0

0.4 0.4

3.6 0.2
Delay
(s)

30.3 25.6

6.0 5.9

35.8 3.4
Level
of
Service
C
C
A A
D
A
Approach
Delay
(s)

30.2 5.9

4.3 Approach
LOS
C
A
A
ntersection
Summa
HCM
2000
Control
Delay

9.2 HCM
2000
Level
of
Service
HCM
2000
Volume
to
Capacity
ratio

0.26 Actuated
Cycle
Length
(s)

66.3 Sum
of
lost
time
(s)
Intersection
Capacity
Utilization

29.1%
ICU
Level
of
Service
Analysis
Period
(min)
15 C
Critical
Lane
Group
Lanikai
Senior
Apartments
04 /23
/2018
Baseline
A

16.5 A
Existing
PM
04/24/2018
Synchro
1 O Report Page
1 HCM
6th
Signalized
Intersection
Summary
4:

Twin
Oaks
Vallel
Rd.
&
Richmar
Ave.
.,>
-+
..
'f
+-
'-
"'\
t
ovement
EBL
EiBT
EBA
WBL
WB
T
WBR
NBL
NBT
Lane
Configurations
'I
t+
'I
t+
'I
tt+
Traffic
Volume
(veh/h)
189
7 68
20 5
0 113
991
Future
Volume
(veh/h)
189
7 68
20 5 0
113
991
Initial
a
(Ob)
, veh
0 0 0
0 0
0 0 0
Ped-Bike
Adj(A_pbT)

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
Work
Zone
On
Approach
No
No
No
Adj
Sat
Flow,
veh/h/ln
1870
1870
1870
1870
1870 1870
1870
1870
Adj
Flow
Rate,
veh/h
205
8 74
22 5 0
123
1077
Peak
Hour
Factor

0.92 0.92

0.92 0.92 0.92 0.92

0.92 0.92
Percent
Heavy
Veh,
%
2 2
2 2 2 2 2
2 Cap,
veh/h
246
22 200
48 50
0 98
1989
Arrive
On
Green

0.14 0.14 0.14

0.03 0.03

0.00 0.05

0.56 Sat
Flow,
veh/h
1781
157
1452
1781
1870
0 1781
3539
Grp
Volume(v),
veh/h
205
0 82
22 5 0
123
541
Grp
Sat
Flow(s),veh/hAn
1781
0 1609
1781
1870
0 1781
1777
Q
Serve(g_s),
s

10.8 0.0

4.5 1.2

0.3 0.0

5.3 18.5
Cycle
Q
Clear(g_c),
s
10 .8

0.0 4.5

1.2 0.3

0.0 5.3

18.5 Prop
In
Lane

1.00 0.90

1.00 0.00

1.00 Lane
Grp
Cap(c),
veh/h
246
0 222
48 50
0 98
999
V/C
Ratio(X)

0.83 0.00

0.37 0.46

0.10 0.00

1.26 0.54
Avail
Cap(c_a},
veh/h
337
0 305
664
697
0 98
999
HCM
Platoon
Ratio

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
Upstream
Filter(I)

1.00 0.00

1.00 1.00

1.00 0.00

1.00 1.00
Uniform
Delay
(d),
s/veh
40 .6

0.0 37.8
46 .3
45 .9

0.0 45.7

13.3 Iner
Delay
(d2),
s/veh
12 .2

0.0 1.0

6.9 0.9

0.0 175.8

2.1 Initial
Q
Delay(d3),s/veh

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
%ile
BackOfQ(50%),veh/ln

5.5 0.0

1.8 0.6

0.1 0.0

7.1 7.5
Unsig.

Movement
Delay,
s/veh
LnGrp
Delay(d),s/veh
52 .7

0.0 38.8

53.2 46
.8

0.0 221.4

15.4 LnGre
LOS

D A D D D A
F B
Approach
Vol,
veh/h
287
27 1228
Approach
Delay,
s/veh
48 .7

52.0 36.0
Approach
LOS
D
D
D
imer
• Assi
ned
Phs
1 2
4 5 6
8 Phs
Duration
(G+Y+Rc),
s

7.8 59.7

19.9 9.8

57.7 9.2
Change
Period
(Y+Rc),
s

4.5 • 5.4
* 6.6

4.5 * 5.4

6.6 Max
Green
Setting
(Gmax),
s

7.1 * 51
*18

5.3 * 52

36.0 Max
Q
Clear
Time
(g_c+l1
), s

4.1 20.5

12.8 7.3

22.7 3.2
Green
Ext
Time
(p_c),
s

0.0 8.8

0.5 0.0

9.2 0.1
ntersection
Summa
HCM
6th
Ctrl
Delay

30.1 HCM
6th
LOS
C
oles • HCM
6th
computational
engine
requires
equal
clearance
times
for
the
phases
crossing
the
barrier.

Lanikai
Senior
Apartments
04/23/2018
Baseline
~ NBA 26 26 0

1.00 1.00 1870
28 0.92
2 52 0.56 92 564 1854 18.5 18.5 0.05 1042 0.54 1042 1.00 1.00 13.3 2.0 0.0 7.8

15.3 B
Existing
PM
04/24/2018
'.
~
~
SBL
SBT
SB
'I
tt+
37 888
153
37 888
153
0 0 0

1.00 1.00

1.00 1.00

1.00 No
1870
1870
1870
40 965
166

0.92 0.92 0.92
2 2
2 61
1641
282

0.03 0.54

0.54 1781
3032
521
40 565
566
1781
1777
1777

2.1 20.7
20 .7

2.1 20.7
20 .7

1.00 0.29
61 962 962

0.66 0.59

0.59 131
962
962

1.00 1.00

1.00 1.00

1.00 1.00
46 .1
14 .9
14 .9

11.5 2.6

2.6 0.0 0.0

0.0 1.1

8.5 8.5

57.6 17.5

17.5 E B B
1171 18.9
B
]
Synchro
1 O
Report Page
1 HCM
6th
Signalized
Intersection
Summary
Existing
PM
5:

E.

San
Marcos
Blvd./Woodward
St.
&
E.

Mission
Rd.
04/24/2018
.,>
-+
•
'f
~
'
""
t
I'"
'.
l
~
ovement
EBL
EBT
EBA
WBL
WB'f
WBR
NBL
NBT
NBA
SBL
SBT
SB
Lane
Configurations
11 tt
'{'
1111
tt
'{'
11 tt
'{'
11 t~
Traffic
Volume
(veh/h)
121
809
79 375
645
103
59 237
708
47 166
50 Future
Volume
(veh/h)
121
809
79 375
645
103
59 237
708
47 166
50 Initial
a
(Qb),
veh
0 0
0 0
0 0 0 0 0 0 0 0
Ped-Bike
Adj(A_pbT)

1.00 1.00

1.00 1.00

1.00 1.00 1.00

1.00 Parking
Bus,
Adj

1.00 1.00

1.00 1.00

1.00 1.00 1.00

1.00 1.00

1.00 1.00

1.00 Work
Zone
On
Approach
No
No
No
No
Adj
Sat
Flow,
veh/h/ln
1870
1870
1870
1870
1870 1870
1870
1870
1870 1870
1870
1870
Adj
Flow
Rate,
veh/h
132
879
86 408
701
112
64 258
0 51
180
54 Peak
Hour
Factor

0.92 0.92

0.92 0.92

0.92 0.92 0.92

0.92 0.92

0.92 0.92

0.92 Percent
Heavy
Veh,
%
2 2
2 2
2 2 2
2 2 2
2 2
Cap,
veh/h
107
989
441
483
1274
568
76 1212
66 909
265
Arrive
On
Green

0.06 0.28

0.28 0.14

0.36 0.36

0.04 0.34

0.00 0.04

0.33 0.33
Sat
Flow,
veh/h
1781
3554
1585
3456 3554
1585
1781
3554
1585
1781
2714
791
Grp
Volume(v),
veh/h
132
879
86 408
701
112
64 258
0 51
116
118
Grp
Sat
Flow(s),veh/hnn
1781
1777
1585
1728
1777
1585
1781
1777
1585
1781
1777
1728
a
Serve(g_s),
s

7.0 27.7

4.8 13.4

18.4 5.7

4.2 6.0

0.0 3.3

5.4 5.7
Cycle
Q
Clear(g_c),
s 7
.0

27.7 4.8

13.4 18.4

5.7 4.2

6.0 0.0

3.3 5.4

5.7 Prop
In
Lane

1.00 1.00

1.00 1.00

1.00 1.00

1.00 0.46
Lane
Grp
Cap(c),
veh/h
107
989
441
483
1274
568
76 1212
66 595
579
V/C
Ratio(X)

1.24 0.89

0.19 0.84

0.55 0.20

0.84 0.21

0.78 0.19

0.20 Avail
Cap(c_a),
veh/h
107
1065
475
666
1543
688
76 1212
99 595
579
HCM
Platoon
Ratio

1.00 1.00

1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00
Upstream
Filter(I)

1.00 1.00

1.00 1.00

1.00 1.00 1.00

1.00 0.00

1.00 1.00

1.00 Uniform
Delay
(d),
s/veh

54.9 40.4

32.1 49.0
29 .9

25.9 55.5
27 .3

0.0 55.7

27.6 27
.7
Iner
Delay
(d2),
s/veh
163.4

8.9 0.2

7.2 0.4

0.2 53.0

0.4 0.0

19.1 0.7

0.8 Initial
Q
Delay(d3),s/veh

0.0 0.0

0.0 0.0

0.0 0.0 0.0 0.0

0.0 0.0

0.0 0.0
%ile
BackOfQ(50%),veh/ln

8.0 13.2

1.9 6.3

7.9 2.2

3.0 2.6

0.0 1.8

2.4 2.5
Unsig
. Movement
Delay,
s/veh
LnGrp
Delay(d),s/veh
218.3

49.3 32.3

56.1 30.3

26.0 108.5

27.7 0.0

74.8 28.3

28.5 LnGre
LOS
F
D
C E
C C
F C
E
C
C
Approach
Vol,
veh/h
1097
1221
322
A
285
Approach
Delay
, s/veh
68 .3

38.5 43.8
36 .7
Approach
LOS
E
D
D
D
imer
-Assi
ned
Phs
2 3
4 5
6 7
8 Phs
Duration
(G+Y+Rc),
s

8.8 47.8

20.8 39
.3

9.5 47.1

11.5 48.6
Change
Period
(Y+Rc),
s

4.5 8.0

4.5 * 6.8

4.5 *8

4.5 * 6.8
Max
Green
Setting
(Gmax),
s

6.5 37.2

22.5 * 35

5.0 * 39

7.0 * 51
Max
Q
Clear
Time
(g_c+l
1 ), s

5.3 8.0

15.4 29.7

6.2 7.7

9.0 20.4
Green
Ext
Time
(p_c),
s

0.0 1.7

0.9 2.8

0.0 1.4

0.0 5.9
ntersection
Summa
HCM
6th
Ctrl
Delay

50.1 HCM
6th
LOS
D
ates • HCM
6th
computational
engine
requires
equal
clearance
times
for
the
phases
crossing
the
barrier
.

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

Lanikai
Senior
Apartments
04 /23
/2018
Baseline
Synchro
1 O
Report Page
1 HCM
6th
Signalized
Intersection
Summary
6:

Twin
Oaks
Valle:l
Rd.
&
E.

San
Marcos
Blvd.
,>
-+
,.
'f
+-
ovement
EBL
EBT
EBA
WBL
WBT
Lane
Configurations
'f'i
tt
'{'
'i'i
tft
Traffic
Volume
(veh/h)
272
677
327
387
548
Future
Volume
(veh/h)
272
677
327
387
548
Initial
a
(Qb),
veh
0 0 0
0 0
Ped-Bike
Adj(A_pbT)

1.00 1.00

1.00 Parking
Bus,
Adj

1.00 1.00

1.00 1.00

1.00 Work
Zone
On
Approach
No
No
Adj
Sat
Flow,
veM1/ln
1870
1870
1870
1870
1870
Adj
Flow
Rate,
veh/h
296
736
355
421
596
Peak
Hour
Factor

0.92 0.92

0.92 0.92 0.92
Percent
Heavy
Veh,
%
2 2 2 2 2
Cap,
veh/h
339
910
406
472
880
Arrive
On
Green

0.10 0.26

0.26 0.14 0.29
Sat
Flow,
veh/h
3456 3554
1585
3456
2987
Grp
Volume(v),
veh/h
296
736
355
421
354
Grp
Sat
Flow(s),veh/h/ln
1728
1m
1585
1728
1777
a
Serve(g_s),
s

12.1 27.9

30.9 17.2

25.2 Cycle
a
Clear(g
_c),
s

12.1 27.9

30.9 17.2

25.2 Prop
In
Lane

1.00 1.00

1.00 Lane
Grp
Cap(c),
veh/h
339
910
406
472
523
V/C
Ratio(X)

0.87 0.81

0.87 0.89

0.68 Avail
Cap(c_a),
veh/h
339
1014
452
522
601
HCM
Platoon
Ratio

1.00 1.00 1.00

1.00 1.00
Upstream
Filter(!)

1.00 1.00

1.00 1.00

1.00 Uniform
Delay
(d),
s/veh

63.9 50
.2

51.3 61.0

44.7 Iner
Delay
(d2),
s/veh

21.3 4.5

16.0 16.4

2.5 Initial
a
Delay(d3),s
/veh

0.0 0.0

0.0 0.0

0.0 %ile
BackOfQ(50%),veh/ln

6.4 13.0

14.1 8.6

11.5 Unsig.

Movement
Delay
, s/veh
LnGrp
Delay(d),s/veh

85.3 54.7

67.3 77.4

47.2 LnGre
LOS
F
D
E
E
D
Approach
Vol,
veh/h
1387
1129
Approach
Delay,
s/veh

64.4 58.5
Approach
LOS
E
E
imer
-Assi
ned
Phs
2 3
4 5
Phs
Duration
(G+Y+Rc),
s

10.9 64.7

24.1 44.0

15.0 Change
Period
(Y+Rc),
s

4.5 7.5

4.5 7.2

4.5 Max
Green
Setting
(Gmax),
s

8.7 54.9

21.7 41.0

10.5 Max
a
Clear
Time
(g_c+l
1 ), s

6.5 26.9

19.2 32.9

12.5 Green
Ext
Time
(p_c),
s

0.1 7.7

0.4 3.9

0.0 ntersection
Summa
HCM
6th
Ctrl
Delay

66.6 HCM
6th
LOS
E
Lanikai
Senior
Apartments
04/23/2018
Baseline
'
""
t
WBR
NBL
NBT
'i'i
tt
103
324
730
103
324
730
0 0 0

1.00 1.00

1.00 1.00

1.00 No
1870
1870
1870
112
352
793

0.92 0.92

0.92 2
2 2
165
252
1413

0.29 0.07

0.40 560
3456
3554
354 352
793
1770
1728
1777

25.4 10
.5

24.9 25.4

10.5 24.9

0.32 1.00
521
252
1413

0.68 1.39

0.56 598
252
1413

1.00 1.00

1.00 1.00

1.00 1.00

44.7 66.6

33.6 2.6
199.8

1.6 0.0

0.0 0.0

11.6 11.7

11.1 47.3
266.5

35.2 D
F
D
1480 87.0
F
6 7 8

60.6 18.6

49.5 7.5

4.5 7.2

53.1 14.1

48.6 35.2

14.1 27.4

6.0 0.0

4.5 I" NBA
'{' 308 308
0 1.00 1.00 1870 335 0.92
2 847 0.40 1585 335 1585 17.9 17.9 1.00 847 0.40 847 1.00 1.00 19.8 1.4 0.0 7.0 21.1 C
Existing
PM
04/24/2018
'.
!
..,,
SBL
SST
SB
'i'i
tf.
100
590
262
100
590
262
0 0 0

1.00 1.00

1.00 1.00

1.00 No
1870
1870
1870
109
641
285

0.92 0.92

0.92 2 2 2
155
884
393

0.04 0.37

0.37 3456
2392
1063
109
476
450
1728
1777
1679

4.5 33.2
33 .2

4.5 33.2

33.2 1.00

0.63 155
656
620

0.70 0.73

0.73 209
656
620

1.00 1.00

1.00 1.00

1.00 1.00

67.7 39.0

39.0 6.6

6.9 7.2

0.0 0.0

0.0 2.1

15.7 14.9

74.3 45.9

46.3 E
D
D
1035 49.0
D
Synchro
10 Report Page
1 San Marcos Senior Apartment Project September 17, 2019 Page | 61

Appendix C: Existing +Project Scenario Synchro Worksheets

HCM 6th Signalized Intersection Summary Existing+Project AM 1: Twin Oaks Valley Rd. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 229 236 265 407 99 181 407 88 55 868 96 Future Volume (veh/h) 55 229 236 265 407 99 181 407 88 55 868 96 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 60 249 257 288 442 108 197 442 96 60 943 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 78 356 317 317 949 230 226 1330 875 78 1033 461 Arrive On Green 0.04 0.20 0.20 0.18 0.33 0.33 0.13 0.37 0.37 0.04 0.29 0.29 Sat Flow, veh/h 1781 1777 1585 1781 2836 688 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 60 249 257 288 276 274 197 442 96 60 943 104 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1747 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.5 13.5 16.1 16.5 12.7 12.9 11.3 9.2 3.0 3.5 26.6 5.2 Cycle Q Clear(g_c), s 3.5 13.5 16.1 16.5 12.7 12.9 11.3 9.2 3.0 3.5 26.6 5.2 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 78 356 317 317 594 584 226 1330 875 78 1033 461 V/C Ratio(X) 0.77 0.70 0.81 0.91 0.46 0.47 0.87 0.33 0.11 0.77 0.91 0.23 Avail Cap(c_a), veh/h 161 547 488 319 701 690 226 1330 875 161 1033 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.2 38.6 39.7 41.9 27.2 27.3 44.5 23.2 11.1 49.2 35.6 28.0 Incr Delay (d2), s/veh 15.0 2.5 5.8 28.4 0.6 0.6 28.5 0.7 0.3 15.0 13.5 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 6.1 6.7 9.6 5.4 5.4 6.7 3.9 1.1 1.9 13.2 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.1 41.2 45.5 70.2 27.8 27.9 73.0 23.9 11.3 64.1 49.1 29.1 LnGrp LOS E D D E C C E C B E D C
Approach Vol, veh/h 566 838 735 1107
Approach Delay, s/veh 45.6 42.4 35.4 48.0
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 44.5 23.0 27.4 17.7 35.8 9.0 41.3 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max Q Clear Time (g_c+I1), s 5.5 11.2 18.5 18.1 13.3 28.6 5.5 14.9 Green Ext Time (p_c), s 0.0 3.3 0.0 2.7 0.0 1.0 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing+Project AM 2: Woodward St. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 314 81 27 486 20 85 31 15 38 155 133 Future Volume (veh/h) 38 314 81 27 486 20 85 31 15 38 155 133 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 341 88 29 528 22 92 34 16 41 168 145 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 602 153 53 719 30 119 530 249 67 769 652
Arrive On Green 0.04 0.21 0.21 0.03 0.21 0.21 0.07 0.44 0.44 0.04 0.41 0.41 Sat Flow, veh/h 1781 2805 714 1781 3477 145 1781 1203 566 1781 1870 1585 Grp Volume(v), veh/h 41 214 215 29 270 280 92 0 50 41 168 145 Grp Sat Flow(s),veh/h/ln 1781 1777 1742 1781 1777 1844 1781 0 1768 1781 1870 1585 Q Serve(g_s), s 1.8 8.5 8.7 1.3 11.2 11.3 4.0 0.0 1.3 1.8 4.6 4.7 Cycle Q Clear(g_c), s 1.8 8.5 8.7 1.3 11.2 11.3 4.0 0.0 1.3 1.8 4.6 4.7 Prop In Lane 1.00 0.41 1.00 0.08 1.00 0.32 1.00 1.00
Lane Grp Cap(c), veh/h 67 381 374 53 368 382 119 0 779 67 769 652 V/C Ratio(X) 0.61 0.56 0.57 0.55 0.73 0.74 0.77 0.00 0.06 0.61 0.22 0.22 Avail Cap(c_a), veh/h 124 691 677 133 695 722 236 0 779 148 769 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 27.8 27.9 37.9 29.4 29.4 36.4 0.0 12.8 37.6 15.1 15.1 Incr Delay (d2), s/veh 8.8 1.3 1.4 8.5 2.8 2.8 10.2 0.0 0.2 8.8 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.6 3.7 0.7 4.9 5.1 2.0 0.0 0.5 0.9 2.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 29.1 29.3 46.4 32.2 32.2 46.5 0.0 12.9 46.4 15.7 15.9 LnGrp LOS DCCDCCDABDBB
Approach Vol, veh/h 470 579 142 354
Approach Delay, s/veh 30.7 32.9 34.7 19.4
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 41.7 6.9 23.2 9.8 39.4 7.5 22.6 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+I1), s 3.8 3.3 3.3 10.7 6.0 6.7 3.8 13.3 Green Ext Time (p_c), s 0.0 0.2 0.0 2.5 0.1 1.4 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing+Project AM 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

HCM 6th Edition methodology does not support exclusive ped or hold phases.

HCM Signalized Intersection Capacity Analysis Existing+Project A M 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 260 4 122 65 1 299
Future Volume (vph) 260 4 122 65 1 299
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 1863 1583 1770 1863
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 283 4 133 71 1 325
RTOR Reduction (vph) 0 3 0 33 0 0
Lane Group Flow (vph) 283 1 133 38 1 325
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 15.8 15.8 38.0 38.0 0.9 43.8
Effective Green, g (s) 15.8 15.8 38.0 38.0 0.9 43.8
Actuated g/C Ratio 0.22 0.22 0.53 0.53 0.01 0.62
Clearance Time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 392 351 994 844 22 1146
v/s Ratio Prot 0.07 0.00 c0.17
v/s Ratio Perm c0.16 0.00 0.02
v/c Ratio 0.72 0.00 0.13 0.04 0.05 0.28
Uniform Delay, d1 25.7 21.6 8.3 7.9 34.7 6.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.4 0.0 0.3 0.1 0.9 0.6
Delay (s) 32.1 21.6 8.6 8.0 35.6 7.0
Level of Service C C A A D A
Approach Delay (s) 32.0 8.4 7.1
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 71.2 Sum of lost time (s) 16.5 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing+Project AM 4: Twin Oaks Valley Rd. & Richmar Ave. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 6 74 13 3 5 47 537 32 34 1155 160 Future Volume (veh/h) 135 6 74 13 3 5 47 537 32 34 1155 160 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 147 7 80 14 3 5 51 584 35 37 1255 174 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 193 14 160 42 15 25 71 1979 118 59 1802 249
Arrive On Green 0.11 0.11 0.11 0.02 0.02 0.02 0.04 0.58 0.58 0.03 0.57 0.57 Sat Flow, veh/h 1781 129 1476 1781 630 1051 1781 3407 204 1781 3137 433 Grp Volume(v), veh/h 147 0 87 14 0 8 51 304 315 37 708 721 Grp Sat Flow(s),veh/h/ln 1781 0 1605 1781 0 1681 1781 1777 1834 1781 1777 1792 Q Serve(g_s), s 7.3 0.0 4.7 0.7 0.0 0.4 2.6 7.9 7.9 1.9 25.6 26.0 Cycle Q Clear(g_c), s 7.3 0.0 4.7 0.7 0.0 0.4 2.6 7.9 7.9 1.9 25.6 26.0 Prop In Lane 1.00 0.92 1.00 0.63 1.00 0.11 1.00 0.24
Lane Grp Cap(c), veh/h 193 0 174 42 0 39 71 1032 1065 59 1021 1030 V/C Ratio(X) 0.76 0.00 0.50 0.34 0.00 0.20 0.72 0.29 0.30 0.62 0.69 0.70 Avail Cap(c_a), veh/h 358 0 323 705 0 665 104 1032 1065 139 1021 1030 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.4 0.0 38.3 43.7 0.0 43.6 43.2 9.6 9.6 43.4 13.7 13.8 Incr Delay (d2), s/veh 6.1 0.0 2.2 4.6 0.0 2.5 12.8 0.7 0.7 10.2 3.9 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 1.9 0.4 0.0 0.2 1.4 3.0 3.1 1.0 10.4 10.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 0.0 40.5 48.4 0.0 46.1 56.0 10.4 10.3 53.6 17.6 17.7 LnGrp LOS D A D D A D E B B D B B
Approach Vol, veh/h 234 22 670 1466
Approach Delay, s/veh 43.7 47.5 13.8 18.6
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.5 58.3 16.5 8.1 57.7 8.7
Change Period (Y+Rc), s 4.5 * 5.4 * 6.6 4.5 * 5.4 6.6
Max Green Setting (Gmax), s 7.1 * 51 * 18 5.3 * 52 36.0 Max Q Clear Time (g_c+I1), s 3.9 9.9 9.3 4.6 28.0 2.7
Green Ext Time (p_c), s 0.0 4.3 0.6 0.0 11.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing+Project AM 5: E. San Marcos Blvd./Woodward St. & E. Mission Rd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 478 50 636 798 106 12 58 430 90 372 75 Future Volume (veh/h) 36 478 50 636 798 106 12 58 430 90 372 75 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 520 54 691 867 115 13 63 0 98 404 82 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 56 669 298 701 1278 570 27 1192 104 1118 225 Arrive On Green 0.03 0.19 0.19 0.20 0.36 0.36 0.01 0.34 0.00 0.06 0.38 0.38 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 2947 593 Grp Volume(v), veh/h 39 520 54 691 867 115 13 63 0 98 242 244 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1777 1764 Q Serve(g_s), s 2.4 15.4 3.2 22.1 22.9 5.6 0.8 1.3 0.0 6.1 10.9 11.0 Cycle Q Clear(g_c), s 2.4 15.4 3.2 22.1 22.9 5.6 0.8 1.3 0.0 6.1 10.9 11.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34
Lane Grp Cap(c), veh/h 56 669 298 701 1278 570 27 1192 104 674 669 V/C Ratio(X) 0.69 0.78 0.18 0.99 0.68 0.20 0.49 0.05 0.94 0.36 0.36 Avail Cap(c_a), veh/h 112 1122 500 701 1625 725 80 1192 104 674 669 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 42.8 37.8 44.0 30.1 24.5 54.2 24.9 0.0 52.0 24.7 24.8 Incr Delay (d2), s/veh 14.3 2.0 0.3 30.2 0.8 0.2 13.3 0.1 0.0 68.4 1.5 1.5 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 1.3 6.9 1.3 12.3 9.8 2.1 0.5 0.6 0.0 4.7 4.8 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.4 44.8 38.1 74.2 30.9 24.7 67.5 25.0 0.0 120.4 26.2 26.3 LnGrp LOS E D D E C C E C F C C
Approach Vol, veh/h 613 1673 76 A 584
Approach Delay, s/veh 45.6 48.3 32.3 42.1
Approach LOS DDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 45.2 27.0 27.7 6.1 50.1 8.0 46.7 Change Period (Y+Rc), s 4.5 8.0 4.5 * 6.8 4.5 * 8 4.5 * 6.8 Max Green Setting (Gmax), s 6.5 37.2 22.5 * 35 5.0 * 39 7.0 * 51 Max Q Clear Time (g_c+I1), s 8.1 3.3 24.1 17.4 2.8 13.0 4.4 24.9 Green Ext Time (p_c), s 0.0 0.3 0.0 3.4 0.0 3.1 0.0 7.2 Intersection Summary
HCM 6th Ctrl Delay 46.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Existing+Project AM 6: Twin Oaks Valley Rd. & E. San Marcos Blvd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 177 499 284 445 533 31 203 383 373 94 883 249 Future Volume (veh/h) 177 499 284 445 533 31 203 383 373 94 883 249 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 192 542 309 484 579 34 221 416 405 102 960 271 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 244 813 363 527 1060 62 257 1449 888 148 1030 290 Arrive On Green 0.07 0.23 0.23 0.15 0.31 0.31 0.07 0.41 0.41 0.04 0.38 0.38 Sat Flow, veh/h 3456 3554 1585 3456 3411 200 3456 3554 1585 3456 2738 770 Grp Volume(v), veh/h 192 542 309 484 301 312 221 416 405 102 622 609 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1834 1728 1777 1585 1728 1777 1732 Q Serve(g_s), s 7.7 19.6 26.4 19.5 19.8 19.9 8.9 11.1 21.3 4.1 47.4 47.8 Cycle Q Clear(g_c), s 7.7 19.6 26.4 19.5 19.8 19.9 8.9 11.1 21.3 4.1 47.4 47.8 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 0.44
Lane Grp Cap(c), veh/h 244 813 363 527 552 570 257 1449 888 148 669 652 V/C Ratio(X) 0.79 0.67 0.85 0.92 0.55 0.55 0.86 0.29 0.46 0.69 0.93 0.93 Avail Cap(c_a), veh/h 345 1033 461 531 612 632 257 1449 888 213 669 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.5 49.5 52.1 58.9 40.3 40.4 64.6 28.0 18.3 66.6 42.2 42.3 Incr Delay (d2), s/veh 7.7 1.1 11.8 21.0 0.8 0.8 24.1 0.5 1.7 5.6 21.3 22.4 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 3.7 8.9 11.7 10.1 8.9 9.2 4.8 4.9 8.2 1.9 24.6 24.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.3 50.6 63.9 79.9 41.2 41.2 88.7 28.5 20.0 72.2 63.5 64.8 LnGrp LOS E D E E D D F C BEEE
Approach Vol, veh/h 1043 1097 1042 1333
Approach Delay, s/veh 58.6 58.3 38.0 64.8
Approach LOS E E D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 65.0 26.0 39.5 15.0 60.6 14.4 51.1 Change Period (Y+Rc), s 4.5 7.5 4.5 7.2 4.5 7.5 4.5 7.2 Max Green Setting (Gmax), s 8.7 54.9 21.7 41.0 10.5 53.1 14.1 48.6 Max Q Clear Time (g_c+I1), s 6.1 23.3 21.5 28.4 10.9 49.8 9.7 21.9 Green Ext Time (p_c), s 0.1 4.7 0.1 3.9 0.0 2.3 0.2 4.0 Intersection Summary
HCM 6th Ctrl Delay 55.6
HCM 6th LOS E
HCM 6th Signalized Intersection Summary Existing+Project PM 1: Twin Oaks Valley Rd. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 157 289 200 160 250 60 210 660 254 91 657 71 Future Volume (veh/h) 157 289 200 160 250 60 210 660 254 91 657 71 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 171 314 217 174 272 65 228 717 276 99 714 77 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 176 411 277 210 633 149 247 1371 799 126 1129 503 Arrive On Green 0.10 0.20 0.20 0.12 0.22 0.22 0.14 0.39 0.39 0.07 0.32 0.32 Sat Flow, veh/h 1781 2031 1370 1781 2856 671 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 171 274 257 174 167 170 228 717 276 99 714 77 Grp Sat Flow(s),veh/h/ln 1781 1777 1624 1781 1777 1750 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 9.1 13.8 14.3 9.1 7.7 7.9 12.0 14.8 9.9 5.2 16.3 3.3 Cycle Q Clear(g_c), s 9.1 13.8 14.3 9.1 7.7 7.9 12.0 14.8 9.9 5.2 16.3 3.3 Prop In Lane 1.00 0.84 1.00 0.38 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 176 360 329 210 394 388 247 1371 799 126 1129 503 V/C Ratio(X) 0.97 0.76 0.78 0.83 0.42 0.44 0.92 0.52 0.35 0.79 0.63 0.15 Avail Cap(c_a), veh/h 176 598 546 348 766 754 247 1371 799 176 1129 503 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.7 35.7 35.9 41.0 31.8 31.9 40.4 22.5 14.2 43.5 27.7 23.3 Incr Delay (d2), s/veh 59.1 3.3 4.1 8.0 0.7 0.8 36.8 1.4 1.2 14.5 2.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 6.2 5.9 4.4 3.3 3.4 7.7 6.3 3.7 2.8 7.2 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.8 39.1 40.0 49.0 32.5 32.7 77.3 23.9 15.4 57.9 30.4 23.9 LnGrp LOS F DDDCCECBECC
Approach Vol, veh/h 702 511 1221 890
Approach Delay, s/veh 54.7 38.2 31.9 32.9
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 42.3 15.7 25.9 17.7 35.8 13.9 27.7 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max Q Clear Time (g_c+I1), s 7.2 16.8 11.1 16.3 14.0 18.3 11.1 9.9 Green Ext Time (p_c), s 0.0 5.6 0.3 3.0 0.0 4.1 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing+Project PM 2: Woodward St. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 131 439 58 13 312 30 71 92 18 26 76 78 Future Volume (veh/h) 131 439 58 13 312 30 71 92 18 26 76 78 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 142 477 63 14 339 33 77 100 20 28 83 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 128 658 87 30 501 49 100 692 138 52 805 682
Arrive On Green 0.07 0.21 0.21 0.02 0.15 0.15 0.06 0.46 0.46 0.03 0.43 0.43 Sat Flow, veh/h 1781 3157 415 1781 3274 317 1781 1513 303 1781 1870 1585 Grp Volume(v), veh/h 142 268 272 14 183 189 77 0 120 28 83 85 Grp Sat Flow(s),veh/h/ln 1781 1777 1796 1781 1777 1813 1781 0 1816 1781 1870 1585 Q Serve(g_s), s 5.5 10.7 10.8 0.6 7.4 7.5 3.3 0.0 2.9 1.2 2.0 2.5 Cycle Q Clear(g_c), s 5.5 10.7 10.8 0.6 7.4 7.5 3.3 0.0 2.9 1.2 2.0 2.5 Prop In Lane 1.00 0.23 1.00 0.17 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 128 370 374 30 272 278 100 0 830 52 805 682 V/C Ratio(X) 1.11 0.72 0.73 0.47 0.67 0.68 0.77 0.00 0.14 0.54 0.10 0.12 Avail Cap(c_a), veh/h 128 717 725 138 722 736 245 0 830 154 805 682 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 28.2 28.2 37.2 30.5 30.6 35.5 0.0 12.0 36.5 13.0 13.1 Incr Delay (d2), s/veh 110.8 2.7 2.7 10.9 2.9 2.9 11.8 0.0 0.4 8.3 0.3 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 6.3 4.7 4.7 0.3 3.3 3.4 1.7 0.0 1.2 0.6 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 146.3 30.8 30.9 48.1 33.4 33.5 47.4 0.0 12.4 44.8 13.2 13.5 LnGrp LOS F CCDCCDABDBB
Approach Vol, veh/h 682 386 197 196
Approach Delay, s/veh 54.9 34.0 26.1 17.8
Approach LOS D C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.7 41.7 5.8 22.1 8.8 39.7 10.0 17.9 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+I1), s 3.2 4.9 2.6 12.8 5.3 4.5 7.5 9.5 Green Ext Time (p_c), s 0.0 0.7 0.0 3.1 0.1 0.7 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 40.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing+Project PM 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

HCM 6th Edition methodology does not support exclusive ped or hold phases.

HCM Signalized Intersection Capacity Analysis Existing+Project P M 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 109 1 216 257 5 146
Future Volume (vph) 109 1 216 257 5 146
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 1863 1583 1770 1863
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 118 1 235 279 5 159
RTOR Reduction (vph) 0 1 0 108 0 0
Lane Group Flow (vph) 118 0 235 171 5 159
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 8.1 8.1 40.8 40.8 1.0 46.7
Effective Green, g (s) 8.1 8.1 40.8 40.8 1.0 46.7
Actuated g/C Ratio 0.12 0.12 0.61 0.61 0.02 0.70
Clearance Time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 215 193 1144 972 26 1310
v/s Ratio Prot c0.13 0.00 c0.09
v/s Ratio Perm c0.07 0.00 0.11
v/c Ratio 0.55 0.00 0.21 0.18 0.19 0.12
Uniform Delay, d1 27.4 25.6 5.6 5.5 32.3 3.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.9 0.0 0.4 0.4 3.6 0.2
Delay (s) 30.3 25.6 6.1 5.9 35.9 3.4
Level of Service C C A A D A
Approach Delay (s) 30.2 6.0 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 66.4 Sum of lost time (s) 16.5 Intersection Capacity Utilization 29.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing+Project PM 4: Twin Oaks Valley Rd. & Richmar Ave. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 189 7 68 20 5 0 113 994 26 37 892 153 Future Volume (veh/h) 189 7 68 20 5 0 113 994 26 37 892 153 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 205 8 74 22 5 0 123 1080 28 40 970 166 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 246 22 200 48 50 0 98 1989 52 61 1643 281
Arrive On Green 0.14 0.14 0.14 0.03 0.03 0.00 0.05 0.56 0.56 0.03 0.54 0.54 Sat Flow, veh/h 1781 157 1452 1781 1870 0 1781 3539 92 1781 3035 519 Grp Volume(v), veh/h 205 0 82 22 5 0 123 542 566 40 568 568 Grp Sat Flow(s),veh/h/ln 1781 0 1609 1781 1870 0 1781 1777 1854 1781 1777 1777 Q Serve(g_s), s 10.8 0.0 4.5 1.2 0.3 0.0 5.3 18.6 18.6 2.1 20.8 20.8 Cycle Q Clear(g_c), s 10.8 0.0 4.5 1.2 0.3 0.0 5.3 18.6 18.6 2.1 20.8 20.8 Prop In Lane 1.00 0.90 1.00 0.00 1.00 0.05 1.00 0.29
Lane Grp Cap(c), veh/h 246 0 222 48 50 0 98 999 1042 61 962 962 V/C Ratio(X) 0.83 0.00 0.37 0.46 0.10 0.00 1.26 0.54 0.54 0.66 0.59 0.59 Avail Cap(c_a), veh/h 337 0 305 664 697 0 98 999 1042 131 962 962 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 0.0 37.8 46.3 45.9 0.0 45.7 13.3 13.3 46.1 14.9 14.9 Incr Delay (d2), s/veh 12.2 0.0 1.0 6.9 0.9 0.0 175.8 2.1 2.0 11.5 2.7 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.0 1.8 0.6 0.1 0.0 7.1 7.5 7.8 1.1 8.6 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.7 0.0 38.8 53.2 46.8 0.0 221.4 15.4 15.4 57.6 17.6 17.6 LnGrp LOS D A D D D A F BBEBB
Approach Vol, veh/h 287 27 1231 1176
Approach Delay, s/veh 48.7 52.0 36.0 19.0
Approach LOS D D D B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.8 59.7 19.9 9.8 57.7 9.2
Change Period (Y+Rc), s 4.5 * 5.4 * 6.6 4.5 * 5.4 6.6
Max Green Setting (Gmax), s 7.1 * 51 * 18 5.3 * 52 36.0 Max Q Clear Time (g_c+I1), s 4.1 20.6 12.8 7.3 22.8 3.2 Green Ext Time (p_c), s 0.0 8.9 0.5 0.0 9.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Existing+Project PM 5: E. San Marcos Blvd./Woodward St. & E. Mission Rd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 809 79 375 645 105 59 245 708 48 171 50 Future Volume (veh/h) 121 809 79 375 645 105 59 245 708 48 171 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 879 86 408 701 114 64 266 0 52 186 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 99 989 441 483 1289 575 76 1209 67 916 259
Arrive On Green 0.06 0.28 0.28 0.14 0.36 0.36 0.04 0.34 0.00 0.04 0.33 0.33 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 2736 772 Grp Volume(v), veh/h 132 879 86 408 701 114 64 266 0 52 119 121 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1777 1731 Q Serve(g_s), s 6.5 27.7 4.8 13.4 18.3 5.8 4.2 6.2 0.0 3.4 5.6 5.8 Cycle Q Clear(g_c), s 6.5 27.7 4.8 13.4 18.3 5.8 4.2 6.2 0.0 3.4 5.6 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.45
Lane Grp Cap(c), veh/h 99 989 441 483 1289 575 76 1209 67 595 580 V/C Ratio(X) 1.33 0.89 0.19 0.84 0.54 0.20 0.84 0.22 0.78 0.20 0.21 Avail Cap(c_a), veh/h 99 1065 475 666 1559 695 76 1209 99 595 580 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 40.4 32.1 49.0 29.5 25.5 55.5 27.5 0.0 55.7 27.7 27.8 Incr Delay (d2), s/veh 202.5 8.9 0.2 7.2 0.4 0.2 53.0 0.4 0.0 19.8 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.5 13.2 1.9 6.3 7.8 2.2 3.0 2.7 0.0 1.9 2.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 257.7 49.3 32.3 56.1 29.9 25.7 108.5 27.9 0.0 75.5 28.4 28.6 LnGrp LOS F D C E C C F C E C C
Approach Vol, veh/h 1097 1223 330 A 292
Approach Delay, s/veh 73.0 38.3 43.5 36.9
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.9 47.7 20.8 39.3 9.5 47.1 11.0 49.1 Change Period (Y+Rc), s 4.5 8.0 4.5 * 6.8 4.5 * 8 4.5 * 6.8 Max Green Setting (Gmax), s 6.5 37.2 22.5 * 35 5.0 * 39 6.5 * 51 Max Q Clear Time (g_c+I1), s 5.4 8.2 15.4 29.7 6.2 7.8 8.5 20.3 Green Ext Time (p_c), s 0.0 1.8 0.9 2.8 0.0 1.4 0.0 5.9 Intersection Summary
HCM 6th Ctrl Delay 51.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Existing+Project PM 6: Twin Oaks Valley Rd. & E. San Marcos Blvd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 678 327 388 549 106 324 730 310 105 590 262 Future Volume (veh/h) 272 678 327 388 549 106 324 730 310 105 590 262 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 296 737 355 422 597 115 352 793 337 114 641 285 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 339 910 406 473 876 168 252 1407 845 160 883 393 Arrive On Green 0.10 0.26 0.26 0.14 0.29 0.29 0.07 0.40 0.40 0.05 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3456 2973 571 3456 3554 1585 3456 2392 1063 Grp Volume(v), veh/h 296 737 355 422 356 356 352 793 337 114 476 450 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1768 1728 1777 1585 1728 1777 1679 Q Serve(g_s), s 12.1 28.0 30.9 17.3 25.4 25.6 10.5 24.9 18.1 4.7 33.2 33.2 Cycle Q Clear(g_c), s 12.1 28.0 30.9 17.3 25.4 25.6 10.5 24.9 18.1 4.7 33.2 33.2 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 339 910 406 473 524 521 252 1407 845 160 656 620 V/C Ratio(X) 0.87 0.81 0.87 0.89 0.68 0.68 1.39 0.56 0.40 0.71 0.73 0.73 Avail Cap(c_a), veh/h 339 1013 452 522 601 597 252 1407 845 209 656 620 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.0 50.2 51.3 61.0 44.7 44.8 66.6 33.8 19.9 67.6 39.1 39.1 Incr Delay (d2), s/veh 21.4 4.6 16.0 16.5 2.6 2.7 200.1 1.6 1.4 7.5 6.9 7.3 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 6.4 13.0 14.1 8.7 11.6 11.7 11.7 11.2 7.1 2.2 15.7 14.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.3 54.8 67.3 77.5 47.3 47.4 266.7 35.4 21.3 75.2 45.9 46.3 LnGrp LOS F D E E D D F D C E D D
Approach Vol, veh/h 1388 1134 1482 1040
Approach Delay, s/veh 64.5 58.6 87.1 49.3
Approach LOS E E F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 64.4 24.2 44.0 15.0 60.6 18.6 49.6 Change Period (Y+Rc), s 4.5 7.5 4.5 7.2 4.5 7.5 4.5 7.2 Max Green Setting (Gmax), s 8.7 54.9 21.7 41.0 10.5 53.1 14.1 48.6 Max Q Clear Time (g_c+I1), s 6.7 26.9 19.3 32.9 12.5 35.2 14.1 27.6 Green Ext Time (p_c), s 0.1 7.7 0.4 3.9 0.0 6.0 0.0 4.6 Intersection Summary
HCM 6th Ctrl Delay 66.7
HCM 6th LOS E
San Marcos Senior Apartment Project September 17, 2019 Page | 62

Appendix D: Near Term Scenario Synchro Worksheets

HCM 6th Signalized Intersection Summary
1: Twin Oaks Vallel Rd. & Borden Rd.
,> -+ "). 'f ,._ -\..
"" t
ovement EBI!. elH EBR WBL WBT WBR NBL NBT
Lane Configurations 11 +t+ 11 tf+ 11 tt
Traffic Volume (veh/h) 58 239 248 275 426 103 190 427
Future Volume (veh/h) 58 239 248 275 426 103 190 427
Initial a (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 63 260 270 299 463 112 207 464
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 81 369 329 315 964 232 224 1306
Arrive On Green 0.05 0.21 0.21 0.18 0.34 0.34 0.13 0.37 Sat Flow, veh/h 1781 1777 1585 1781 2842 683 1781 3554
Grp Volume(v), veh/h 63 260 270 299 288 287 207 464
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1747 1781 1777 a Serve(g_s), s 3.7 14.3 17.1 17.4 13.4 13.6 12.1 10.0
Cycle a Clear(g_c), s 3.7 14.3 17.1 17.4 13.4 13.6 12.1 10.0 Prop In Lane 1.00 1.00 1.00 0.39 1.00
Lane Grp Cap(c), veh/h 81 369 329 315 603 593 224 1306
V/C Ratio(X) 0.77 0.70 0.82 0.95 0.48 0.48 0.92 0.36
Avail Cap(c_a), veh/h 159 541 483 315 694 682 224 1306
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 38.6 39.7 42.7 27.4 27.4 45.4 24.2 Iner Delay (d2), s/veh 14.4 2.5 7.0 37.0 0.6 0.6 40.0 0.8 Initial a Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 6.4 7.2 10.8 5.7 5.7 7.8 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.9 41.1 46.8 79.7 28.0 28.0 85.4 24.9 LnGre LOS E D D E C C F C
Approach Vol, veh/h 593 874 769
Approach Delay, s/veh 46.1 45.7 39.5
Approach LOS D D D
imer -Assi ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 44.2 23.1 28.4 17.7 35.8 9.3 42.2 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max a Clear Time (g_c+l1 ), s 5.7 12.0 19.4 19.1 14.1 30.9 5.7 15.6 Green Ext Time (p_c), s 0.0 3.4 0.0 2.8 0.0 0.0 0.0 3.7 ntersection Summa
HCM 6th Ctrl Delay 47.9
HCM 6th LOS D
ates
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"
NBR
.,,
90 90
0 1.00

1.00 1870
98 0.92
2 863

0.37 1585
98 1585

3.2 3.2

1.00 863

0.11 863

1.00 1.00

11.6 0.3

0.0 1.1

11.9 B
Near Term AM
04/24/2018
'.. ! ~

SBL SBT SB
11 tt .,,
58 911 101
58 911 101
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
63 990 110

0.92 0.92 0.92
2 2 2
81 1022 456

0.05 0.29 0.29
1781 3554 1585
63 990 110
1781 1777 1585

3.7 28.9 5.6

3.7 28.9 5.6

1.00 1.00
81 1022 456

0.77 0.97 0.24
159 1022 456

1.00 1.00 1.00

1.00 1.00 1.00

49.6 37.0 28.6

14.4 21.6 1.3

0.0 0.0 0.0

2.0 15.4 2.3

63.9 58.5 29.9
E E C
1163

56.1 E
Synchro 1 O Report

HCM 6th Signalized Intersection Summary
2: Woodward St. & Borden Rd.
.,,> .... • 'f
~
'
"'\ t
ovement l:BL EBT EBA WBL WBT WBR NBL NBT
Lane Configurations "i tf+ "i tf+ "i f+
Traffic Volume (veh/h) 40 330 84 27 510 21 87 33
Future Volume (veh/h) 40 330 84 27 510 21 87 33
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/hnn 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 359 91 29 554 23 95 36
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 68 628 157 53 746 31 123 533
Arrive On Green 0.04 0.22 0.22 0.03 0.21 0.21 0.07 0.43 Sat Flow, veh/h 1781 2815 705 1781 3477 144 1781 1227
Grp Volume(v), veh/h 43 225 225 29 283 294 95 0
Grp Sat Flow(s),veh/h/ln 1781 1777 1743 1781 1777 1844 1781 0 Q Serve(g_s), s 1.9 9.0 9.2 1.3 11.9 12.0 4.2 0.0
Cycle Q Clear(g_c), s 1.9 9.0 9.2 1.3 11.9 12.0 4.2 0.0 Prop In Lane 1.00 0.40 1.00 0.08 1.00
Lane Grp Cap(c), veh/h 68 397 389 53 381 396 123 0
V/C Ratio(X) 0.63 0.57 0.58 0.55 0.74 0.74 0.77 0.00
Avail Cap(c_a), veh/h 122 682 669 131 686 712 233 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 38.0 27.7 27.8 38.4 29.5 29.5 36.8 0.0 Iner Delay (d2), s/veh 9.1 1.3 1.4 8.6 2.9 2.8 9.9 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.9 3.9 0.7 5.2 5.4 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.2 29.0 29.2 47.0 32.3 32.3 46.7 0.0 LnGre LOS D C C D C C D A
Approach Vol, veh/h 493 606 147
Approach Delay, s/veh 30.7 33.0 34.9
Approach LOS C C C
imer -Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.6 41.7 6.9 24.1 10.0 39.3 7.6 23.4 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+l1), s 3.9 3.4 3.3 11.2 6.2 7.1 3.9 14.0 Green Ext Time (p_c), s 0.0 0.2 0.0 2.6 0.1 1.5 0.0 3.2 ntersection Summa
HCM 6th Ctrl Delay 29.5
HCM 6th LOS C
ates
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"
NBA
15 15
0 1.00

1.00 1870
16 0.92
2 237

0.43 545
52 1772

1.4 1.4

0.31 770
0,07
770

1.00 1.00

13.2 0.2

0.0 0.6

13.4 B
Near Term AM
04/24/2018
'. ! -4"

SBL SBT SB
"i t '{'
40 163 140
40 163 140
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
43 177 152

0.92 0.92 0.92
2 2 2
68 756 641

0.04 0.40 0.40
1781 1870 1585
43 177 152
1781 1870 1585

1.9 5.0 5.1

1.9 5.0 5.1

1.00 1.00
68 756 641

0.63 0.23 0.24
146 756 641

1.00 1.00 1.00

1.00 1.00 1.00

38.0 15.7 15.8

9.1 0.7 0.9

0.0 0.0 0.0

1.0 2.2 1.9

47.2 16.5 16.6
D B B
372

20.1 C
Synchro 1 O Report

HCM 6th Signalized Intersection Summary
3: Woodward St. & Vineyard Rd.

HCM 6th Edition methodology does not support exclusive ped or hold phases.

Lanikai Senior Apartments 04/23/2018 Baseline
Near Term AM
04/24/2018
Synchro 1 0 Report

HCM Signalized Intersection Capacity Analysis
3: Woodward St. & Vine~ard Rd.
'f '-t I" '. !
ovement WBL WBR NBT NBR SBL SBT
Lane Configurations
"
'f' + 'f'
" +
Traffic Volume (vph) 272 4 128 67 1 314
Future Volume (vph) 272 4 128 67 1 314
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (pro!) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Said. Flow (eerm) 1770 1583 1863 1583 1770 1863
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 296 4 139 73 1 341
RTOR Reduction (vph) 0 3 0 34 0 0
Lane Groue Flow (veh) 296 1 139 39 1 341
Turn Type Perm Perm NA Perm Pro! NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 16.3 16.3 38.0 38.0 0.9 43.8
Effective Green, g (s) 16.3 16.3 38.0 38.0 0.9 43.8
Actuated g/C Ratio 0.23 0.23 0.53 0.53 0.01 0.61
Clearance Time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 402 359 987 838 22 1138
v/s Ratio Prot 0.07 0.00 c0.18
v/s Ratio Perm c0.17 0.00 0.02
v/c Ratio 0.74 0.00 0.14 0.05 0.05 0.30
Uniform Delay, d1 25.7 21.4 8.6 8.1 35.0 6.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.9 0.0 0.3 0.1 0.9 0.7
Delay (s) 32.6 21.4 8.9 8.2 35.8 7.3
Level of Service C C A A D A
Approach Delay (s) 32.4 8.6 7.4
Approach LOS C A A
ntersection Summa
HCM 2000 Control Delay 16.5 HCM 2000 Level of Service
HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 71.7 Sum of lost time (s)
Intersection Capacity Utilization 41.3% ICU Level of Service Analysis Period (min) 15
C Critical Lane Group
Lanikai Senior Apartments 04/23/2018 Baseline
B

16.5 A
Near Term AM
04/24/2018
Synchro 1 O Report

HCM 6th Signalized Intersection Summary
4: Twin Oaks Vallel Rd. & Richmar Ave.
.,,> -+
• 'f
4-
'
"'\ t
ovement !:BL EBT EBA WBL WBT WBR NB[ NBli
Lane Configurations .., f+ "i f+ "i tf+
Traffic Volume (veh/h) 142 6 78 14 3 5 49 561
Future Volume (veh/h) 142 6 78 14 3 5 49 561
Initial a (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/hnn 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 154 7 85 15 3 5 53 610
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 200 14 166 43 15 25 72 1964
Arrive On Green 0.11 0.11 0.11 0.02 0.02 0.02 0.04 0.58 Sat Flow, veh/h 1781 122 1482 1781 630 1051 1781 3404
Grp Volume(v), veh/h 154 0 92 15 0 8 53 318
Grp Sat Flow(s),veh/h/ln 1781 0 1604 1781 0 1681 1781 1777 a Serve(g_s), s 7.7 0.0 4.9 0.8 0.0 0.4 2.7 8.4
Cycle a Clear(g_c), s 7.7 0.0 4.9 0.8 0.0 0.4 2.7 8.4
Prop In Lane 1.00 0.92 1.00 0.63 1.00
Lane Grp Cap(c), veh/h 200 0 180 43 0 41 72 1025
V/C Ratio(X) 0.77 0.00 0.51 0.35 0.00 0.20 0.74 0.31
Avail Cap(c_a), veh/h 356 0 320 700 0 661 103 1025
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 0.0 38.3 44.0 0.0 43.8 43.5 10.0 Iner Delay (d2), s/veh 6.1 0.0 2.2 4.7 0.0 2.3 14.8 0.8 Initial a Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %He BackOfQ(50%),veh/ln 3.7 0.0 2.0 0.4 0.0 0.2 1.5 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 0.0 40.5 48.7 0.0 46.1 58.3 10.8 LnGre LOS D A D D A D E B
Approach Vol, veh/h 246 23 700
Approach Delay, s/veh 43.7 47.8 14.4
Approach LOS D D B
imer -Assi ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 58.3 16.9 8.2 57.7 8.8
Change Period (Y+Rc), s 4.5 *5.4 * 6.6 4.5 * 5.4 6.6
Max Green Setting (Gmax), s 7.1 * 51 *18 5.3 * 52 36.0
Max a Clear Time (g_c+l1 ), s 4.0 10.5 9.7 4.7 30.8 2.8 Green Ext Time (p_c), s 0.0 4.5 0.6 0.0 11.7 0.1
ntersection Summa
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
otes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"'
NBA
34 34
0 1.00

1.00 1870
37 0.92
2 119

0.58 206
329
1833

8.5 8.5

0.11 1058

0.31 1058

1.00 1.00

10.0 0.8

0.0 3.4

10.8 B
Near Term AM
04/24/2018
'. ! ~
S.BL SBT SB
"i tf+
36 1211 168
36 1211 168
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
39 1316 183

0.92 0.92 0.92
2 2 2
61 1791 247

0.03 0.57 0.57
1781 3136 433
39 742 757
1781 1777 1792

2.0 28.2 28.8

2.0 28.2 28.8

1.00 0.24
61 1015 1023

0.64 0.73 0.74
138 1015 1023

1.00 1.00 1.00

1.00 1.00 1.00

43.7 14.5 14.6

10.5 4.6 4.8

0.0 0.0 0.0

1.0 11.5 11.9

54.2 19.1 19.4
D B B
1538

20.1 C
Synchro 10 Report

HCM 6th Signalized Intersection Summary Near Term AM
5: E. San Marcos Blvd./Woodward St. & E. Mission Rd. 04/24/2018 ~
---
"), 'f +-
'
""\ t ,... '. ~ ../
ovement EBL ffiBT EBR WBL WBT WBR NBL NBT NBR Sl3l SBT SB Lane Configurations 'I tt 'f' 'l'I tt 'f' 'I tt 'f' 'I tft Traffic Volume (veh/h) 38 502 53 668 838 110 13 57 452 93 384 79 Future Volume (veh/h) 38 502 53 668 838 110 13 57 452 93 384 79 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 546 58 726 911 120 14 62 0 101 417 86 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 57 695 310 695 1296 578 28 1181 103 1101 225 Arrive On Green 0.03 0.20 0.20 0.20 0.36 0.36 0.02 0.33 0.00 0.06 0.37 0.37 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 2938 60.1 Grp Volume(v), veh/h 41 546 58 726 911 120 14 62 0 101 251 252 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1777 1762 Q Serve(g_s), s 2.6 16.3 3.4 22.5 24.5 5.8 0.9 1.3 0.0 6.3 11.5 11.7 Cycle Q Clear(g_c), s 2.6 16.3 3.4 22.5 24.5 5.8 0.9 1.3 0.0 6.3 11.5 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34
Lane Grp Cap(c), veh/h 57 695 310 695 1296 578 28 1181 103 666 660 V/C Ratio(X) 0.72 0.79 0.19 1.04 0.70 0.21 0.50 0.05 0.98 0.38 0.38 Avail Cap(c_a), veh/h 111 1112 496 695 1610 718 80 1181 103 666 660 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(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.6 42.8 37.6 44.7 30.4 24.4 54.6 25.4 0.0 52.6 25.5 25.5 Iner Delay (d2), s/veh 15.2 2.0 0.3 46.4 1.0 0.2 13.0 0.1 0.0 80.6 1.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 7.3 1.4 14.0 10.5 2.2 0.5 0.6 0.0 5.1 5.1 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.9 44.8 37.9 91.1 31.4 24.6 67.6 25.5 0.0 133.2 27.1 27.2 LnGre LOS E D D F C C E C F C C
Approach Vol, veh/h 645 1757 76 A 604
Approach Delay, s/veh 45.7 55.6 33.2 44.9
Approach LOS D E C D
1mer -Assi ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 45.2 27.0 28.7 6.3 49.9 8.1 47.6 Change Period (Y+Rc), s 4.5 8.0 4.5 * 6.8 4.5 *8 4.5 * 6.8 Max Green Setting (Gmax), s 6.5 37.2 22.5 * 35 5.0 * 39 7.0 * 51 Max Q Clear Time (g_c+l1 ), s 8.3 3.3 24.5 18.3 2.9 13.7 4.6 26.5 Green Ext Time (p_c), s 0.0 0.3 0.0 3.6 0.0 3.2 0.0 7.5 nters~ction Summa
HCM 6th Ctrl Delay 50.9
HCM 6th LOS D
otes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Lanikai Senior Apartments 04/23/2018 Baseline Synchro 1 O Report

HCM 6th Signalized Intersection Summary
6: Twin Oaks Valle~ Rd. & E. San Marcos Blvd.
,> -+
"
f ---
ovement EBL EBT EBA WBL WBT
Lane Configurations 1111 tt .,, 1111 tf+
Traffic Volume (veh/h) 186 524 298 466 559
Future Volume (veh/h) 186 524 298 466 559
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/hAn 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 202 570 324 507 608
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2
Cap, veh/h 253 842 376 525 1084
Arrive On Green 0.07 0.24 0.24 0.15 0.32
Sat Flow, veh/h 3456 3554 1585 3456 3434
Grp Volume(v), veh/h 202 570 324 507 314
Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777
Q Serve(g_s), s 8.2 20.8 28.0 20.8 21.0
Cycle Q Clear(g_c), s 8.2 20.8 28.0 20.8 21.0
Prop In Lane 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 253 842 376 525 561
V/C Ratio(X) 0.80 0.68 0.86 0.97 0.56
Avail Cap(c_a), veh/h 341 1020 455 525 605
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 65.2 49.5 52.3 60.2 40.6
Iner Delay (d2), s/veh 9.3 1.4 13.6 30.6 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 9.5 12.6 11.4 9.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.5 50.9 65.8 90.8 41.6
LnGre LOS E D E F D
Approach Vol, veh/h 1096 1147
Approach Delay, s/veh 59.7 63.4
Approach LOS E E
imer -Assi ned Phs 2 3 4 5
Phs Duration (G+Y+Rc), s 10.7 64.9 26.2 41.0 15.0
Change Period (Y+Rc), s 4.5 7.5 4.5 7.2 4.5
Max Green Setting (Gmax), s 8.7 54.9 21.7 41.0 10.5
Max Q Clear Time (g_c+l1 ), s 6.3 25.4 22.8 30.0 11.5
Green Ext Time (p_c), s 0.1 4.9 0.0 3.8 0.0
ntersection Summa
HCM 6th Ctrl Delay 61.5
HCM 6th LOS E
Lanikai Senior Apartments 04/23/2018 Baseline
'
~ t

WBR NBL NBT
1111 tt
29 213 402
29 213 402
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
32 232 437

0.92 0.92 0.92
2 2 2
57 254 1427

0.32 0.07 0.40
181 3456 3554
326 232 437
1838 1728 1777

21.1 9.5 12.0

21.1 9.5 12.0

0.10 1.00
580 254 1427

0.56 0.91 0.31
625 254 1427

1.00 1.00 1.00

1.00 1.00 1.00

40.6 65.7 29.2

1.0 34.3 0.6

0.0 0.0 0.0

9.8 5.4 5.3

41.6 100.0 29.7
D F C
1094

41.4 D
6 7 8

60.6 14.9 52.3

7.5 4.5 7.2

53.1 14.1 48.6

54.6 10.2 23.1

0.0 0.2 4.2
I"
NBA
.,,
391
391
0 1.00

1.00 1870
425

0.92 2
877

0.40 1585
425
1585

23.4 23.4

1.00 877

0.48 877

1.00 1.00

19.5 1.9

0.0 9.1

21.4 C
Near Term AM
04/24/2018
'. ! ,.I

SBL SBT SB
1111 tf+
97 927 261
97 927 261
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
105 1008 284

0.92 0.92 0.92
2 2 2
151 1019 286

0.04 0.37 0.37
3456 2741 768
105 652 640
1728 1777 1732

4.3 52.0 52.6

4.3 52.0 52.6

1.00 0.44
151 661 644

0.70 0.99 0.99
210 661 644

1.00 1.00 1.00

1.00 1.00 1.00

67.4 44.5 44.7

5.7 31.9 34.1

0.0 0.0 0.0

2.0 28.5 28.5

73.0 76.4 78.9
E E E
1397

77.3 E
Synchro 1 O Report

HCM 6th Signalized Intersection Summary Near Term PM
1: Twin Oaks Valley Rd. & Borden Rd. 09/17/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165 301 210 165 261 62 221 693 263 95 690 75 Future Volume (veh/h) 165 301 210 165 261 62 221 693 263 95 690 75 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 327 228 179 284 67 240 753 286 103 750 82 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 174 423 288 215 666 154 244 1340 789 130 1113 496 Arrive On Green 0.10 0.21 0.21 0.12 0.23 0.23 0.14 0.38 0.38 0.07 0.31 0.31 Sat Flow, veh/h 1781 2021 1379 1781 2863 664 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 179 287 268 179 174 177 240 753 286 103 750 82 Grp Sat Flow(s),veh/h/ln 1781 1777 1622 1781 1777 1751 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 9.4 14.7 15.1 9.5 8.1 8.3 13.0 16.1 10.7 5.5 17.7 3.6 Cycle Q Clear(g_c), s 9.4 14.7 15.1 9.5 8.1 8.3 13.0 16.1 10.7 5.5 17.7 3.6 Prop In Lane 1.00 0.85 1.00 0.38 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 174 372 340 215 413 407 244 1340 789 130 1113 496 V/C Ratio(X) 1.03 0.77 0.79 0.83 0.42 0.43 0.98 0.56 0.36 0.79 0.67 0.17 Avail Cap(c_a), veh/h 174 590 538 344 756 745 244 1340 789 174 1113 496 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.5 35.9 36.1 41.4 31.5 31.6 41.5 23.7 14.8 44.0 28.8 24.0 Incr Delay (d2), s/veh 76.6 3.4 4.1 9.2 0.7 0.7 53.0 1.7 1.3 16.2 3.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 6.6 6.3 4.7 3.5 3.5 9.2 6.9 4.0 3.0 7.9 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 120.1 39.3 40.3 50.7 32.2 32.3 94.5 25.4 16.1 60.1 32.1 24.7 LnGrp LOS F DDDCCFCBECC
Approach Vol, veh/h 734 530 1279 935
Approach Delay, s/veh 59.4 38.5 36.3 34.5
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 42.0 16.1 26.8 17.7 35.8 13.9 29.0 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max Q Clear Time (g_c+I1), s 7.5 18.1 11.5 17.1 15.0 19.7 11.4 10.3 Green Ext Time (p_c), s 0.0 5.7 0.3 3.1 0.0 4.0 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 41.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
2: Woodward St. & Borden Rd.
.,,> -+ .. 'f +--\.. ~ t
ovement EBL EBT EBA WBL WBT WBR NBL NBT
Lane Configurations
"
ti.
"
ti.
"
t.

Traffic Volume {veh/h) 138 461 59 12 328 32 74 97
Future Volume {veh/h) 138 461 59 12 328 32 74 97
Initial a (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 501 64 13 357 35 80 105
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 127 684 87 28 524 51 104 692
Arrive On Green 0.07 0.22 0.22 0.02 0.16 0.16 0.06 0.45 Sat Flow, veh/h 1781 3171 404 1781 3271 319 1781 1527
Grp Volume(v), veh/h 150 280 285 13 193 199 80 0
Grp Sat Flow{s),veh/h/ln 1781 1777 1798 1781 1777 1813 1781 0 a Serve(g_s), s 5.5 11.3 11.4 0.6 7.9 8.0 3.4 0.0
Cycle a Clear{g_c), s 5.5 11.3 11.4 0.6 7.9 8.0 3.4 0.0 Prop In Lane 1.00 0.22 1.00 0.18 1.00
Lane Grp Cap{c), veh/h 127 383 388 28 284 290 104 0
V/C Ratio{X) 1.18 0.73 0.74 0.46 0.68 0.69 0.77 0.00
Avail Cap{c_a), veh/h 127 710 719 136 715 730 243 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter{!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay {d), s/veh 35.8 28.1 28.2 37.6 30.5 30.5 35.8 0.0 Iner Delay (d2), s/veh 136.0 2.7 2.7 11.4 2.8 2.9 11.4 0.0 Initial a Delay{d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 4.9 5.0 0.3 3.5 3.6 1.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay{d),s/veh 171.8 30.8 30.9 49.0 33.3 33.4 47.2 0.0 LnGre LOS F C C D C C D A
Approach Vol, veh/h 715 405 205
Approach Delay, s/veh 60.4 33.9 26.2
Approach LOS E C C
imer -Assi ned Phs 2 3 4 5 6 7 8
Phs Duration {G+Y+Rc), s 6.8 41.7 5.7 22.8 9.0 39.5 10.0 18.5 Change Period {Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting {Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time {g_c+l1 ), s 3.2 5.1 2.6 13.4 5.4 4.6 7.5 10.0 Green Ext Time (p_c), s 0.0 0.7 0.0 3.2 0.1 0.7 0.0 2.2 ntersection Summa
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D
0tes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"'
NBA
18 18
0 1.00

1.00 1870
20 0.92
2 132

0.45 291
125
1818

3.1 3.1

0.16 824

0.15 824

1.00 1.00

12.4 0.4

0.0 1.3

12.8 B
Near Term PM
04/24/2018
\. ! ../

SBL SBT SB
"
t .,,
27 80 82
27 80 82
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
29 87 89

0.92 0.92 0.92
2 2 2
53 795 673

0.03 0.42 0.42
1781 1870 1585
29 87 89
1781 1870 1585

1.2 2.2 2.6

1.2 2.2 2.6

1.00 1.00
53 795 673

0.54 0.11 0.13
153 795 673

1.00 1.00 1.00

1.00 1.00 1.00

36.8 13.4 13.5

8.3 0.3 0.4

0.0 0.0 0.0

0.6 0.9 1.0

45.1 13.6 13.9
D B B
205

18.2 B
Synchro 1 O Report

HCM 6th Signalized Intersection Summary
3: Woodward St. & Vineyard Rd.

HCM 6th Edition methodology does not support exclusive ped or hold phases.

Lanikai Senior Apartments 04/23/2018 Baseline
Near Term PM
04/24/2018
Synchro 10 Report

HCM Signalized Intersection Capacity Analysis
3: Woodward St. & Vine~ard Rd.
f
' t /"' \. ~
ovement WBL WBR NBT NBA SBL SBT
Lane Configurations 1i 'f' t 'f' 1i t
Traffic Volume (vph) 112 1 227 269 5 153
Future Volume (vph) 112 1 227 269 5 153
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (eerm) 1770 1583 1863 1583 1770 1863
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 122 1 247 292 5 166
ATOR Reduction (vph) 0 1 0 113 0 0
Lane Groue Flow (veh) 122 0 247 179 5 166
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 8.3 8.3 40.9 40.9 1.0 46.8
Effective Green, g (s) 8.3 8.3 40.9 40.9 1.0 46.8
Actuated glC Ratio 0.12 0.12 0.61 0.61 0.01 0.70
Clearance Time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 220 196 1142 970 26 1307
vis Ratio Prot c0.13 0.00 c0.09
vis Ratio Perm c0.07 0.00 0.11
vlc Ratio 0.55 0.00 0.22 0.18 0.19 0.13
Uniform Delay, d1 27.5 25.6 5.8 5.6 32.5 3.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.0 0.0 0.4 0.4 3.6 0.2
Delay (s) 30.5 25.6 6.2 6.0 36.0 3.5
Level of Service C C A A D A
Approach Delay (s) 30.4 6.1 4.4
Approach LOS C A A
ntersection Summa
HCM 2000 Control Delay 9.4 HCM 2000 Level of Service
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 66.7 Sum of lost time (s)
Intersection Capacity Utilization 29.9% ICU Level of Service Analysis Period (min) 15
C Critical Lane Group
Lanikai Senior Apartments 0412312018 Baseline
A

16.5 A
Near Term PM
04/24/2018
Synchro 1 O Report

HCM 6th Signalized Intersection Summary
4: Twin Oaks Valle~ Rd. & Richmar Ave.
.,,,.
-+ ...... f +-
' ""' t
ovement EBL EBT EBA WBL WBT WBR NBL NBT
Lane Configurations llj f+ llj f+ llj tf+
Traffic Volume (veh/h) 198 7 71 21 5 0 119 1041
Future Volume (veh/h) 198 7 71 21 5 0 119 1041
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/hAn 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 215 8 77 23 5 0 129 1132
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 255 22 209 49 51 0 97 1973
Arrive On Green 0.14 0.14 0.14 0.03 0.03 0.00 0.05 0.56 Sat Flow, veh/h 1781 151 1457 1781 1870 0 1781 3540
Grp Volume(v), veh/h 215 0 85 23 5 0 129 568
Grp Sat Flow(s),veh/h/ln 1781 0 1608 1781 1870 0 1781 1777 Q Serve(g_s), s 11.4 0.0 4.7 1.2 0.3 0.0 5.3 20.2
Cycle Q Clear(g_c), s 11.4 0.0 4.7 1.2 0.3 0.0 5.3 20.2 Prop In Lane 1.00 0.91 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 255 0 230 49 51 0 97 990
V/C Ratio(X) 0.84 0.00 0.37 0.47 0.10 0.00 1.33 0.57
Avail Cap(c_a), veh/h 335 0 302 659 692 0 97 990
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 0.0 37.7 46.6 46.1 0.0 46.0 14.0 Iner Delay (d2), s/veh 13.9 0.0 1.0 7.0 0.8 0.0 202.9 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 0.0 1.9 0.6 0.1 0.0 7.8 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.5 0.0 38.7 53.6 47.0 0.0 248.9 16.4 LnGre LOS D A D D D A F B
Approach Vol, veh/h 300 28 1290
Approach Delay, s/veh 50.0 52.4 39.6
Approach LOS D D D
imer -Assi ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 59.6 20.5 9.8 57.7 9.3
Change Period (Y+Rc), s 4.5 *5.4 * 6.6 4.5 *5.4 6.6
Max Green Setting (Gmax), s 7.1 * 51 *18 5.3 * 52 36.0
Max Q Clear Time (g_c+l 1 ), s 4.3 22.3 13.4 7.3 24.6 3.2 Green Ext Time (p_c), s 0.0 9.3 0.5 0.0 9.6 0.1
ntersection Summa
HCM 6th Ctrl Delay 32.4
HCM 6th LOS C
otes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"'
NBA
27 27
0 1.00

1.00 1870
29 0.92
2 51

0.56 91
593
1854

20.3 20.3

0.05 1033

0.57 1033

1.00 1.00

14.0 2.3

0.0 8.6

16.3 B
Near Term PM
04/24/2018
\.. i ..,,
SBh. SBT SB
llj tt+
39 932 161
39 932 161
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
42 1013 175

0.92 0.92 0.92
2 2 2
62 1629 281

0.03 0.54 0.54
1781 3030 523
42 593 595
1781 1777 1776

2.3 22.6 22.6

2.3 22.6 22.6

1.00 0.29
62 955 955

0.68 0.62 0.62
130 955 955

1.00 1.00 1.00

1.00 1.00 1.00

46.4 15.6 15.6

12.1 3.0 3.1

0.0 0.0 0.0

1.2 9.4 9.4

58.5 18.7 18.7
E B B
1230

20.0 C
Synchro 10 Report

HCM 6th Signalized Intersection Summary Near Term PM
5: E. San Marcos Blvd./Woodward St. & E. Mission Rd. 04/24/2018 .,> _.., .. 'f +-
' ""' t I" '. i .,'
ovement l:BL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configurations 1i tt r' "i"i tt r' 1i tt r' 1i tt+ Traffic Volume (veh/h) 1'27 849 83 394 677 108 62 249 743 49 174 53 Future Volume (veh/h) 127 849 83 394 677 108 62 249 743 49 174 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 923 90 428 736 117 67 271 0 53 189 58 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 105 1009 450 501 1315 586 75 1182 68 887 265 Arrive On Green 0.06 0.28 0.28 0.14 0.37 0.37 0.04 0.33 0.00 0.04 0.33 0.33 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 2698 804 Grp Volume(v), veh/h 138 923 90 428 736 117 67 271 0 53 123 124 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1m 1585 1781 1777 1726 Q Serve(g_s), s 7.0 29.9 5.1 14.4 19.6 6.0 4.5 6.5 0.0 3.5 5.9 6.2 Cycle Q Clear(g_c), s 7.0 29.9 5.1 14.4 19.6 6.0 4.5 6.5 0.0 3.5 5.9 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.47
Lane Grp Cap(c), veh/h 105 1009 450 501 1315 586 75 1182 68 584 568 V/C Ratio(X) 1.32 0.92 0.20 0.85 0.56 0.20 0.89 0.23 0.78 0.21 0.22 Avail Cap(c_a), veh/h 105 1046 467 654 1516 676 75 1182 97 584 568 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(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 41.2 32.3 49.6 29.8 25.5 56.7 28.7 0.0 56.7 28.8 28.8 Iner Delay (d2), s/veh 194.3 11.9 0.2 8.5 0.4 0.2 69.1 0.5 0.0 21.5 0.8 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 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 8.8 14.6 2.0 6.8 8.4 2.3 3.4 2.9 0.0 2.0 2.7 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 250.2 53.1 32.5 58.1 30.1 25.6 125.8 29.1 0.0 78.2 29.6 29.7 LnGre LOS F D C E C C F C E C C
Approach Vol, veh/h 1151 1281 338 A 300
Approach Delay, s/veh 75.1 39.1 48.3 38.2
Approach LOS E D D D
imer -Assi ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.1 47.5 21.7 40.5 9.5 47.1 11.5 50.8 Change Period (Y+Rc), s 4.5 8.0 4.5 * 6.8 4.5 *8 4.5 * 6.8 Max Green Setting (Gmax), s 6.5 37.2 22.5 * 35 5.0 * 39 7.0 * 51 Max Q Clear Time {g_c+l1 ), s 5.5 8.5 16.4 31.9 6.5 8.2 9.0 21.6 Green Ext Time (p_c), s 0.0 1.8 0.9 1.9 0.0 1.5 0.0 6.2 ntersection Summa
HCM 6th Ctrl Delay 53.5
HCM 6th LOS D
ates
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

HCM 6th Signalized Intersection Summary
6: Twin Oaks Valle~ Rd. & E. San Marcos Blvd.
,> ..... • 'f +-
ovement EBL EBT EBR WBL WBT
Lane Configurations '111 tt 'f' 'l'I tt+
Traffic Volume (veh/h) 286 711 343 406 575
Future Volume (veh/h) 286 711 343 406 575
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 311 773 373 441 625
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2
Cap, veh/h 333 933 416 487 918
Arrive On Green 0.10 0.26 0.26 0.14 0.31
Sat Flow, veh/h 3456 3554 1585 3456 2988
Grp Volume(v), veh/h 311 773 373 441 371
Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1m
a Serve(g_s), s 13.1 30.0 33.2 18.4 26.8
Cycle Q Clear(g_c), s 13.1 30.0 33.2 18.4 26.8
Prop In Lane 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 333 933 416 487 546
V/C Ratio(X) 0.93 0.83 0.90 0.90 0.68
Avail Cap(c_a), veh/h 333 996 444 512 590
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 65.7 50.9 52.1 61.9 44.4
Iner Delay (d2), s/veh 32.7 5.7 19.8 19.0 2.9
Initial a Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.3 14.1 15.5 9.4 12.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.3 56.5 71.8 80.9 47.3
LnGre LOS F E E F D
Approach Vol, veh/h 1457 1183
Approach Delay, s/veh 69.4 59.8
Approach LOS E E
, imer -Assi9ned Phs 2 3 4 5
Phs Duration (G+Y+Rc), s 11.2 64.4 25.1 45.6 15.0
Change Period (Y+Rc), s 4.5 7.5 4.5 7.2 4.5
Max Green Setting (Gmax), s 8.7 54.9 21.7 41.0 10.5
Max Q Clear Time (g_c+l1 ), s 6.8 29.4 20.4 35.2 12.5
Green Ext Time (p_c), s 0.1 8.0 0.3 3.2 0.0
ntersection Summa
HCM 6th Ctrl Delay 72.6
HCM 6th LOS E
Lanikai Senior Apartments 04/23/2018 Baseline
' ""'
t

WBR NBL NBT
11'1 tt
108 340 767
108 340 767
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
117 370 834

0.92 0.92 0.92
2 2 2
171 248 1381

0.31 0.07 0.39
558 3456 3554
371 370 834
1770 1728 1777

26.9 10.5 27.4

26.9 10.5 27.4

0.32 1.00
544 248 1381

0.68 1.49 0.60
588 248 1381

1.00 1.00 1.00

1.00 1.00 1.00

44.4 67.9 35.8

2.9 241.7 2.0

0.0 0.0 0.0

12.3 13.0 12.3

47.4 309.6 37.7
D F D
1555

98.9 F
6 7 8

60.6 18.6 52.1

7.5 4.5 7.2

53.1 14.1 48.6

38.5 15.1 28.9

5.7 0.0 4.7
I"
NBR
'f'
323
323
0 1.00

1.00 1870
351

0.92 2
839

0.39 1585
351
1585

19.6 19.6

1.00 839

0.42 839

1.00 1.00

20.8 1.5

0.0 7.7

22.3 C
Near Term PM
04/24/2018
\. l ..,,

SBL SBT SB
11'1 ttt
105 620 275
105 620 275
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
114 674 299

0.92 0.92 0.92
2 2 2
159 869 385

0.05 0.36 0.36
3456 2394 1062
114 500 473
1728 1777 1679

4.8 36.5 36.5

4.8 36.5 36.5

1.00 0.63
159 645 609

0.72 0.78 0.78
205 645 609

1.00 1.00 1.00

1.00 1.00 1.00

68.9 41.3 41.3

8.1 8.9 9.4

0.0 0.0 0.0

2.3 17.6 16.7

76.9 50.2 50.7
E D D
1087

53.2 D
Synchro 10 Report

San Marcos Senior Apartment Project September 17, 2019 Page | 63

Appendix E: Near Term + Project Scenario Synchro Worksheets

HCM 6th Signalized Intersection Summary Near Term+Project AM 1: Twin Oaks Valley Rd. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 58 240 248 278 427 104 190 427 92 58 911 101 Future Volume (veh/h) 58 240 248 278 427 104 190 427 92 58 911 101 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 63 261 270 302 464 113 207 464 100 63 990 110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 81 369 330 315 963 233 224 1306 863 81 1022 456 Arrive On Green 0.05 0.21 0.21 0.18 0.34 0.34 0.13 0.37 0.37 0.05 0.29 0.29 Sat Flow, veh/h 1781 1777 1585 1781 2837 686 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 63 261 270 302 289 288 207 464 100 63 990 110 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1747 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.7 14.3 17.1 17.6 13.5 13.7 12.1 10.0 3.2 3.7 28.9 5.6 Cycle Q Clear(g_c), s 3.7 14.3 17.1 17.6 13.5 13.7 12.1 10.0 3.2 3.7 28.9 5.6 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 81 369 330 315 603 593 224 1306 863 81 1022 456 V/C Ratio(X) 0.77 0.71 0.82 0.96 0.48 0.49 0.92 0.36 0.12 0.77 0.97 0.24 Avail Cap(c_a), veh/h 159 541 483 315 694 682 224 1306 863 159 1022 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 38.6 39.7 42.8 27.4 27.4 45.4 24.2 11.6 49.6 37.0 28.6 Incr Delay (d2), s/veh 14.4 2.5 7.0 39.3 0.6 0.6 40.0 0.8 0.3 14.4 21.6 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 6.4 7.2 11.1 5.8 5.7 7.8 4.3 1.2 2.0 15.4 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.9 41.1 46.8 82.1 28.0 28.1 85.4 24.9 11.9 63.9 58.6 29.9 LnGrp LOS E D D F C C F C B E E C
Approach Vol, veh/h 594 879 771 1163
Approach Delay, s/veh 46.1 46.6 39.5 56.1
Approach LOS D D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.3 44.2 23.1 28.4 17.7 35.8 9.3 42.2 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max Q Clear Time (g_c+I1), s 5.7 12.0 19.6 19.1 14.1 30.9 5.7 15.7 Green Ext Time (p_c), s 0.0 3.4 0.0 2.8 0.0 0.0 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Near Term+Project AM 2: Woodward St. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 330 85 28 510 21 89 33 16 40 163 140 Future Volume (veh/h) 40 330 85 28 510 21 89 33 16 40 163 140 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 359 92 30 554 23 97 36 17 43 177 152 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 68 625 158 54 746 31 125 522 247 68 754 639
Arrive On Green 0.04 0.22 0.22 0.03 0.21 0.21 0.07 0.43 0.43 0.04 0.40 0.40 Sat Flow, veh/h 1781 2808 711 1781 3477 144 1781 1201 567 1781 1870 1585 Grp Volume(v), veh/h 43 225 226 30 283 294 97 0 53 43 177 152 Grp Sat Flow(s),veh/h/ln 1781 1777 1742 1781 1777 1844 1781 0 1768 1781 1870 1585 Q Serve(g_s), s 1.9 9.1 9.3 1.3 11.9 12.0 4.3 0.0 1.4 1.9 5.0 5.1 Cycle Q Clear(g_c), s 1.9 9.1 9.3 1.3 11.9 12.0 4.3 0.0 1.4 1.9 5.0 5.1 Prop In Lane 1.00 0.41 1.00 0.08 1.00 0.32 1.00 1.00
Lane Grp Cap(c), veh/h 68 395 388 54 381 396 125 0 769 68 754 639 V/C Ratio(X) 0.63 0.57 0.58 0.55 0.74 0.74 0.78 0.00 0.07 0.63 0.23 0.24 Avail Cap(c_a), veh/h 122 682 668 131 686 712 233 0 769 146 754 639 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 27.8 27.9 38.4 29.5 29.5 36.7 0.0 13.2 38.0 15.8 15.8 Incr Delay (d2), s/veh 9.1 1.3 1.4 8.6 2.9 2.8 9.8 0.0 0.2 9.1 0.7 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.9 3.9 0.7 5.2 5.4 2.2 0.0 0.6 1.0 2.2 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.2 29.1 29.3 47.0 32.3 32.3 46.5 0.0 13.4 47.2 16.5 16.7 LnGrp LOS DCCDCCDABDBB
Approach Vol, veh/h 494 607 150 372
Approach Delay, s/veh 30.7 33.0 34.8 20.1
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.6 41.7 6.9 24.1 10.1 39.1 7.6 23.4 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+I1), s 3.9 3.4 3.3 11.3 6.3 7.1 3.9 14.0 Green Ext Time (p_c), s 0.0 0.2 0.0 2.6 0.1 1.5 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 29.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Near Term+Project AM 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

HCM 6th Edition methodology does not support exclusive ped or hold phases.

HCM Signalized Intersection Capacity Analysis Near Term+Project AM 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 273 4 128 68 1 314
Future Volume (vph) 273 4 128 68 1 314
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 1863 1583 1770 1863
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 297 4 139 74 1 341
RTOR Reduction (vph) 0 3 0 35 0 0
Lane Group Flow (vph) 297 1 139 39 1 341
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 16.4 16.4 38.0 38.0 0.9 43.8
Effective Green, g (s) 16.4 16.4 38.0 38.0 0.9 43.8
Actuated g/C Ratio 0.23 0.23 0.53 0.53 0.01 0.61
Clearance Time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 404 361 985 837 22 1136
v/s Ratio Prot 0.07 0.00 c0.18
v/s Ratio Perm c0.17 0.00 0.02
v/c Ratio 0.74 0.00 0.14 0.05 0.05 0.30
Uniform Delay, d1 25.7 21.4 8.6 8.2 35.0 6.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.8 0.0 0.3 0.1 0.9 0.7
Delay (s) 32.5 21.4 8.9 8.3 35.9 7.4
Level of Service C C A A D A
Approach Delay (s) 32.3 8.7 7.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 16.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 71.8 Sum of lost time (s) 16.5 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Near Term+Project AM 4: Twin Oaks Valley Rd. & Richmar Ave. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 6 78 14 3 5 49 564 34 36 1213 168 Future Volume (veh/h) 142 6 78 14 3 5 49 564 34 36 1213 168 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 154 7 85 15 3 5 53 613 37 39 1318 183 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 200 14 166 43 15 25 72 1965 118 61 1791 247
Arrive On Green 0.11 0.11 0.11 0.02 0.02 0.02 0.04 0.58 0.58 0.03 0.57 0.57 Sat Flow, veh/h 1781 122 1482 1781 630 1051 1781 3405 205 1781 3137 433 Grp Volume(v), veh/h 154 0 92 15 0 8 53 320 330 39 743 758 Grp Sat Flow(s),veh/h/ln 1781 0 1604 1781 0 1681 1781 1777 1833 1781 1777 1793 Q Serve(g_s), s 7.7 0.0 4.9 0.8 0.0 0.4 2.7 8.5 8.5 2.0 28.2 28.8 Cycle Q Clear(g_c), s 7.7 0.0 4.9 0.8 0.0 0.4 2.7 8.5 8.5 2.0 28.2 28.8 Prop In Lane 1.00 0.92 1.00 0.63 1.00 0.11 1.00 0.24
Lane Grp Cap(c), veh/h 200 0 180 43 0 41 72 1025 1058 61 1015 1023 V/C Ratio(X) 0.77 0.00 0.51 0.35 0.00 0.20 0.74 0.31 0.31 0.64 0.73 0.74 Avail Cap(c_a), veh/h 356 0 320 700 0 661 103 1025 1058 138 1015 1023 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 0.0 38.3 44.0 0.0 43.8 43.5 10.0 10.0 43.7 14.5 14.6 Incr Delay (d2), s/veh 6.1 0.0 2.2 4.7 0.0 2.3 14.8 0.8 0.8 10.5 4.7 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 2.0 0.4 0.0 0.2 1.5 3.3 3.4 1.0 11.6 11.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.7 0.0 40.5 48.7 0.0 46.1 58.3 10.8 10.8 54.2 19.1 19.4 LnGrp LOS D A D D A D E B B D B B
Approach Vol, veh/h 246 23 703 1540
Approach Delay, s/veh 43.7 47.8 14.4 20.2
Approach LOS D D B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 58.3 16.9 8.2 57.7 8.8
Change Period (Y+Rc), s 4.5 * 5.4 * 6.6 4.5 * 5.4 6.6
Max Green Setting (Gmax), s 7.1 * 51 * 18 5.3 * 52 36.0 Max Q Clear Time (g_c+I1), s 4.0 10.5 9.7 4.7 30.8 2.8
Green Ext Time (p_c), s 0.0 4.6 0.6 0.0 11.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Near Term+Project AM 5: E. San Marcos Blvd./Woodward St. & E. Mission Rd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 502 53 668 838 111 13 61 452 94 390 79 Future Volume (veh/h) 38 502 53 668 838 111 13 61 452 94 390 79 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 546 58 726 911 121 14 66 0 102 424 86 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 57 695 310 695 1296 578 28 1181 103 1105 222 Arrive On Green 0.03 0.20 0.20 0.20 0.36 0.36 0.02 0.33 0.00 0.06 0.37 0.37 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 2947 593 Grp Volume(v), veh/h 41 546 58 726 911 121 14 66 0 102 254 256 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1777 1764 Q Serve(g_s), s 2.6 16.3 3.4 22.5 24.5 5.9 0.9 1.4 0.0 6.4 11.7 11.9 Cycle Q Clear(g_c), s 2.6 16.3 3.4 22.5 24.5 5.9 0.9 1.4 0.0 6.4 11.7 11.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34
Lane Grp Cap(c), veh/h 57 695 310 695 1296 578 28 1181 103 666 661 V/C Ratio(X) 0.72 0.79 0.19 1.04 0.70 0.21 0.50 0.06 0.99 0.38 0.39 Avail Cap(c_a), veh/h 111 1112 496 695 1610 718 80 1181 103 666 661 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.6 42.8 37.6 44.7 30.4 24.5 54.6 25.4 0.0 52.7 25.5 25.6 Incr Delay (d2), s/veh 15.2 2.0 0.3 46.4 1.0 0.2 13.0 0.1 0.0 83.7 1.7 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 7.3 1.4 14.0 10.5 2.2 0.5 0.6 0.0 5.3 5.2 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.9 44.8 37.9 91.1 31.4 24.6 67.6 25.5 0.0 136.4 27.2 27.3 LnGrp LOS E D D F C C E C F C C
Approach Vol, veh/h 645 1758 80 A 612
Approach Delay, s/veh 45.7 55.6 32.9 45.4
Approach LOS D E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 45.2 27.0 28.7 6.3 49.9 8.1 47.6 Change Period (Y+Rc), s 4.5 8.0 4.5 * 6.8 4.5 * 8 4.5 * 6.8 Max Green Setting (Gmax), s 6.5 37.2 22.5 * 35 5.0 * 39 7.0 * 51 Max Q Clear Time (g_c+I1), s 8.4 3.4 24.5 18.3 2.9 13.9 4.6 26.5 Green Ext Time (p_c), s 0.0 0.4 0.0 3.6 0.0 3.2 0.0 7.5 Intersection Summary
HCM 6th Ctrl Delay 50.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Near Term+Project AM 6: Twin Oaks Valley Rd. & E. San Marcos Blvd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 186 524 298 467 560 32 213 402 392 99 927 261 Future Volume (veh/h) 186 524 298 467 560 32 213 402 392 99 927 261 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 202 570 324 508 609 35 232 437 426 108 1008 284 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 253 842 376 525 1078 62 254 1424 876 154 1019 286 Arrive On Green 0.07 0.24 0.24 0.15 0.32 0.32 0.07 0.40 0.40 0.04 0.37 0.37 Sat Flow, veh/h 3456 3554 1585 3456 3416 196 3456 3554 1585 3456 2741 768 Grp Volume(v), veh/h 202 570 324 508 316 328 232 437 426 108 652 640 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1835 1728 1777 1585 1728 1777 1732 Q Serve(g_s), s 8.2 20.8 28.0 20.9 21.2 21.2 9.5 12.0 23.5 4.4 52.0 52.6 Cycle Q Clear(g_c), s 8.2 20.8 28.0 20.9 21.2 21.2 9.5 12.0 23.5 4.4 52.0 52.6 Prop In Lane 1.00 1.00 1.00 0.11 1.00 1.00 1.00 0.44
Lane Grp Cap(c), veh/h 253 842 376 525 561 579 254 1424 876 154 661 644 V/C Ratio(X) 0.80 0.68 0.86 0.97 0.56 0.57 0.91 0.31 0.49 0.70 0.99 0.99 Avail Cap(c_a), veh/h 341 1020 455 525 605 624 254 1424 876 210 661 644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.2 49.5 52.3 60.2 40.7 40.7 65.7 29.3 19.6 67.3 44.5 44.7 Incr Delay (d2), s/veh 9.3 1.4 13.6 31.1 1.0 1.0 34.3 0.6 1.9 6.2 31.9 34.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 9.5 12.6 11.4 9.5 9.8 5.4 5.3 9.1 2.1 28.5 28.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.5 50.9 65.8 91.3 41.7 41.7 100.0 29.8 21.5 73.5 76.4 78.9 LnGrp LOS E D E F D D F C C E E E
Approach Vol, veh/h 1096 1152 1095 1400
Approach Delay, s/veh 59.7 63.6 41.4 77.3
Approach LOS E E D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.9 64.7 26.2 41.0 15.0 60.6 14.9 52.3 Change Period (Y+Rc), s 4.5 7.5 4.5 7.2 4.5 7.5 4.5 7.2 Max Green Setting (Gmax), s 8.7 54.9 21.7 41.0 10.5 53.1 14.1 48.6 Max Q Clear Time (g_c+I1), s 6.4 25.5 22.9 30.0 11.5 54.6 10.2 23.2 Green Ext Time (p_c), s 0.1 4.9 0.0 3.8 0.0 0.0 0.2 4.2 Intersection Summary
HCM 6th Ctrl Delay 61.6
HCM 6th LOS E
HCM 6th Signalized Intersection Summary Near Term+Project AM 15: E. San Marcos Blvd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

HCM 6th Edition methodology does not support turning movements with shared & exclusive lanes.

HCM 6th Signalized Intersection Summary Near Term+Project PM 1: Twin Oaks Valley Rd. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165 303 210 168 262 63 221 693 267 96 690 75 Future Volume (veh/h) 165 303 210 168 262 63 221 693 267 96 690 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 329 228 183 285 68 240 753 290 104 750 82 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 173 425 288 219 672 158 243 1332 789 131 1109 495 Arrive On Green 0.10 0.21 0.21 0.12 0.24 0.24 0.14 0.37 0.37 0.07 0.31 0.31 Sat Flow, veh/h 1781 2026 1374 1781 2856 670 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 179 288 269 183 176 177 240 753 290 104 750 82 Grp Sat Flow(s),veh/h/ln 1781 1777 1623 1781 1777 1750 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 9.4 14.8 15.2 9.7 8.1 8.4 13.0 16.3 10.9 5.6 17.8 3.6 Cycle Q Clear(g_c), s 9.4 14.8 15.2 9.7 8.1 8.4 13.0 16.3 10.9 5.6 17.8 3.6 Prop In Lane 1.00 0.85 1.00 0.38 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 173 372 340 219 418 412 243 1332 789 131 1109 495 V/C Ratio(X) 1.03 0.77 0.79 0.84 0.42 0.43 0.99 0.57 0.37 0.79 0.68 0.17 Avail Cap(c_a), veh/h 173 587 537 342 753 741 243 1332 789 173 1109 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 36.1 36.2 41.5 31.4 31.5 41.7 24.0 14.9 44.1 29.0 24.2 Incr Delay (d2), s/veh 77.8 3.4 4.2 10.0 0.7 0.7 54.2 1.7 1.3 16.6 3.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 6.7 6.3 4.8 3.5 3.6 9.3 7.0 4.1 3.0 7.9 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 121.5 39.5 40.5 51.5 32.1 32.2 95.9 25.8 16.3 60.7 32.3 24.9 LnGrp LOS F D D D C C F C B E C C
Approach Vol, veh/h 736 536 1283 936
Approach Delay, s/veh 59.8 38.7 36.7 34.8
Approach LOS E D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.6 41.9 16.4 26.9 17.7 35.8 13.9 29.4 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max Q Clear Time (g_c+I1), s 7.6 18.3 11.7 17.2 15.0 19.8 11.4 10.4 Green Ext Time (p_c), s 0.0 5.7 0.3 3.1 0.0 3.9 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 41.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Near Term+Project PM 2: Woodward St. & Borden Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 461 61 14 328 32 75 97 19 27 80 82 Future Volume (veh/h) 138 461 61 14 328 32 75 97 19 27 80 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 501 66 15 357 35 82 105 21 29 87 89 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 127 683 90 32 533 52 106 683 137 53 789 669
Arrive On Green 0.07 0.22 0.22 0.02 0.16 0.16 0.06 0.45 0.45 0.03 0.42 0.42 Sat Flow, veh/h 1781 3158 414 1781 3271 319 1781 1513 303 1781 1870 1585 Grp Volume(v), veh/h 150 281 286 15 193 199 82 0 126 29 87 89 Grp Sat Flow(s),veh/h/ln 1781 1777 1796 1781 1777 1813 1781 0 1816 1781 1870 1585 Q Serve(g_s), s 5.5 11.4 11.5 0.6 7.9 8.0 3.5 0.0 3.2 1.2 2.2 2.7 Cycle Q Clear(g_c), s 5.5 11.4 11.5 0.6 7.9 8.0 3.5 0.0 3.2 1.2 2.2 2.7 Prop In Lane 1.00 0.23 1.00 0.18 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 127 384 388 32 289 295 106 0 820 53 789 669 V/C Ratio(X) 1.18 0.73 0.74 0.47 0.67 0.67 0.77 0.00 0.15 0.54 0.11 0.13 Avail Cap(c_a), veh/h 127 708 715 136 713 727 242 0 820 152 789 669 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 28.2 28.2 37.6 30.4 30.4 35.8 0.0 12.5 37.0 13.6 13.7 Incr Delay (d2), s/veh 137.6 2.7 2.7 10.5 2.6 2.7 11.1 0.0 0.4 8.3 0.3 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 7.2 4.9 5.0 0.4 3.5 3.6 1.8 0.0 1.3 0.7 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 173.5 30.9 31.0 48.1 33.0 33.1 47.0 0.0 12.9 45.3 13.8 14.1 LnGrp LOS F C C D C C D A B D B B
Approach Vol, veh/h 717 407 208 205
Approach Delay, s/veh 60.8 33.6 26.3 18.4
Approach LOS E C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 41.7 5.9 22.9 9.1 39.4 10.0 18.8 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+I1), s 3.2 5.2 2.6 13.5 5.5 4.7 7.5 10.0 Green Ext Time (p_c), s 0.0 0.7 0.0 3.2 0.1 0.7 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Near Term+Project PM 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

HCM 6th Edition methodology does not support exclusive ped or hold phases.

HCM Signalized Intersection Capacity Analysis Near Term+Project PM 3: Woodward St. & Vineyard Rd. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 114 1 227 270 5 153
Future Volume (vph) 114 1 227 270 5 153
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 1863 1583 1770 1863
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 124 1 247 293 5 166
RTOR Reduction (vph) 0 1 0 113 0 0
Lane Group Flow (vph) 124 0 247 180 5 166
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 8.3 8.3 40.9 40.9 1.0 46.8
Effective Green, g (s) 8.3 8.3 40.9 40.9 1.0 46.8
Actuated g/C Ratio 0.12 0.12 0.61 0.61 0.01 0.70
Clearance Time (s) 5.6 5.6 6.4 6.4 4.5 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 220 196 1142 970 26 1307
v/s Ratio Prot c0.13 0.00 c0.09
v/s Ratio Perm c0.07 0.00 0.11
v/c Ratio 0.56 0.00 0.22 0.19 0.19 0.13
Uniform Delay, d1 27.5 25.6 5.8 5.6 32.5 3.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.3 0.0 0.4 0.4 3.6 0.2
Delay (s) 30.8 25.6 6.2 6.1 36.0 3.5
Level of Service C C A A D A
Approach Delay (s) 30.7 6.1 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 66.7 Sum of lost time (s) 16.5 Intersection Capacity Utilization 30.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Near Term+Project PM 4: Twin Oaks Valley Rd. & Richmar Ave. 09/16/2019
Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 198 7 71 21 5 0 119 1044 27 39 936 161 Future Volume (veh/h) 198 7 71 21 5 0 119 1044 27 39 936 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 215 8 77 23 5 0 129 1135 29 42 1017 175 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 255 22 209 49 51 0 97 1973 50 62 1630 280
Arrive On Green 0.14 0.14 0.14 0.03 0.03 0.00 0.05 0.56 0.56 0.03 0.54 0.54 Sat Flow, veh/h 1781 151 1457 1781 1870 0 1781 3540 90 1781 3032 521 Grp Volume(v), veh/h 215 0 85 23 5 0 129 570 594 42 595 597 Grp Sat Flow(s),veh/h/ln 1781 0 1608 1781 1870 0 1781 1777 1854 1781 1777 1777 Q Serve(g_s), s 11.4 0.0 4.7 1.2 0.3 0.0 5.3 20.3 20.3 2.3 22.7 22.8 Cycle Q Clear(g_c), s 11.4 0.0 4.7 1.2 0.3 0.0 5.3 20.3 20.3 2.3 22.7 22.8 Prop In Lane 1.00 0.91 1.00 0.00 1.00 0.05 1.00 0.29
Lane Grp Cap(c), veh/h 255 0 230 49 51 0 97 990 1033 62 955 955 V/C Ratio(X) 0.84 0.00 0.37 0.47 0.10 0.00 1.33 0.58 0.58 0.68 0.62 0.62 Avail Cap(c_a), veh/h 335 0 302 659 692 0 97 990 1033 130 955 955 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 0.0 37.7 46.6 46.1 0.0 46.0 14.0 14.0 46.4 15.6 15.7 Incr Delay (d2), s/veh 13.9 0.0 1.0 7.0 0.8 0.0 202.9 2.4 2.3 12.1 3.1 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 0.0 1.9 0.6 0.1 0.0 7.8 8.3 8.6 1.2 9.4 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.5 0.0 38.7 53.6 47.0 0.0 248.9 16.5 16.4 58.5 18.7 18.7 LnGrp LOS D A D D D A F B B E B B
Approach Vol, veh/h 300 28 1293 1234
Approach Delay, s/veh 50.0 52.4 39.6 20.1
Approach LOS D D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 59.6 20.5 9.8 57.7 9.3
Change Period (Y+Rc), s 4.5 * 5.4 * 6.6 4.5 * 5.4 6.6
Max Green Setting (Gmax), s 7.1 * 51 * 18 5.3 * 52 36.0 Max Q Clear Time (g_c+I1), s 4.3 22.3 13.4 7.3 24.8 3.2 Green Ext Time (p_c), s 0.0 9.3 0.5 0.0 9.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 32.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Near Term+Project PM 5: E. San Marcos Blvd./Woodward St. & E. Mission Rd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 849 83 394 677 110 62 257 743 50 179 53 Future Volume (veh/h) 127 849 83 394 677 110 62 257 743 50 179 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 138 923 90 428 736 120 67 279 0 54 195 58 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 105 1009 450 501 1315 586 75 1180 69 894 259 Arrive On Green 0.06 0.28 0.28 0.14 0.37 0.37 0.04 0.33 0.00 0.04 0.33 0.33 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 3554 1585 1781 2719 787 Grp Volume(v), veh/h 138 923 90 428 736 120 67 279 0 54 126 127 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1777 1585 1781 1777 1729 Q Serve(g_s), s 7.0 29.9 5.1 14.4 19.6 6.1 4.5 6.8 0.0 3.6 6.1 6.3 Cycle Q Clear(g_c), s 7.0 29.9 5.1 14.4 19.6 6.1 4.5 6.8 0.0 3.6 6.1 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.46
Lane Grp Cap(c), veh/h 105 1009 450 501 1315 586 75 1180 69 584 569 V/C Ratio(X) 1.32 0.92 0.20 0.85 0.56 0.20 0.89 0.24 0.78 0.21 0.22 Avail Cap(c_a), veh/h 105 1046 467 654 1516 676 75 1180 82 584 569 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 41.2 32.3 49.6 29.8 25.5 56.7 28.8 0.0 56.6 28.8 28.9 Incr Delay (d2), s/veh 194.3 11.9 0.2 8.5 0.4 0.2 69.1 0.5 0.0 31.6 0.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.8 14.6 2.0 6.8 8.4 0.0 3.4 3.0 0.0 2.2 2.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 250.2 53.1 32.5 58.1 30.1 25.7 125.8 29.3 0.0 88.2 29.6 29.8 LnGrp LOS F D C E C C F C F C C
Approach Vol, veh/h 1151 1284 346 A 307
Approach Delay, s/veh 75.1 39.1 47.9 40.0
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.1 47.5 21.7 40.5 9.5 47.1 11.5 50.8 Change Period (Y+Rc), s 4.5 8.0 4.5 * 6.8 4.5 * 8 4.5 * 6.8 Max Green Setting (Gmax), s 5.5 38.2 22.5 * 35 5.0 * 39 7.0 * 51 Max Q Clear Time (g_c+I1), s 5.6 8.8 16.4 31.9 6.5 8.3 9.0 21.6 Green Ext Time (p_c), s 0.0 1.9 0.9 1.9 0.0 1.5 0.0 6.2 Intersection Summary
HCM 6th Ctrl Delay 53.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Near Term+Project PM 6: Twin Oaks Valley Rd. & E. San Marcos Blvd. 09/16/2019 Lanikai Senior Apartments 04/23/2018 Baseline Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 286 712 343 407 576 111 340 767 325 110 620 275 Future Volume (veh/h) 286 712 343 407 576 111 340 767 325 110 620 275 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 311 774 373 442 626 121 370 834 353 120 674 299 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 333 932 416 488 913 176 248 1374 837 165 868 385 Arrive On Green 0.10 0.26 0.26 0.14 0.31 0.31 0.07 0.39 0.39 0.05 0.36 0.36 Sat Flow, veh/h 3456 3554 1585 3456 2971 573 3456 3554 1585 3456 2394 1062 Grp Volume(v), veh/h 311 774 373 442 374 373 370 834 353 120 500 473 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1767 1728 1777 1585 1728 1777 1679 Q Serve(g_s), s 13.1 30.1 33.2 18.4 27.0 27.1 10.5 27.5 19.8 5.0 36.6 36.6 Cycle Q Clear(g_c), s 13.1 30.1 33.2 18.4 27.0 27.1 10.5 27.5 19.8 5.0 36.6 36.6 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 333 932 416 488 546 543 248 1374 837 165 644 609 V/C Ratio(X) 0.93 0.83 0.90 0.91 0.68 0.69 1.49 0.61 0.42 0.73 0.78 0.78 Avail Cap(c_a), veh/h 333 995 444 512 590 587 248 1374 837 205 644 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.7 50.9 52.1 61.9 44.5 44.5 67.9 36.0 21.0 68.7 41.4 41.4 Incr Delay (d2), s/veh 32.8 5.7 19.8 19.1 3.0 3.1 241.9 2.0 1.6 9.3 8.9 9.4 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 7.3 14.1 15.5 9.4 12.4 12.4 13.0 12.4 7.8 2.4 17.6 16.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.4 56.6 71.9 81.0 47.5 47.6 309.9 38.0 22.6 78.0 50.3 50.8 LnGrp LOS F E E F D D F D C E D D
Approach Vol, veh/h 1458 1189 1557 1093
Approach Delay, s/veh 69.4 60.0 99.1 53.5
Approach LOS E E F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.5 64.1 25.2 45.6 15.0 60.6 18.6 52.2 Change Period (Y+Rc), s 4.5 7.5 4.5 7.2 4.5 7.5 4.5 7.2 Max Green Setting (Gmax), s 8.7 54.9 21.7 41.0 10.5 53.1 14.1 48.6 Max Q Clear Time (g_c+I1), s 7.0 29.5 20.4 35.2 12.5 38.6 15.1 29.1 Green Ext Time (p_c), s 0.0 8.0 0.2 3.2 0.0 5.7 0.0 4.7 Intersection Summary
HCM 6th Ctrl Delay 72.8
HCM 6th LOS E
San Marcos Senior Apartment Project September 17, 2019 Page | 64

Appendix F: Horizon Year 2035 Scenario Synchro Worksheets

HCM 6th Signalized Intersection Summary
1: Twin Oaks Valle~ Rd. & Borden Rd .
.,,> -+ ..... 'f +-
'
"'\ t
ovement EBL !:BT EBA WBL WBT WBR NBL NBT
Lane Configurations .., ti. .., ti. .., tt
Traffic Volume (veh/h) 64 267 276 307 475 115 212 476
Future Volume (veh/h) 64 267 276 307 475 115 212 476
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 290 300 334 516 125 230 517
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 90 400 357 308 988 238 219 1256
Arrive On Green 0.05 0.23 0.23 0.17 0.35 0.35 0.12 0.35 Sat Flow, veh/h 1781 1777 1585 1781 2839 685 1781 3554
Grp Volume(v), veh/h 70 290 300 334 322 319 230 517
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1747 1781 1777 Q Serve(g_s), s 4.2 16.2 19.4 18.6 15.5 15.6 13.2 11.8
Cycle Q Clear(g_c), s 4.2 16.2 19.4 18.6 15.5 15.6 13.2 11.8 Prop In Lane 1.00 1.00 1.00 0.39 1.00
Lane Grp Cap(c), veh/h 90 400 357 308 618 608 219 1256
V/C Ratio(X) 0.78 0.72 0.84 1.08 0.52 0.52 1.05 0.41
Avail Cap(c_a), veh/h 156 529 472 308 678 667 219 1256
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.4 38.5 39.7 44.4 27.9 27.9 47.1 26.3 Iner Delay (d2), s/veh 13.2 3.3 9.9 75.1 0.7 0.7 74.8 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 7.4 8.5 14.6 6.6 6.6 10.4 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.6 41.9 49.7 119.5 28.6 28.6 121.9 27.3 LnGre LOS E D D F C C F C
Approach Vol, veh/h 660 975 857
Approach Delay, s/veh 47.7 59.7 50.9
Approach LOS D E D
imer -Assi ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.9 43.6 23.1 30.8 17.7 35.8 9.9 44.0 Change Period (Y+Rc), s 4.5 * 5.6 4.5 * 6.6 4.5 * 5.6 4.5 * 6.6 Max Green Setting (Gmax), s 9.4 * 34 18.6 * 32 13.2 * 30 9.4 * 41 Max Q Clear Time (g_c+l1), s 6.2 13.8 20.6 21.4 15.2 32.2 6.2 17.6 Green Ext Time (p_c), s 0.0 3.8 0.0 2.8 0.0 0.0 0.0 4.2 ntersection Summa
HCM 6th Ctrl Delay 66.6
HCM 6th LOS E
otes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
~
NBA
,,
101
101
0 1.00

1.00 1870
110

0.92 2
835

0.35 1585
110
1585

3.8 3.8

1.00 835

0.13 835

1.00 1.00

12.9 0.3

0.0 1.4

13.3 B
Year2035 AM
04/24/2018
\. i wt;'

SBL SBT SB
.., tt ,,
64 1016 112
64 1016 112
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
70 1104 122

0.92 0.92 0.92
2 2 2
90 999 446

0.05 0.28 0.28
1781 3554 1585
70 1104 122
1781 1777 1585

4.2 30.2 6.4

4.2 30.2 6.4

1.00 1.00
90 999 446

0.78 1.10 0.27
156 999 446

1.00 1.00 1.00

1.00 1.00 1.00

50.4 38.6 30.1

13.2 61.7 1.5

0.0 0.0 0.0

2.2 21.5 2.6

63.6 100.3 31.6
E F C
1296

91.9 F
Synchro 1 O Report

HCM 6th Signalized Intersection Summary
2: Woodward St. & Borden Rd.
,> -+
• 'f +-
' "' t
ovement EBL EBlf EB!!t WBL WBT WBR NBL NBT
Lane Configurations
"
tf+
"
tf+
"
ft
Traffic Volume (veh/h) 44 367 94 30 569 23 97 36
Future Volume (veh/h) 44 367 94 30 569 23 97 36
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pb T) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/hnn 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 399 102 33 618 25 105 39
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 72 676 171 57 809 33 134 520
Arrive On Green 0.04 0.24 0.24 0.03 0.23 0.23 0.08 0.42 Sat Flow, veh/h 1781 2809 711 1781 3481 141 1781 1235
Grp Volume(v), veh/h 48 251 250 33 315 328 105 0
Grp Sat Flow(s),veh/h/ln 1781 1m 1742 1781 1777 1845 1781 0 Q Serve(g_s), s 2.2 10.3 10.5 1.5 13.7 13.7 4.8 0.0
Cycle Q Clear(g_c), s 2.2 10.3 10.5 1.5 13.7 13.7 4.8 0.0 Prop In Lane 1.00 0.41 1.00 0.08 1.00
Lane Grp Cap(c), veh/h 72 428 419 57 413 429 134 0
V/C Ratio(X) 0.67 0.59 0.60 0.58 0.76 0.76 0.78 0.00
Avail Cap(c_a), veh/h 118 661 648 127 665 690 226 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.2 27.8 27.9 39.5 29.7 29.7 37.6 0.0 Iner Delay (d2), s/veh 10.2 1.3 1.4 8.9 3.0 2.9 9.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 4.4 4.4 0.8 6.0 6.2 2.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 29.1 29.2 48.4 32.6 32.5 47.0 0.0 LnGre LOS D C C D C C D A
Approach Vol, veh/h 549 676 161
Approach Delay, s/veh 30.9 33.4 35.7
Approach LOS C C D
,mer-Ass' ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 41.7 7.2 26.1 10.8 38.8 7.8 25.5 Change Period (Y+Rc), s 4.5 * 6.8 4.5 * 6.2 4.5 * 6.8 4.5 * 6.2 Max Green Setting (Gmax), s 6.6 * 35 5.9 * 31 10.5 * 31 5.5 * 31 Max Q Clear Time (g_c+l1 ), s 4.2 3.6 3.5 12.5 6.8 8.1 4.2 15.7 Green Ext Time (p_c), s 0.0 0.3 0.0 2.9 0.1 1.7 0.0 3.5 ntersection Summa
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C
ates
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"
NBR
16 16
0 1.00

1.00 1870
17 0.92
2 227

0.42 538
56 1773

1.6 1.6

0.30 747

0.07 747

1.00 1.00

14.3 0.2

0.0 0.6

14.5 B
Year 2035 AM
04/24/2018
'. i ✓

SBL SST SB
" + '{'
44 181 156
44 181 156
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
48 197 170

0.92 0.92 0.92
2 2 2
72 722 612

0.04 0.39 0.39
1781 1870 1585
48 197 170
1781 1870 1585

2.2 6.0 6.1

2.2 6.0 6.1

1.00 1.00
72 722 612

0.67 0.27 0.28
142 722 612

1.00 1.00 1.00

1.00 1.00 1.00

39.2 17.4 17.5

10.2 0.9 1.1

0.0 0.0 0.0

1.1 2.7 2.3

49.4 18.4 18.6
D B B
415

22.1 C
Synchro 1 O Report

HCM
6th
Signalized
Intersection
Summary
3:

Woodward
St.
&
Vineyard
Rd.

HCM
6th
Edition
methodology
does
not
support
exclusive
ped
or
hold
phases
.

Lanikai
Senior
Apartments
04/23/2018
Baseline
Year2035
AM
04/24/2018
Synchro
1 O
Report Page
1 HCM
Signalized
Intersection
Capacity
Analysis
3:

Woodward
St.
&
Vine~ard
Rd.
., '
t
/"'
'.
!
ovement
WBL
WBR
NBT
NBR
SBL
SBT
Lane
Configurations
'i
.,,
t
.,,
'i
t
Traffic
Volume
(vph)
303
5 143
75 1
350
Future
Volume
(vph)
303
5 143
75 1
350
Ideal
Flow
(vphpl)
1900
1900
1900
1900
1900
1900
Total
Lost
time
(s)

5.6 5.6

6.4 6.4

4.5 6.0
Lane
Util.

Factor

1.00 1.00

1.00 1.00

1.00 1.00
Frt

1.00 0.85

1.00 0.85

1.00 1.00
Flt
Protected

0.95 1.00

1.00 1.00

0.95 1.00
Satd.

Flow
(prot)
1770
1583
1863 1583
1770
1863
Flt
Permitted

0.95 1.00

1.00 1.00

0.95 1.00
Satd.

Flow
(eerm)
1770
1583
1863
1583
1770
1863
Peak-hour
factor,
PHF

0.92 0.92

0.92 0.92 0.92

0.92 Adj
. Flow
(vph)
329
5 155
82 1
380
ATOR
Reduction
(vph)
0 4 0
39 0 0
Lane
Groue
Flow
(veh)
329
1 155
43 1
380
Turn
Type
Perm
Perm
NA
Perm
Prat
NA
Protected
Phases
2 1 6
Permitted
Phases
8 8
2 Actuated
Green,
G
(s)

17.4 17.4

38.0 38.0

0.9 43.8
Effective
Green,
g (s)

17.4 17.4

38.0 38.0

0.9 43.8
Actuated
g/C
Ratio

0.24 0.24

0.52 0.52

0.01 0.60
Clearance
Time
(s)

5.6 5.6

6.4 6.4

4.5 6.0
Vehicle
Extension
(s)

3.0 3.0

3.0 3.0

3.0 3.0
Lane
Grp
Cap
(vph)
423
378
972
826
21 1120
v/s
Ratio
Prat

0.08 0.00
c0
.20
v/s
Ratio
Perm
c0
.19

0.00 0.03
v/c
Ratio

0.78 0.00

0.16 0.05

0.05 0.34
Uniform
Delay,
d1

25.9 21.1

9.1 8.5
35 .5

7.3 Progression
Factor

1.00 1.00

1.00 1.00

1.00 1.00
Incremental
Delay,
d2

8.7 0.0

0.4 0.1

0.9 0.8
Delay
(s)

34.6 21.1

9.4 8.7

36.5 8.1
Level
of
Service
C
C
A A
D A
Approach
Delay
(s)

34.4 9.2

8.2 Approach
LOS
C
A
A
ntersection
Summa
HCM
2000
Control
Delay

17.6 HCM
2000
Level
of
Service
HCM
2000
Volume
to
Capacity
ratio

0.50 Actuated
Cycle
Length
(s)

72.8 Sum
of
lost
time
(s)
Intersection
Capacity
Utilization

44.9 %
ICU
Level
of
Service
Analysis
Period
(min)
15 C
Critical
Lane
Group
Lanikai
Senior
Apartments
04/23/2018
Baseline
8 16.5
A
Year2035
AM
04/24/2018
Synchro
1 O Report Page
1 HCM 6th Signalized Intersection Summary
4: Twin Oaks Vallel Rd. & Richmar Ave.
.,,.
----• 'f +-
'
~ t
ovement EBL EBT EBA WBL WBT WBR NBL NBT
Lane Configurations 11 ~ 11 ~ 11 t~
Traffic Volume (veh/h) 158 7 87 15 4 6 55 625
Future Volume (veh/h) 158 7 87 15 4 6 55 625
Initial a (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 172 8 95 16 4 7 60 679
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2
Cap, veh/h 217 15 181 48 16 29 77 1935
Arrive On Green 0.12 0.12 0.12 0.03 0.03 0.03 0.04 0.57 Sat Flow, veh/h 1781 125 1479 1781 610 1068 1781 3410
Grp Volume(v), veh/h 172 0 103 16 0 11 60 354
Grp Sat Flow(s),veh/h/ln 1781 0 1604 1781 0 1678 1781 1777 Q Serve(g_s), s 8.8 0.0 5.6 0.8 0.0 0.6 3.1 10.0
Cycle Q Clear(g_c), s 8.8 0.0 5.6 0.8 0.0 0.6 3.1 10.0
Prop In Lane 1.00 0.92 1.00 0.64 1.00
Lane Grp Cap(c), veh/h 217 0 196 48 0 45 77 1008
V/C Ratio(X) 0.79 0.00 0.53 0.33 0.00 0.24 0.78 0.35
Avail Cap(c_a), veh/h 349 0 314 687 0 647 101 1008
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 0.0 38.4 44.6 0.0 44.5 44.2 10.9 Iner Delay (d2), s/veh 6.3 0.0 2.2 4.0 0.0 2.7 24.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.0 2.3 0,4 0.0 0.3 1.9 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 0.0 40.6 48.6 0.0 47.2 68.3 11.9 LnGre LOS D A D D A D E B
Approach Vol, veh/h 275 27 779
Approach Delay, s/veh 44.1 48.0 16.2
Approach LOS D D B
imer -Assi ned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 58.4 18.0 8.5 57.7 9.1
Change Period (Y+Rc), s 4.5 • 5.4 * 6.6 4.5 * 5.4 6.6
Max Green Setting (Gmax), s 7.1 * 51 *18 5.3 * 52 36.0
Max Q Clear Time (g_c+l1 ), s 4.2 12.0 10.8 5.1 38.8 2.8 Green Ext Time (p_c), s 0.0 5.2 0.6 0.0 9.5 0.1
ntersection Summa
HCM 6th Ctrl Delay 25.2
HCM 6th LOS C
ates
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Lanikai Senior Apartments 04/23/2018 Baseline
I"
NBA
37 37
0 1.00

1.00 1870
40 0.92
2 114

0.57 201
365
1834

10.0 10.0

0.11 1041

0.35 1041

1.00 1.00

10.9 0.9

0.0 4.1

11.8 B
Year2035 AM
04/24/2018
'-. ! .,,/
seL SBT SB
11 t~
40 1349 18-Z
40 1349 187
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
43 1466 203

0.92 0.92 0.92
2 2 2
64 1759 241

0.04 0.56 0.56
1781 3140 430
43 822 847
1781 1m 1793

2.2 35.3 36.8

2.2 35.3 36.8

1.00 0.24
64 996 1005

0.67 0.83 0.84
135 996 1005

1.00 1.00 1.00

1.00 1.00 1.00

44.4 16.8 17.1

11.5 7.8 8.6

0.0 0.0 0.0

1.2 15.2 16.1

55.9 24.6 25.7
E C C
1712

25.9 C
Synchro 1 0 Report

HCM
6th
Signalized
Intersection
Summary
Year2035
AM
5:

E.

San
Marcos
Blvd./Woodward
St.
&
E.

Mission
Rd.
04/24/2018
_,.
....
•
'f
+-
' ""
t
I"
'.
i
~
ovemer:it
EBL
laBT
EBR
WBL
WB
ili
WBR
NBL
NBT
NBR
SBL
SBT
SB
Lane
Configurations
..,
++
.,,
..,..,
++
.,,
..,
++
,,
..,
tt+
Traffic
Volume
(veh/h)
42 559
59 744
934
123
14 63
503
104
428
88 Future
Volume
(veh/h)
42 559
59 744
934
123
14 63
503
104
428
88 Initial
a
(Qb),
veh
0 0 0 0
0 0 0 0
0 0 0 0
Ped
-Bike
Adj(A_pbT)

1.00 1.00

1.00 1.00

1.00 1.00 1.00

1.00 Parking
Bus,
Adj

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
Work
Zone
On
Approach
No
No
No
No
Adj
Sat
Flow,
veh/h/ln
1870
1870 1870 1870
1870
1870 1870
1870
1870
1870
1870 1870
Adj
Flow
Rate,
veh/h
46 608
64 809
1015
134
15 68
0 113
465
96 Peak
Hour
Factor

0.92 0.92

0.92 0.92

0.92 0.92 0.92

0.92 0.92 0.92

0.92 0.92
Percent
Heavy
Veh,
%
2 2
2 2
2 2
2 2
2 2
2 2
Cap,
veh/h
60 757
337
680
1336
596
30 1156
101
1074
220
Arrive
On
Green

0.03 0.21

0.21 0.20

0.38 0.38

0.02 0.33

0.00 0.06

0.37 0.37
Sat
Flow,
veh/h
1781
3554
1585
3456
3554
1585
1781
3554
1585
1781
2936
602
Grp
Volume(v)
, veh/h
46 608
64 809
1015
134
15 68
0 113
280
281
Grp
Sat
Flow(s),veh/h/ln
1781
1777
1585
1728
1777 1585
1781
1m
1585
1781
1m
1762
a
Serve(g_s),
s

2.9 18.6

3.8 22.5
28 .5

6.6 1.0

1.5 0.0

6.5 13.6

13.8 Cycle
a
Clear(g_c),
s

2.9 18.6

3.8 22.5

28.5 6.6

1.0 1.5

0.0 6.5

13.6 13.8
Prop
In
Lane

1.00 1.00 1.00

1.00 1.00

1.00 1.00

0.34 Lane
Grp
Cap(c),
veh/h
60 757
337
680
1336
596
30 1156
101
650
644
V/C
Ratio(X)

0.77 0.80 0.19

1.19 0.76

0.22 0.51

0.06 1.12

0.43 0.44
Ava
jl Cap(c_a),
veh/h
109
1088
485
680
1576
703
78 1156
101
650
644
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(!)

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

0.00 1.00

1.00 1.00
Uniform
Delay
(d),
s/veh
54 .8
42 .7

36.9 45
.9

31.2 24
.3
55 .8
26 .5

0.0 53
.9
27 .3

27.4 Iner
Delay
(d2),
s/veh

18.4 2.9

0.3 99.6

1.8 0.2

12.9 0.1

0.0 124
.1

2.1 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 0.0

0.0 0.0
o/oile
BackOfQ(50%),veh/ln

1.6 8.4

1.5 19.0

12.4 2.5

0.5 0.7

0.0 6.4

6.1 6.1
Unsig
. Movement
Delay,
s/veh
LnGrp
Delay(d),s/veh

73.2 45.6

37.2 145.5
33 .0

24.5 68.6

26.6 0.0
178.0

29.4 29.5
LnGre
LOS
E
D D F
C C
E C
F C C
Approach
Vol,
veh/h
718
1958
83 A
674
Approach
Delay,
s/veh

46.7 78.9

34.2 54.4
Approach
LOS
D
E
C
D
,mer
-Assi
ned
Phs
2 3
4 5
6 7
8 Phs
Duration
(G+Y+Rc),
s

11.0 45.2

27.0 31
.1

6.4 49.8

8.3 49.8
Change
Period
(Y+Rc),
s

4.5 8.0

4.5 * 6.8

4.5 *8

4.5 * 6.8
Max
Green
Setting
(Gmax),
s

6.5 37.2

22.5 * 35

5.0 * 39

7.0 * 51
Max
a
Clear
Time
(g_c+l
1 ), s

8.5 3.5

24.5 20.6

3.0 15.8

4.9 30
.5
Green
Ext
Time
(p_c),
s

0.0 0.4 0.0

3.8 0.0

3.5 0.0

8.0 nterseetion
Summa
HCM
6th
Ctrl
Delay

66.3 HCM
6th
LOS
E
otes * HCM
6th
computational
engine
requires
equal
clearance
times
for
the
phases
crossing
the
barrier
.

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

Lanikai
Senior
Apartments
04/23/2018
Baseline
Synchro
1 O Report Page
1 HCM
6th
Signalized
Intersection
Summary
6:

Twin
Oaks
Valle:t
Rd.
&
E.

San
Marcos
Blvd.
~
-+
•
'f
~
ovement
EBL
EBT
EBR
WBL
WBT
Lane
Configurations
"i"i
tt
.,,
"i"i
ti.

Traffic
Volume
(veh/h)
207
584
332
519
622
Future
Volume
(veh/h)
207
584
332
519
622
lnltial
a
(Qb)
, veh
0 0 0 0
0 Ped-Bike
Adj(A_pb
T)

1.00 1.00

1.00 Parking
Bus,
Adj

1.00 1.00 1.00

1.00 1.00
Work
Zone
On
Approach
No
No
Adj
Sat
Flow,
veh/h/ln
1870
1870 1870
1870
1870
Adj
Flow
Rate,
veh/h
225
635
361
564
676
Peak
Hour
Factor

0.92 0.92

0.92 0.92

0.92 Percent
Heavy
Veh,
%
2 2 2 2 2
Cap,
veh/h
273
906
404
513
1112
Arrive
On
Green

0.08 0.25 0.25

0.15 0.32
Sat
Flow,
veh/h
3456
3554
1585
3456
3432
Grp
Volume(v)
, veh/h
225
635
361
564
350
Grp
Sat
Flow(s),veh/h/ln
1728
1777 1585 1728
1m
a
Serve(g_s),
s

9.4 23
.7

32.1 21.7
24 .2
Cycle
a
Clear{g_c),
s