Daly City City Council
July 22, 2024

455 Hickey Boulevard Traffic Impact Study
P a g e | 33

4.5 INTERSECTION LEVEL OF SERVICE ANALYSIS – EXISTING PLUS PROJECT ALTERNATIVE 2 CONDITIONS Figure 7b shows projected turning movement volumes at all of the study intersections for Existing plus Project Conditions. The intersection LOS analysis results are summarized in Table 7b for Project Alternative 2. LOS worksheets are provided in Appendix D.

Under this scenario, 15 of the 17 study intersections continue to operate at acceptable LOS D or better during both peak hours.

Hickey Boulevard and Skyline Boulevard/SR-35
The intersection of Hickey Boulevard and Skyline Boulevard/SR-35 (Intersection #12) continues to operate at LOS E, increasing to 75.0 seconds during the a.m. peak hour. This is an increase of 3.8 seconds of delay.

The project adds 46 vehicles during the a.m. peak hour to the intersection.

Based on the physical intersection improvements described in the previous section for Project Alternative 1, delay can be improved to 57.6 seconds, which is 13.6 seconds less than existing conditions. This improvement more than mitigates the project’s impact on the intersection but still does not meet City of Daly City LOS policy.

This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service and this, this project should contribute a fair share toward this improvement, if it is deemed necessary.

Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound Ramps The intersection of Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound Ramps (Intersection #17) continues to operate at LOS F during both peak hours. The project adds 0.1 seconds of delay in the a.m. peak hour and 3.2 seconds of delay in the p.m. peak hour for a total of 102.3 seconds and 152.7 seconds, respectively. The project adds 12 vehicles to this intersection during the a.m. peak hour and 12 vehicles during the p.m. peak hour.

If the same mitigation measure described in section 4.4 is implemented, the delay in the a.m. peak hour is

37.4 seconds, which is 64.8 seconds less than existing conditions, and 47.9 seconds in the p.m. peak hour, which is 101.6 seconds less than existing conditions. This improvement more than mitigates the project’s impact on the intersection.

Based on the Town of Colma’s LOS policy, since this intersection is already operating at LOS F, this is the baseline for measurement of impact. This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service and this project adds a marginal number of trips, this project should contribute a fair share toward this improvement, if it is deemed necessary.

455 Hickey Boulevard Traffic Impact Study
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Table 7a: Intersection Level of Service Analysis – Existing plus Project Alternative 1 Conditions ID Study Intersections Control6
Peak
Hour1
Existing
Conditions
Existing Plus
Alt. 1 Conditions Change in
Delay Delay2 LOS3 Delay2 LOS3
1 Serravista Ave. & Gellert Blvd. One-Way
Stop
AM 25.5 D 26.7 D 1.2
PM 16.6 C 19.3 C 2.7
2 Serravista Ave. & Marbly Ave. One-Way
Stop
AM 10.6 B 12.9 B 2.3
PM 9.5 A 11.5 B 1.8
3 Serravista Ave. & Victoria St. Two-Way
Stop
AM 10.5 B 11.8 B 1.3
PM 9.0 A 9.1 A 0.1
4 Serravista Ave. & Project
Driveway
One-Way
Stop
AM 0.0 A 9.9 A 9.9
PM 8.7 A 9.9 B 1.2
5 Hickey Blvd. & Junipero Serra
Blvd. Signal
AM 19.7 B 21.5 C 1.8
PM 30.2 C 33.1 C 2.9
6 Hickey Blvd. & I-280 NB
Ramps Signal
AM 35.8 D 39.8 D 4.0
PM 41.9 D 47.1 D 5.2
7 Hickey Blvd. & I-280 SB
Ramps Signal
AM 16.8 B 17.5 B 0.7
PM 14.6 B 16.3 B 1.7
8 Hickey Blvd. & Project
Driveway
One-Way
Stop
AM 0.0 A 20.5 C 20.5
PM 14.9 B 31.6 D 16.7
9 Hickey Blvd. & Gellert Blvd. Signal
AM 49.7 D 48.6 D -1.1
PM 32.8 C 34.9 C 2.1
10 Hickey Blvd. & Callan Blvd. Signal
AM 21.8 C 22.2 C 0.4
PM 27.4 C 29.7 C 2.3
11 Hickey Blvd. & Campus Dr. Signal
AM 15.2 B 15.2 B 0.0
PM 11.0 B 11.8 B 0.8
12 Hickey Blvd. & Skyline
Blvd./SR-35 Signal
AM 71.2 E 78.0 E 6.8
PM 38.2 D 40.7 D 2.5
13 Gellert Blvd. & Victoria St. All-Way
Stop
AM 28.1 D 33.1 D 5.0
PM 28.9 D 31.6 D 2.7
14 Gellert Blvd. & Serramonte
Blvd. Signal
AM 20.8 C 21.3 C 0.5
PM 35.5 D 35.9 D 0.4
15 Serramonte Blvd. & I-280 SB
Ramps Signal
AM 11.3 B 11.4 B 0.1
PM 22.2 C 23.5 C 1.3
16 Serramonte Blvd. & I-280 NB
Ramps Signal
AM 3.0 A 3.0 A 0.0
PM 4.4 A 4.5 A 0.1
17 Serramonte Blvd. & Junipero
Serra Blvd./I-280 NB Ramp Signal
AM 102.2 F 102.7 F 0.5
PM 149.5 F 154.8 F 5.3
Notes:
1 AM – morning peak hour, PM – evening peak hour
2 Delay – Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections.
3 LOS – Level of Service
Bold text indicates intersection operates below level of service. D.

455 Hickey Boulevard Traffic Impact Study
P a g e | 35
Table 7b: Intersection Level of Service Analysis – Existing plus Project Alternative 2 Conditions ID Study Intersections Control6
Peak
Hour1
Existing
Conditions
Existing Plus
Alt. 2 Conditions Change in
Delay Delay2 LOS3 Delay2 LOS3
1 Serravista Ave. & Gellert Blvd. One-Way
Stop
AM 25.5 D 23.8 C -1.7
PM 16.6 C 17.8 C 1.2
2 Serravista Ave. & Marbly Ave. One-Way
Stop
AM 10.6 B 11.9 B 1.3
PM 9.5 A 10.4 A 0.7
3 Serravista Ave. & Victoria St. Two-Way
Stop
AM 10.5 B 11.7 B 1.2
PM 9.0 A 9.0 A 0.0
4 Serravista Ave. & Project
Driveway
One-Way
Stop
AM 0.0 A 9.5 A 9.5
PM 8.7 A 9.3 A 0.6
5 Hickey Blvd. & Junipero Serra
Blvd. Signal
AM 19.7 B 20.8 C 1.1
PM 30.2 C 30.9 C 0.7
6 Hickey Blvd. & I-280 NB
Ramps Signal
AM 35.8 D 38.1 D 2.3
PM 41.9 D 43.1 D 1.2
7 Hickey Blvd. & I-280 SB
Ramps Signal
AM 16.8 B 17.0 B 0.2
PM 14.6 B 15.2 B 0.6
8 Hickey Blvd. & Project
Driveway
One-Way
Stop
AM 0.0 A 18.1 C 18.1
PM 14.9 B 19.8 C 4.9
9 Hickey Blvd. & Gellert Blvd. Signal
AM 49.7 D 47.1 D -2.6
PM 32.8 C 33.5 C 0.7
10 Hickey Blvd. & Callan Blvd. Signal
AM 21.8 C 22.0 C 0.2
PM 27.4 C 28.5 C 1.1
11 Hickey Blvd. & Campus Dr. Signal
AM 15.2 B 15.2 B 0.0
PM 11.0 B 11.5 B 0.5
12 Hickey Blvd. & Skyline
Blvd./SR-35 Signal
AM 71.2 E 75.0 E 3.8
PM 38.2 D 47.1 D 8.9
13 Gellert Blvd. & Victoria St. Signal
AM 28.1 D 29.9 D 1.8
PM 28.9 D 30.0 D 1.1
14 Gellert Blvd. & Serramonte
Blvd.

All-Way
Stop
AM 20.8 C 21.1 C 0.3
PM 35.5 D 35.6 D 0.1
15 Serramonte Blvd. & I-280 SB
Ramps Signal
AM 11.3 B 11.4 B 0.1
PM 22.2 C 22.8 C 0.6
16 Serramonte Blvd. & I-280 NB
Ramps Signal
AM 3.0 A 3.0 A 0.0
PM 4.4 A 4.4 A 0.0
17 Serramonte Blvd. & Junipero
Serra Blvd./I-280 NB Ramps Signal
AM 102.2 F 102.3 F 0.1
PM 149.5 F 152.7 F 3.2
Notes:
1 AM – morning peak hour, PM – evening peak hour
2 Delay – Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections.
3 LOS – Level of Service
4 Total project trips added to intersection
Bold text indicates intersection operates below level of service. D.





 



 



 



 

 







 

  






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XX AM Peak Hour Volumes
Stop Sign (XX) PM Peak Hour Volumes
Traffic Signal
X Study Intersection
LEGEND
134-014 | 04/2023
TJKM
455 Hickey Boulevard TIS
7a. Existing plus Project Alternative 1 Peak Hour Traffic Volumes  



















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4 5 6 7 8
9 10
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11 12
13 14
17 15 16
173 (209)
9 (8)
167 (213)
4 (2)
9 (11)
11 (1)
2 (17)
210 (150)
9 (0)
778 (731)
820 (677)
207 (86)
120 (150)
747 (1,539)
156 (70)
49 (92)
8 (5)
9 (0)
23 (7)
128 (59)
8 (1)
7 (23)
36 (77)
4 (11)
353 (294)
662 (824)
81 (174)
417 (649)
401 (537)
96 (136)
151 (139)
444 (352)
124 (98)
271 (227)
288 (434)
310 (284)
128 (182)
879 (837)
345 (299)
49 (53)
605 (762)
113 (209)
607 (801)
56 (90)
470 (422)
128 (100)
169 (90)
68 (60)
961 (1,352)
385 (361)
1,565 (1,245)
1,108 (1,665)
234 (104)66 (269)
90 (119)
650 (391)
82 (57)
427 (675)
323 (422)
345 (567)
70 (145)
241 (296)
560 (304)
88 (196)
188 (327)
348 (553)
188 (144)
697 (455)
60 (100)
71 (129)
382 (593)
17 (68)
365 (663)
85 (52)
293 (182)
34 (34)
164 (192)
133 (207)
68 (41)
664 (356)
455 (284)
180 (142)
264 (293)
188 (340)
70 (148)
111 (179)
910 (573)
121 (101)
321 (653)
453 (623)
225 (220)
194 (98)
17 (14)
17 (21)
56 (24)
23 (14)
10 (23)
24 (35)
420 (253)
6 (7)
86 (163)
246 (430)
24 (22)
506 (918)
991 (845)
345 (504)
801 (758)
284 (339)
102 (103)
385 (437)
214 (391)
229 (223)
60 (136)
464 (450)
421 (494)
280 (171)
133 (222)
91(149)
280 (365)
118 (144)
66 (64)
333 (411)
212 (289)
171 (575)
246 (366)
420 (566)
226 (354)
141 (301)
299 (605)
15 (65)
179 (309)
149 (502)
311 (738)
1,434 (1,649)
2 (15)
363 (652)
752 (483)
32 (22)
15 (9)
0 (0)
117 (60)
750(542)
344 (734)
202 (216)
139 68)
416 (443)
2 (5)
583 (552)
265 (135)
367 (706)
39 (157
6 (22)

134-014 | 04/2023
TJKM
455 Hickey Boulevard TIS
7b. Existing plus Project Alternative 2 Peak Hour Traffic Volumes 



 



 



 



 

 







 

  






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Stop Sign (XX) PM Peak Hour Volumes
Traffic Signal
X Study Intersection
LEGEND
 



















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4 5 6 7 8
9 10
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11 12
13 14
17 15 16
150 (146)
9 (8)
145 (151)
4 (2)
9 (1)
11 (1)
2 (17)
166 (101)
9 (0)
750 (656)
820 (677)
207 (86)
120 (150)
741(1,525)
112 (21)
49 (92)
8 (5)
9 (0)
23 (7)
128 (59)
8 (1)
3 (14)
36 (77)
4 (11)
353 (294)
656 (806)
75 (156)
417 (649)
390 (525)
96 (136)
140 (126)
444 (352)
124 (98)
271 (227)
288 (434)
310 (284)
128 (182)
866 (783)
330 (259)
49 (53)
583 (738)
113 (209)
580 (770)
56 (90)
470 (422)
128 (100)
169 (90)
68 (60)
911 (1,297)
385 (361)
1,560 (1,233)
1,081 (1,665)
168 (31 )66 (269)
90 (119)
650 (391)
60 (32)
427 (675)
323 (422)
337 (558)
70 (145)
236 (282)
560 (304)
88 (196)
179 (317)
348 (553)
188 (144)
675 (431)
60 (100)
71 (129)
369 (557)
17 (68)
360 (657)
85 (52)
293 (182)
34 (34)
164 (192)
133 (207)
68 (41)
664 (356)
455 (284)
180 (142)
257 (275)
188 (340)
63 (130)
111 (179)
910 (573)
110 (89)
321 (653)
453 (623)
214 (208)
194 (98)
17 (14)
17 (21)
56 (24)
23 (14)
7 (14)
24 (35)
414 (247)
6 (7)
86 (163)
246 (430)
24 (22)
502 (914)
991 (845)
345 (504)
801 (758)
284 (339)
102 (103)
385 (437)
214 (391)
229 (223)
60 (136)
464 (450)
421 (494)
280 (171)
133 (222)
91(149)
280 (365)
118 (144)
66 (64)
333 (411)
212 (289)
171 (575)
246 (366)
411 (556)
226 (354)
141 (301)
294 (608)
15 (65)
179 (309)
149 (502)
309 (733)
1,430 (1,640)
2 (15)
358 (646)
752 (483)
27 (16)
15 (9)
0 (0)
117 (60)
728 (517)
344 (734)
164 (173)
139 (68)
392 (416)
2 (5)
583 (552)
265 (135)
354 (671)
16 (95)
2 (14)

455 Hickey Boulevard Traffic Impact Study
P a g e | 38

5.0 CUMULATIVE (2035) NO PROJECT CONDITIONS
This section details expected traffic conditions at the study intersections under a future Cumulative (No Project) Conditions based on General Plan land uses. Cumulative turning movement volumes for future year 2035 were obtained from the consultant that manages the City of Daly City’s travel demand model.

Figure 8 shows projected turning movement volumes at all study intersections for Cumulative Conditions.

5.1 INTERSECTION LEVEL OF SERVICE ANALYSIS - CUMULATIVE CONDITIONS The intersection LOS analysis results for Cumulative Conditions are summarized in Table 8. Peak hour factors and intersection signal timing and phasing are identical to Existing Conditions. LOS worksheets are provided in Appendix E.

Under this scenario, 14 of the 17 study intersections operate at acceptable LOS D or better during both peak hours.

The intersection of Hickey Boulevard and Skyline Boulevard/SR-35 operates at LOS F during the a.m. peak hour.

The intersection of Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound Ramps operates at LOS F during both peak hours.

The intersection of Hickey Boulevard & I-280 northbound ramps operates at LOS E with 56.2 seconds of delay during the p.m. peak hour.

455 Hickey Boulevard Traffic Impact Study
P a g e | 39
Table 8: Intersection Level of Service Analysis – Cumulative Conditions ID Study Intersections Control Peak
Hour1 Delay2 LOS3
1 Serravista Ave. & Gellert Blvd. One-Way
Stop
AM 21.4 C
PM 16.5 C
2 Serravista Ave. & Marbly Ave. One-Way
Stop
AM 10.5 B
PM 9.0 A
3 Serravista Ave. & Victoria St. Two-Way
Stop
AM 10.4 B
PM 8.9 A
4 Serravista Ave. & Project Driveway One-Way
Stop
AM 0.0 A
PM 9.6 A
5 Hickey Blvd. & Junipero Serra Blvd. Signal AM 36.2 D
PM 35.3 D
6 Hickey Blvd. & I-280 NB Ramps Signal AM 41.6 D
PM 56.2 E
7 Hickey Blvd. & I-280 SB Ramps Signal AM 11.7 B
PM 15.2 B
8 Hickey Blvd. & Project Driveway One-Way
Stop
AM 15.5 C
PM 14.0 B
9 Hickey Blvd. & Gellert Blvd. Signal AM 31.2 C
PM 49.7 D
10 Hickey Blvd. & Callan Blvd. Signal AM 22.1 C
PM 32.4 C
11 Hickey Blvd. & Campus Dr. Signal AM 22.5 C
PM 15.8 B
12 Hickey Blvd. & Skyline Blvd./SR-35 Signal AM 93.7 F
PM 44.2 D
13 Gellert Blvd. & Victoria St. All-Way
Stop
AM 26.1 D
PM 30.0 D
14 Gellert Blvd. & Serramonte Blvd. Signal AM 24.8 C
PM 44.5 D
15 Serramonte Blvd. & I-280 SB Ramps Signal AM 19.5 B
PM 35.0 C
16 Serramonte Blvd. & I-280 NB Ramps Signal AM 3.8 A
PM 5.5 A
17 Serramonte Blvd. & Junipero Serra
Blvd./I-280 NB Ramps Signal AM 140.1 FPM 228.8 F
Notes:
1 AM – morning peak hour, PM – evening peak hour
2 Delay – Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections.
3 LOS – Level of Service
Bold text indicates intersection operates below level of service D





 



 



 



 

 







 

 






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XX AM Peak Hour Volumes
Stop Sign (XX) PM Peak Hour Volumes
Traffic Signal
X Study Intersection
LEGEND
134-014 | 04/2023
TJKM
455 Hickey Boulevard TIS

8. Cumulative Conditions Peak Hour Traffic Volumes
 



















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4 5 6 7 8
9 10
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11 12
13 14
17 15 16
125 (78)
9 (8)
123 (87)
2 (2)
6 (1)
0 (1)
8 (17)
86 (115)
9 (10)
419 (444)
970 (754)
62 (101)
263 (131)
1051 (1684)
0 (0)
49 (102)
11 (19)
9 (0)
0 (0)
23 (7)
114 (48)
0 (1)
2 (5)
36 (38)
4 (59)
324 (283)
573 (856)
164 (236)
552 (825)
357 (541)
53 (139)
116 (134)
581 (406)
131 (117)
236 (226)
312(454)
427 (386)
130 (195)
750 (776)
132 (126)
49 (53)
482 (735)
114 (213)
523 (829)
54 (75)
462 (423)
4 (3)
168 (91)
163 (134)
773 (1360)
206 (180)
1388 (1113)
0 (0)
998 (1663)
88 (35)
8 (39)
89 (118)
695 (399)
17 (25)
417 (783)
319 (426)
262 (456)
40 (70)
452 (392)
278 (156)
90 (240)
204 (408)
408 (565)
188 (158)
688 (433)
53 (99)
59 (133)
364 (571)
17 (69)
476 (939)
86 (42)
313 (183)
34 (34)
172 (241)
130 (192)
55 (40)
721(384)
433 (290)
170 (140)
313 (290)
178 (375)
61 (116)
112 (177)
963 (625)
76 (85)
330 (655)
502 (656)
262 (214)
167 (102)
17 (14)
17 (19)
56 (25)
23 (14)
6 (5)
24 (35)
415(241)
5 (7)
87 (160)
237 (438)
24 (22)
506 (982)
968 (820)
340 (501)
863 (937)
338( 295)
130 (130)
373 (540)
270 (620)
221 (399)
162 (162)
494 (520)
514 (529)
366 (296)
222 (222)
91 (176)
333 (372)
152 (177)
66 (64)
461 (458)
254 (282)
198 (711)
273 (484)
464 (654)
247 (393)
162 (356)
480 (731)
15 (65)
199 (371)
143 (492)
482 (736)
1544 (1772)
4 (15)
474 (950)
698 (485)
17 (14)
14 (0)
0 (4)
206 (148)
897 (773)
311(741)
94 (147)
0 (0)
125 (71)
315 (356)
2 (5)
604 (665)
155 (108)
546 (848)
0 (0)
0(18)

455 Hickey Boulevard Traffic Impact Study
P a g e | 41

6.0 CUMULATIVE (2035) PLUS PROJECT CONDITIONS
This scenario is similar to the Cumulative Conditions, with the addition of projected traffic from the proposed project. Trip generation, distribution, and assignment for the proposed project are identical to that assumed under Existing plus Project Conditions.

6.1 INTERSECTION LEVEL OF SERVICE ANALYSIS - CUMULATIVE PLUS PROJECT ALTERNATIVE 1

CONDITIONS
Figure 9a shows projected turning movement volumes at all of the study intersections for Cumulative plus Project Alternative 1 Conditions. The intersection LOS analysis results are summarized in Table 9a.

LOS worksheets are provided in Appendix F.

Under this scenario, 14 of the 17 study intersections continue to operate at acceptable LOS D or better during both peak hours. The three intersections that operate below LOS D in the Cumulative Condition, continue to operate at the same LOS in the Cumulative plus Project Alternative 1 Conditions.

Hickey Boulevard & I-280 northbound On-Ramps
The intersection of Hickey Boulevard & I-280 northbound on-ramps (Intersection #6) continues to operate at LOS E with an additional 4.2 seconds of delay for a total of 60.4 seconds of delay during the p.m. peak hour.

Converting the southbound approach from one left/through lane and one right turn lane, to one left turn lane and one through/right turn lane would reduce delay in the p.m. peak hour to 50.3 seconds, thus improving the level of service back to acceptable LOS D. This improvement avoids alterations to the median located on private property but may require adjustment of the receiving I-280 on-ramp to better align with the new through lane. This potential improvement mitigates the project’s impact on the intersection and would meet the City of Daly City’s LOS policy of LOS D or better.

This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service, this project should contribute a fair share toward this improvement, if it is deemed necessary.

Hickey Boulevard and Skyline Boulevard/SR 35
The intersection of Hickey Boulevard and Skyline Boulevard/SR 35 (Intersection #12) continues to operate at LOS F during the a.m. peak hour with an additional 10.2 seconds of delay for a total of 103.9 seconds of delay. The physical intersection improvements described in Section 4.4 would reduce this delay to 81.0 seconds, which is an improvement over Cumulative No Project conditions.

The physical improvement is to convert the eastbound right turn lane to a shared through-right lane, thus providing a second through lane. This would require modifying the intersection by eliminating the right turn channelization islands for the eastbound and northbound directions, as well as installing a larger

455 Hickey Boulevard Traffic Impact Study
P a g e | 42
signal mast arm for the southbound direction. This improvement more than mitigates the project’s impact on the intersection but still does not meet City of Daly City LOS policy.

This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service, this project should contribute a fair share toward this improvement, if it is deemed necessary.

Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound Ramps The intersection of Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound Ramps (Intersection #17) operates at LOS F during both peak hours. The project adds 0.3 second of delay for a total of 140.4 second in the a.m. peak hour and 3.9 seconds of additional delay in the p.m. peak hour for a total of 232.7 seconds.

The mitigation measure described in section 4.4 is modified signal timing. With optimized timings, the delay in the a.m. peak hour is reduced to 47.5 seconds, which is 92.6 seconds less than cumulative conditions. In the p.m. peak hour the delay is reduced to 81.5 seconds, which is 147.3 seconds less than cumulative conditions. This improvement more than mitigates the project’s impact on the intersection.

Based on the City of Colma’s LOS policy, since this intersection is already operating at LOS F, this is the baseline for measurement of impact. This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service and this project adds a marginal number of trips, this project should contribute a fair share toward this improvement, if it is deemed necessary.

6.2 INTERSECTION LEVEL OF SERVICE ANALYSIS - CUMULATIVE PLUS PROJECT ALTERNATIVE 2

CONDITIONS
Figure 9b shows projected turning movement volumes at all of the study intersections for Cumulative plus Project Alternative 2 Conditions. The intersection LOS analysis results are summarized in Table 9b.

LOS worksheets are provided in Appendix G.

Under this scenario, 14 of the 17 study intersections continue to operate at acceptable LOS D or better during both peak hours. The three intersections that operate below LOS D in the Cumulative Condition, continue to operate at the same LOS in the Cumulative plus Project Alternative 2 Conditions, similar to Cumulative plus Project Alternative 1 Conditions, but with less added delay.

Hickey Boulevard & I-280 Northbound Ramps
The intersection of Hickey Boulevard & I-280 Northbound Ramps (Intersection #6) continues to operate at LOS E with an additional 1.3 seconds of delay for a total of 57.5 seconds of delay during the p.m. peak hour. The mitigation of Converting the southbound approach from one left/through lane and one right turn lane, to one left turn lane and one through/right turn lane, described in Section 6.2, would reduce this delay to 46.2 seconds. This improvement would mitigate the project’s impact on the intersection and would meet the City of Daly City’s LOS policy of LOS D or better.

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This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service and this, this project should contribute a fair share toward this improvement, if it is deemed necessary.

Hickey Boulevard and Skyline Boulevard/SR-35
The intersection of Hickey Boulevard and Skyline Boulevard/SR-35 (Intersection #12) continues to operate at LOS F during the a.m. peak hour with an additional 6.0 seconds of delay for a total of 99.7 seconds of delay. The mitigation described in Section 4.4 would reduce this delay to 77.2 seconds, 16.5 seconds less than Cumulative conditions. This improvement more than mitigates the project’s impact on the intersection but still does not meet City of Daly City LOS policy.

This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service and this, this project should contribute a fair share toward this improvement, if it is deemed necessary.

Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound Ramps The intersection of Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound Ramps (Intersection #17) operates at LOS F during both peak hours. The project adds 1.9 seconds of delay for a total of 230.7 seconds in the p.m. peak hour.

The mitigation measure described in section 4.4 is modified signal timing. With optimized timings, the delay in the p.m. peak hour is reduced to 80.4 seconds, which is 148.4 seconds less than cumulative conditions. This improvement more than mitigates the project’s impact on the intersection but still does not meet City of Daly City LOS policy.

Based on the City of Colma’s LOS policy, since this intersection is already operating at LOS F, this is the baseline for measurement of impact. This intersection is operated by Caltrans which no longer has a level of service policy. Caltrans should be consulted to determine what, if any, improvements are necessary at this intersection. Since this intersection currently operates below an acceptable level of service and this project adds a marginal number of trips, this project should contribute a fair share toward this improvement, if it is deemed necessary.

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Table 9a: Intersection Level of Service Analysis – Cumulative plus Project Alternative 1 Conditions ID Study Intersections Control6
Peak
Hour1
Cumulative
Conditions
Cumulative Plus
Alt. 1 Conditions Change
in Delay Delay2 LOS3 Delay2 LOS3
1 Serravista Ave. & Gellert Blvd. One-Way Stop
AM 21.4 C 25.9 D 4.5
PM 16.5 C 19.6 C 3.1
2 Serravista Ave. & Marbly Ave. One-Way Stop
AM 10.5 B 12.7 B 2.2
PM 9.0 A 9.4 A 0.4
3 Serravista Ave. & Victoria St. Two-Way Stop
AM 10.4 B 10.4 B 0.0
PM 8.9 A 9.7 A 0.8
4 Serravista Ave. & Project
Driveway One-Way Stop
AM 0.0 A 9.8 A 9.8
PM 9.6 A 10.0 B 0.4
5 Hickey Blvd. & Junipero Serra
Blvd. Signal
AM 36.2 D 36.1 D -0.1
PM 35.3 D 38.4 D 3.1
6 Hickey Blvd. & I-280 NB Ramps Signal
AM 41.6 D 45.2 D 3.6
PM 56.2 E 60.4 E 4.2
7 Hickey Blvd. & I-280 SB Ramps Signal
AM 11.7 B 12.2 B 0.5
PM 15.2 B 16.3 C 1.1
8 Hickey Blvd. & Project Driveway One-Way Stop
AM 15.5 C 18.0 C 2.5
PM 14.0 B 29.5 D 15.5
9 Hickey Blvd. & Gellert Blvd. Signal
AM 31.2 C 33.0 C 1.8
PM 49.7 D 51.5 D 1.8
10 Hickey Blvd. & Callan Blvd. Signal
AM 22.1 C 22.7 C 0.6
PM 32.4 C 36.0 D 3.6
11 Hickey Blvd. & Campus Dr. Signal
AM 22.5 C 22.8 C 0.3
PM 15.8 B 17.4 B 1.6
12 Hickey Blvd. & Skyline Blvd. Signal
AM 93.7 F 103.9 F 10.2
PM 44.2 D 54.9 D 10.7
13 Gellert Blvd. & Victoria St. All-Way Stop
AM 26.1 D 29.1 D 3.0
PM 30.0 D 33.0 D 3.0
14 Gellert Blvd. & Serramonte Blvd. Signal
AM 24.8 C 26.7 C 1.9
PM 44.5 D 45.4 D 0.9
15 Serramonte Blvd. & I-280 SB
Ramps Signal
AM 19.8 B 20.3 C 0.5
PM 35.0 C 37.8 D 2.8
16 Serramonte Blvd. & I-280 NB
Ramps Signal
AM 3.8 A 3.8 A 0.0
PM 5.5 A 5.6 A 0.1
17 Serramonte Blvd. & Junipero
Serra Blvd. Signal
AM 140.1 F 140.4 F 0.3
PM 228.8 F 232.7 F 3.9
Notes:
1 AM – morning peak hour, PM – evening peak hour
2 Delay – Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections.
3 LOS – Level of Service
Bold text indicates intersection operates below level of service D.

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Table 9b: Intersection Level of Service Analysis – Cumulative plus Project Alternative 2 Conditions ID Study Intersections Control6
Peak
Hour1
Cumulative
Conditions
Cumulative Plus
Alt. 2 Conditions Change
in Delay Delay2 LOS3 Delay2 LOS3
1 Serravista Ave. & Gellert Blvd. One-Way
Stop
AM 21.4 C 23.1 C 1.7
PM 16.5 C 16.8 C 0.3
2 Serravista Ave. & Marbly Ave. One-Way
Stop
AM 10.5 B 11.7 B 1.2
PM 9.0 A 9.1 A 0.1
3 Serravista Ave. & Victoria St. Two-Way
Stop
AM 10.4 B 10.4 B 0.0
PM 8.9 A 8.9 A 0.0
4 Serravista Ave. & Project Driveway One-Way
Stop
AM 0.0 A 9.4 A 9.4
PM 9.6 A 9.4 A -0.2
5 Hickey Blvd. & Junipero Serra Blvd. Signal
AM 36.2 D 36.1 D -0.1
PM 35.3 D 35.9 D 0.6
6 Hickey Blvd. & I-280 NB Ramps Signal
AM 41.6 D 43.5 D 1.9
PM 56.2 E 57.5 E 1.3
7 Hickey Blvd. & I-280 SB Ramps Signal
AM 11.7 B 11.9 B 0.2
PM 15.2 B 15.5 B 0.3
8 Hickey Blvd. & Project Driveway One-Way
Stop
AM 15.5 C 16.2 C 0.7
PM 14.0 B 18.8 C 4.8
9 Hickey Blvd. & Gellert Blvd. Signal
AM 31.2 C 32.2 C 1.0
PM 49.7 D 50.6 D 0.9
10 Hickey Blvd. & Callan Blvd. Signal
AM 22.1 C 22.4 C 0.3
PM 32.4 C 34.1 C 1.7
11 Hickey Blvd. & Campus Dr. Signal
AM 22.5 C 22.5 C 0.0
PM 15.8 B 16.6 B 0.8
12 Hickey Blvd. & Skyline Blvd. Signal
AM 93.7 F 99.7 F 6.0
PM 44.2 D 45.3 D 1.1
13 Gellert Blvd. & Victoria St. All-Way
Stop
AM 26.1 D 27.8 D 1.7
PM 30.0 D 31.4 D 1.4
14 Gellert Blvd. & Serramonte Blvd. Signal
AM 24.8 C 25.9 C 1.1
PM 44.5 D 44.7 D 0.2
15 Serramonte Blvd. & I-280 SB Ramps Signal
AM 19.8 B 20.0 B 0.2
PM 35.0 C 36.2 D 1.2
16 Serramonte Blvd. & I-280 NB Ramps Signal
AM 3.8 A 3.8 A 0.0
PM 5.5 A 5.5 A 0.0
17 Serramonte Blvd. & Junipero Serra
Blvd. Signal
AM 140.1 F 140.1 F 0.0
PM 228.8 F 230.7 F 1.9
Notes:
1 AM – morning peak hour, PM – evening peak hour
2 Delay – Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections.
3 LOS – Level of Service
Bold text indicates intersection operates below level of service D.





 



 



 



 

 







 

  






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134-014 | 04/2023
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455 Hickey Boulevard TIS
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9 (8)
157 (217)
2 (2)
6 (1)
0 (1)
8 (17)
210 (179)
9 (10)
460 (599)
970 (754)
62 (101)
263 (131)
1,059 (1,714)
156 (70)
49 (102)
11 (19)
9 (0)
23 (7)
114 (48)
0 (1)
7 (24)
36 (38)
4 (59)
324 (283)
583 (893)
174 (273)
552 (825)
388 (557)
53 (139)
147 (150)
581 (406)
131 (117)
236 (226)
312(454)
427 (386)
130 (195)
769 (850)
153 (207)
49 (53)
544 (767)
114 (213)
600 (869)
54 (75)
462 (423)
4 (3)
168 (91)
163 (134)
912 (1,432)
206 (180)
1,396 (1,144)
1, 025 (1,675)
234 (104)
66 (269)
89 (118)
695 (399)
79 (57)
417 (783)
319 (426)
284 (467)
59 (144)
460 (422)
285 (182)
90 (240)
229 (421)
408 (565)
188 (158)
750 (465)
53 (99)
59 (133)
383 (645)
17 (69)
491 (947)
86 (42)
313 (183)
34 (34)
172 (241)
130 (192)
55 (40)
721(384)
433 (290)
170 (140)
323 (327)
178 (375)
71 (153)
112 (177)
963 (625)
107 (101)
330 (655)
502 (656)
293 (230)
167 (102)
17 (14)
17 (19)
56 (25)
23 (14)
11(24)
24 (35)
430 (249)
5 (7)
87 (160)
237 (438)
24 (22)
515 (987)
968 (820)
345 (520)
863 (937)
338 (295)
130 (130)
373 (540)
270 (620)
221 (399)
162 (162)
494 (520)
514 (529)
366 (296)
222 (222)
106 (184)
333 (372)
152 (177)
66 (64)
461 (458)
254 (282)
198 (711)
273 (484)
489 (667)
247 (393)
162 (356)
488 (744)
15 (65)
199 (371)
143 (492)
485 (747)
1 549 (1791)
4 (15)
489 (958)
698 (485)
32 (22)
14 (0)
0 (4)
206 (148)
959 (805)
311(741)
202 (203)
125 (71)
383 (391)
2 (5)
604 (665)
155 (108)
565 (922)
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134-014 | 04/2023
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455 Hickey Boulevard TIS
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9 (8)
134 (154)
2 (2)
6 (1)
0 (1)
8 (17)
166 (130)
9 (10)
432 (524)
970 (754)
62 (101)
263 (131)
1,054 (1,699)
112 (21)
49 (102)
11 (19)
9 (0)
23 (7)
114 (48)
0 (1)
4 (15)
36 (38)
4 (59)
324 (283)
576 (875)
167 (255)
552 (825)
377 (545)
53 (139)
136 (138)
581 (406)
131 (117)
236 (226)
312 (454)
427 (386)
130 (195)
756 (795)
139 (168)
49 (53)
522 (742)
114 (213)
573 (838)
54 (75)
462 (423)
4 (3)
168 (91)
163 (134)
863 (1,377)
206 (180)
1,391 (1,132)
1,018 (1,667)
168 (31)
27 (162)
89 (118)
695 (399)
57 (32)
417 (783)
319 (426)
276 (459)
46 (108)
455 (407)
280 (169)
90 (240)
220 (411)
408 (565)
188 (158)
728 (440)
53 (99)
59 (133)
370 (609)
17 (69)
486 (941)
86 (42)
313 (183)
34 (34)
172 (241)
130 (192)
55 (40)
721(384)
433 (290)
170 (140)
316 (309)
178 (375)
64 (135)
112 (177)
963 (625)
96 (89)
330 (655)
502 (656)
282 (218)
167 (102)
17 (14)
17 (19)
56 (25)
23 (14)
8 (15)
24 (35)
425 (243)
5 (7)
87 (160)
237 (438)
24 (22)
512 (983)
968 (820)
342 (511)
863 (937)
338 (295)
130 (130)
373 (540)
270 (620)
221 (399)
162 (162)
494 (520)
514 (529)
366 (296)
222 (222)
101 (178)
333 (372)
152 (177)
66 (64)
461 (458)
254 (282)
198 (711)
273 (484)
480 (657)
247 (393)
162 (356)
483 (746)
15 (65)
199 (371)
143 (492)
483 (742)
1,546 (1,782)
4 (15)
484 (952)
698 (485)
27 (16)
14 (0)
0 (4)
206 (148)
937 (780)
311 (741)
164 (160)
125 (71)
359 (364)
2 (5)
604 (665)
155 (108)
552 (886)
16 (95)
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7.0 VEHICLES MILES TRAVELED & TRANSPORTATION DEMAND MANAGEMENT

7.1 VEHICLE MILES TRAVELED
Senate Bill (SB) 743 requires analysis of Vehicles Miles Traveled (VMT) as the measure of California Environmental Quality Act (CEQA) for transportation impacts. Reducing VMT per capita is an important component for achieving the state’s long-term climate goals since half of greenhouse gas emissions are derived from transportation sources.

For VMT analysis, as Daly City has not adopted formal SB743 guidelines, the City/County Association of Governments of San Mateo County (C/CAG) guidelines were used, since Daly City is a member agency.

C/CAG provided a SB 743 Implementation Decisions document, published on September 2021 which consists of VMT thresholds and screening criteria for projects within San Mateo County, along with a VMT screening tool based off their travel demand model. Within these guidelines, there is a screening criteria which states that if a project is located within a transit priority area (TPA), then the project is exempt from VMT analysis and its VMT impact is insignificant.

TJKM inserted the 455 Hickey Project details into the C/CAG VMT Estimation Tool. The project is located in Travel Analysis Zone (TAZ) #1918 in the C/CAG model, which is identified as a TPA under C/CAG geographical definitions. Since the project is located within a TPA, the project is screened out from VMT analysis and has an insignificant impact on VMT.

Output from the C/CAG VMT Estimation Tool can be found in Appendix H.

7.2 TRANSPORTATION DEMAND MANAGEMENT (TDM) POLICY
C/CAG is the designated Congestion Management Agency for San Mateo County. The Land Use Impact Analysis Program is a legally required component of the Congestion Management Program. This program was updated in September 2021 with a Transportation Demand Management (TDM) Policy Update Approach that requires participation by all member jurisdictions, such as the City of Daly City.

This policy reflects TDM best practices, provides updated performance targets and standardizes monitoring and reporting requirements.

According to the TDM Policy Implementation Guide (April 2022), any project that generates more than 100 average daily trips is subject to the TDM policy and therefore must complete a TDM checklist and implement associated measure to mitigate traffic impacts.

Since this proposed project is located in a high quality transit zone, as identified in the VMT analysis above, and defined as a large non-residential project, the target trip reduction is 25% based on TDM Policy. The TDM Policy identifies nine measures which are required of all projects. These required measures add up to the goal of 25% reduction. There are additional measures which are not required.

See Appendix I for the TDM checklist provided by C/CAG (ccagtdm.org).

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It is recommended that this project implement all nine required measures identified on the C/CAG TDM checklist as follows:

1. Provide free or preferential parking, including reserved spaces near entrances or other desirable locations to incentivize ridesharing.

2. Provide a TDM coordinator/liaison for tenants. May be contracted through 3rd party provider such as Commute.org.

3. Obtain certification of registration from Commute.org or equivalent transportation management association.

4. Establish carpool or vanpool program for tenants and register program with Commute.org.

5. Offer tenants passes or subsidies for monthly public transit or ridesharing costs incurred, equivalent to 30% of value or $50, whichever is lower.

6. Offer option for tenants to participate in a pre-tax transit program to encourage the use of sustainable transportation modes and leverage pre-tax income to pay for commute trip costs.

7. Comply with CalGREEN for minimum bicycle parking requirements.

8. Design adjacent streets or roadways to facilitate multimodal travel.

9. Provide showers, lockers and changing rooms for cyclists and other active modes.

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8.0 ADDITIONAL TRANSPORTATION ANALYSIS
The following sections provide additional analyses of other transportation issues associated with the project site, including:
 Site access;
 Local Operational Analysis;
 Parking analysis;
 Pedestrian, bicycle and transit access and impacts;
The analyses in these sections are based on professional judgment in accordance with the standards and methods employed by traffic engineers.

8.1 SITE ACCESS AND ON-SITE CIRCULATION
This section analyzes site access and internal circulation for vehicles, pedestrians, and bicycles, based on the site plan presented in Figure 2. TJKM reviewed available documents for internal and external access for the project site for vehicles, pedestrians, and bicycles and on-site vehicle circulation.

Site Access
Vehicles would access the parking structure to the project site via two existing driveways. According to the project site plans shown in Figure 2, one driveway is located at the existing driveway on Hickey Boulevard and the other driveway near the existing driveway on Serravista Avenue. The Hickey Boulevard driveway would retain its existing access pattern with median-protected left turns into the parking structure, but would restrict outbound vehicles to right turns only. A third access point is restricted to City utility access at the southern edge of the project. Truck access to a loading area is provided via the driveway at Serravista Avenue with appropriate turning radii.

Two vehicle pick-up/drop-off areas are proposed for the project. One is at the entry plaza to the building on Serravista Avenue and another is inside the first level of the parking garage accessible via Hickey Boulevard at the lower lobby. This analysis assumes that four percent of peak hour trips result in pick-up or drop-off activity and the curbside wait time is ten minutes.

Based on Project Alternative 1, it is projected that eight spaces will accommodate loading vehicles 95% of the time, and space for 15 loading vehicles is needed to accommodate 100% of the time. It is recommended that at a minimum, space for a total of eight vehicles are provided.

Based on Project Alternative 2, it is projected that five spaces will accommodate loading vehicles 95% of the time, and space for ten vehicles is needed to accommodate 100% of the time. It is recommended that at a minimum, space for a total of five vehicles are provided.

The Serravista Avenue loading zone proposes to accommodate 5 vehicles. Any loading zone on a public street will need to be reviewed by the City of Daly City’s Traffic Safety Committee and approved by the City Council. The parking garage loading zone proposes to accommodate five vehicles with one curbside and four designated loading zone parking spaces.

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Pedestrian access to the project site is located at the Entry Plaza on Serravista Avenue. Pedestrian access is provided through connections via adequate sidewalks on Serravista Avenue which connect to sidewalks on Gellert Boulevard and Hickey Boulevard. ADA-compliant pedestrian crossings are located at the signalized intersection of Gellert Boulevard and Hickey Boulevard.

Bicyclists can access the site either as a vehicle at the designated driveways or as a pedestrian at the Entry Plaza. Gellert Boulevard south of Serravista Avenue has marked Class II bike lanes and Hickey Boulevard is a marked Class III bicycle route. Serravista Avenue is a low-volume residential roadway that functions easily as a bikeway without specific designation.

8.2 LOCAL OPERATIONAL ANALYSIS
Traffic operations at two key study intersections were evaluated for Existing plus Project Alternative 1 conditions. This alternative adds more trips to these intersections and provides a more conservative analysis.

Gellert Boulevard at Hickey Boulevard
The operational analysis indicates that in the a.m. peak hour, the queue from northbound vehicles on Gellert Boulevard approaching Hickey Boulevard is 510 feet long and blocks the downstream one-way stop-controlled intersection of Serravista Avenue, which is only 300 feet away. This can impede vehicles at the downstream intersection of Serravista Avenue, as well as create safety issues.

To remedy this operational issue, it is recommended that one of the northbound through lanes at the signalized intersection of Gellert Boulevard and Hickey Boulevard be converted to a shared through-right lane, to allow for dual right turn lanes to accommodate heavy right turn volumes. This improvement reduces the queue to 129 feet. This improvement can be implemented without changes to signal timing since the signal is already running a split phase for north and southbound movements. It is also recommended that two lanes be delineated all the way to Serravista Avenue allowing for two distinct queues.

Gellert Boulevard at Serravista Avenue
Reducing the northbound queue at Hickey Boulevard will improve operations at the intersection of Gellert Boulevard and Serravista Avenue. Vehicles entering and exiting Serravista Avenue will no longer be blocked by the queue resulting in easier access through the intersection.

The intersection of Serravista Avenue and Gellert Boulevard was evaluated for traffic signal warrants. With the addition of project traffic, traffic volumes are projected to meet the peak hour traffic signal warrant.

The Signal Warrant Analysis Worksheet is provided in Appendix J.

Although this intersection meets warrants for a traffic signal, there are other factors to consider when installing a traffic signal, such as proximity to adjacent signals. A signal at this location would need to be coordinated with the signal at Gellert Avenue and Hickey Boulevard in order to avoid vehicles queuing and blocking Hickey Boulevard.

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Often times an intermediate traffic control measure to a traffic signal is an all-way stop controlled intersection. However, this is not recommended as it will create a back-up onto the adjacent intersection at Hickey Boulevard as well as increase average delay to 122.4.

By reducing the queue that blocks this intersection, operational issues may be addressed and a traffic signal may not be needed. It is noted in the level of service analysis, that the delay for the southbound left turn is an average of 11.3 seconds if the intersection is not blocked.

It is noted that the southbound left turn has a stop bar and STOP legend pavement markings. This can be confusing by leading southbound drivers to believe that the intersection is an all-way stop. It is common traffic law that a left turning vehicle must yield to on-coming. It is recommended that this STOP bar and legend be removed. It is noted that per City of Daly City traffic engineering staff, this was installed to address vehicles failing to yield.

Another operational issue at this intersection is pedestrian access and safety. To the west of the intersection is Gellert Park, which includes many amenities including a clubhouse, a library, tennis courts, soccer and baseball fields. There is also a bus stop on the west side of Gellert Boulevard. For the residents directly east, as well as pedestrians from the proposed project, the intersection of Serravista Avenue and Gellert Boulevard is the most direct intersection to cross Gellert Boulevard. It is recommended to enhance pedestrian access and safety at this location by installing flashing pedestrian crossing signs and curb bulbouts at the corners. See Figure 10 for an illustration of improvements. The bulbouts will narrow the crossing distance for pedestrians crossing Gellert Boulevard by as much as 30% as well as provide more visibility by placing them closer to the edge of the bicycle travel lane. The bulbouts also offer a visual constriction of the roadway which has the effect of reducing vehicle speeds.

These improvements overall communicate to southbound motorists that they are entering a residential area which will also improve yielding to pedestrians.

To summarize, it is recommended that the northbound through lane at Gellert Boulevard and Hickey Boulevard is converted to a shared through-right turn lane with two lanes marked through to the intersection of Serravista Avenue. It is also recommended that the STOP bar and legend be removed from the southbound left turn lane at Gellert Boulevard at Serravista Avenue. It is also recommended that curb bulbouts along with flashing pedestrian crossing signs are installed at Gellert Boulevard and Serravista Avenue.

N
Figure 10: Recommended Intersection Improvements at Gellert Blvd and Serravista Avenue Lighted Pedestrian
Xing Sign
with Pushbutton
Curb Extensions, typ.

Gellert Blvd
Serravista Ave
TJKM
134-014 | 04/2023
455 Hickey Boulevard TIS

455 Hickey Boulevard Traffic Impact Study
P a g e | 54

8.3 PARKING ANALYSIS
This section discusses vehicle parking for the proposed project and includes an assessment of whether the proposed parking supply is adequate based on the proposed project size, zoning regulations, and planned operation. Parking is a crucial component of the project due to the proximity of the residential area and the need to avoid parking spillover into the neighborhood. However, providing too much vehicle parking can also be a waste of resources, considering the cost of a parking structure, and can encourage single occupant vehicles.

The project is proposing to provide 900 parking spaces in a parking garage.

During the pre-application process, City Staff identified a rate of five parking spaces per 1000 square feet for the medical office building proposed in Project Alternative 1 and a rate of three parking spaces per 1,000 square feet for the office building proposed in Project Alternative 2. These rates vary slightly from the Daly City Municipal Code as the land uses for parking requirements in the code are very general.

To determine parking sufficiency, these rates were compared with the Institute of Transportation Engineers Parking Generation Manual 5th Edition. See Table 10 for the comparison of the parking requirements. The proposed project has shown to meet City parking requirements as well as being well above the ITE parking recommendations. Based on this information, the project is projected to avoid parking spillover into the neighborhood.

However, it should also be noted that parking behavior can result in some vehicles being parked on-street in the neighborhood, even with sufficient parking in the garage. Most of the on-street spaces occupied would be along Serravista Avenue which is lined with residential backyards, rather than residential frontages. This would mostly avoid the situation with project visitor vehicles being parked in front of neighbor’s homes. However, if it should become an issue, this residential area could become permit parking restricted for residents only. The City of Daly City offers a Residential Parking Permit program for other areas of the City impacted by commuters parking in residential areas near transportation hubs.

Table 10: Comparison of Parking Requirements
Peak Parking Demand
Analysis Size ITE Avg.

Rate1
Spaces
ITE
95th%
Rate
Spaces
Daly
City
Rate
Spaces
Alternative 1: Medical Office Building
Medical-Dental Office
Building (720) 180.00 ksf 3.23 581 3.42 616 5 900
Alternative 2: Tech Office Building
General Office Building (710) 280.00 ksf 2.39 669 2.50 700 3 840 1 Based on Institute of Transportation Engineers (ITE) Parking Generation Manual 5th Edition The proposed project identifies 18 accessible parking spaces near building entrances which meets the 2% requirement. Two of these spaces should be van accessible spaces.

455 Hickey Boulevard Traffic Impact Study
P a g e | 55
The project proposes 152 compact parking spaces which is less than the 20 percent maximum of the total supply allowed according to Daly City Zoning Code Section 17.43.010.

Daly City Zoning Code Section 5.106.5.3.1 requires that 10% of the available sparking spaces be equipped with Level 2 electric vehicle charging stations (EVCS), an additional 10% shall be Level 1 electric vehicle (EV) ready spaces and an additional 30% shall be EV capable. The proposed project meets these requirements with 90 EVCS, 90 EV ready and 270 EV capable.

The 2016 California Green Building Standards Code (CalGREEN) provides minimum standards for bicycle parking for non-residential structures. This standard is also a requirement of the C/CAG TDM Policy as noted in Section 7.2. The amount of bicycle parking required is an amount that is 5% of vehicle parking.

Bicycle parking is provided as a mix of short-term parking such as bike racks and long-term parking such as bike lockers. Bike racks should be provided in a visible area within 50-200 feet of the building entrance. Acceptable long term bicycle parking facilities include secure bicycle lockers, covered lockable enclosures or bicycle rooms with permanently anchored racks.

The mix between short-term and long-term bicycle parking is determined based on the mix of visitors and occupants/employees, with visitors using bike racks, and occupants using bike lockers or other secure bicycle storage. The project proposes eight short term bicycle parking spots with four racks located in the Entry Plaza. Long term bicycle parking is provided via a bicycle cage located near the building elevator on the first floor of the parking structure, easily accessible via the Hickey Boulevard entrance. The cage will provide secure space for at least 45 bicycles.

Based on the various requirements, the proposed supply of vehicle parking, bike parking, and truck loading spaces is more than adequate.

8.4 PEDESTRIAN, BICYCLE, AND TRANSIT IMPACTS
Significant impacts are evaluated based on consistency with applicable adopted plans.

Pedestrian Impacts
An impact to pedestrians occurs if the proposed project disrupts existing pedestrian’s facilities; or creates inconsistencies with planned pedestrian facilities or adopted pedestrian system plans, guidelines, policies, or standards. The project will connect to existing pedestrian facilities and provides adequate on-site pedestrian access and circulation through a variety of continuous, accessible paths and crosswalks.

As discussed in section 8.2, pedestrian improvements are recommended for the intersection of Gellert Boulevard and Serravista Avenue to enhance pedestrian safety and access from the project to the bus stop and the community park to the west of Gellert Boulevard. These pedestrian improvements also enhance traffic operations and safety at the intersection of Gellert Boulevard and Serravista Avenue.

As discussed in section 3.2 and shown in Figure 3a there are continuous pedestrian facilities and generally ADA-compliant curb ramps are present on most streets within the immediate project vicinity.

The project is not expected to create any disruptions or inconsistencies with existing pedestrian facilities or plans. Therefore, the impact to pedestrian facilities is less-than-significant.

455 Hickey Boulevard Traffic Impact Study
P a g e | 56
Bicycle Impacts
An impact to bicycles occurs if the proposed project disrupts existing bicycle facilities; or creates inconsistencies with planned bicycle facilities or adopted bicycle system plans, guidelines, policies, or standards. The proposed project will have adequate bicycle access to the project site from the surrounding area and is not expected to create any inconsistencies with bicycle facilities or plans.

Therefore, the impact to bicycle facilities is less-than-significant.

Transit Impacts
A proposed project is considered to have a significant impact on transit if it conflicts with existing or planned transit facilities, or is expected to generate additional transit trips and does not provide adequate facilities for pedestrians and bicyclists to access transit routes and stops. Pedestrians and bicyclists can access the closest transit stops on Gellert Boulevard and Hickey Boulevard via a continuous path of sidewalks and crosswalks.

It is noted that the SamTrans website identifies a bus stop at the project frontage on Hickey Boulevard for Route 130 with service to South San Francisco BART, however, there does not appear to be signage for this stop. It is recommended that SamTrans is consulted to determine if indeed a stop exists at this location and if additional improvements are requested at this location to accommodate this bus stop.

The transit service within the immediate project vicinity operates within capacity, and additional trips generated by the proposed project could be accommodated by existing bus services. Therefore, impacts to transit service are expected to be less-than-significant.

8.5 RECOMMENDATIONS
Based on the findings in this report, TJKM recommends the project implement the following:
 It is recommended that the northbound through lane at Gellert Boulevard and Hickey Boulevard be converted to a shared through-right turn lane.
 It is recommended that a flashing pedestrian crossing sign along with curb bulbouts be installed at the intersection of Gellert Boulevard and Serravista Avenue.  It is recommended that Caltrans be consulted to determine if improvements are needed at the following intersections since they are already operating below LOS D:
o Serramonte Boulevard at Junipero Serra Boulevard/I-280 Northbound o Hickey Boulevard and Skyline Boulevard/SR-35
o Hickey Boulevard & I-280 northbound on-ramps
If improvements are needed, the project should contribute a fair share percentage.  It is recommended that this project implement all nine required TDM measures identified on the C/CAG TDM checklist as outlines in section 7.2. and is summarized as follows:
o Free/Preferential Parking for Carpools
o TDM Coordinator/Contact Person
o Actively Participate in Commute.org or a Transportation Management Association Equivalent
o Carpool or Vanpool Program

455 Hickey Boulevard Traffic Impact Study
P a g e | 57
o Transit or Rideshare Passes/Subsidies
o Pre-Tax Transportation Benefits
o Secure Bicycle Storage
o Design Streets to Encourage Bike/Pedestrian Access
o Showers, Lockers and Changing Rooms for Cyclists
 It is recommended that the project’s proposed vehicle drop-off/pick-up zone be at least 125 feet in the case of Project Alternative 1 and 75 feet in the case of Project Alternative 2. Signage should be provided which limits parking to a 10 minute loading zone.  It is recommended that SamTrans be consulted to determine if a bus stop continues to exist on Hickey Boulevard along the project frontage and if additional improvements are needed at this location to accommodate this bus stop.
 It is recommended that the STOP bar and legend is removed from the southbound left turn lane at Gellert Boulevard at Serravista Avenue.

455 Hickey Boulevard Traffic Impact Study

Appendix A – Traffic Counts Worksheets

Prepared by National Data & Surveying Services
ID: 21-080154-001 Day:

City: Daly City Date:

AM 0 183 46 4 AM
NOON 0000 NOON
PM 0 622 118 18 PM

AM NOON PM PM NOON AM
0210 1 67 0 74
0 000
000 01 705
000 0 TEV 721 0 1253 0 000
000 0 PHF 0.94 0.93
000 0 0010

AM NOON PM PM NOON AM
PM 0 0 409 12 PM
NOON 0000 NOON
AM 1 0 399 9 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 189

NORTHBOUND
Gellert Blvd
Totals (NOON) Total Bikes (NOON)
NONE
130 0 55
Totals (AM) 629 Total Bikes (AM)
Serravista Ave

EASTBOUND

WESTBOUND
Serravista Ave
000

CONTROL
2-Way Stop(SB/WB)
0 NONE
05:00 PM - 06:00 PM 494
Gellert Blvd & Serravista Ave
Peak Hour Turning Movement Count
Gellert Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 477 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
30 410
2 2
0 2
4 0
1 00 200 0
0 0
0 1
0 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
010
010
67 0
0 7
0 0
0622118
040912
0 0
0 0
0 0
000
000
74 0
0 5
0 0
018346
03999

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Serravista Ave
City: Daly City Project ID:

Control: 2-Way Stop(SB/WB) Date:

NS/EW Streets:
0100120000001010

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 65 2 0 7 32 0 0 0 0 0 0 0 0 11 0 117
7:15 AM 0 102 4 0 13 23 0 2 0 0 0 0 1 0 11 0 156
7:30 AM 0 93 6 0 7 40 0 0 0 0 0 0 1 0 22 0 169
7:45 AM 0 110 2 1 12 37 0 1 0 0 0 0 2 0 12 0 177
8:00 AM 0 100 1 0 13 52 0 0 0 0 0 0 2 0 15 0 183
8:15 AM 0 82 3 0 13 44 0 1 0 0 0 0 1 0 26 0 170
8:30 AM 0 107 3 0 8 50 0 2 0 0 0 0 0 0 21 0 191
8:45 AM 0 72 4 0 21 60 0 0 0 0 0 0 0 0 15 0 172

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 731 25 1 94 338 0 6 0 0 0 0 7 0 133 0 1335 APPROACH %'s : 0.00% 96.57% 3.30% 0.13% 21.46% 77.17% 0.00% 1.37% 5.00% 0.00% 95.00% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 399 9 1 46 183 0 4 0 0 0 0 5 0 74 0 721 PEAK HR FACTOR : 0.000 0.907 0.750 0.250 0.885 0.880 0.000 0.500 0.000 0.000 0.000 0.000 0.625 0.000 0.712 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100120000001010

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 76 4 0 28 144 0 4 0 0 0 0 7 0 17 0 280
4:15 PM 0 84 0 0 33 115 0 2 0 0 0 0 4 0 18 0 256
4:30 PM 0 109 2 0 30 124 0 3 0 0 0 0 1 0 16 0 285
4:45 PM 0 94 3 0 27 135 0 8 0 0 0 0 2 0 22 0 291
5:00 PM 0 95 5 0 36 130 0 4 0 0 0 0 2 0 21 0 293
5:15 PM 0 97 2 0 24 160 0 3 0 0 0 0 1 0 14 0 301
5:30 PM 0 108 1 0 33 168 0 5 0 0 0 0 2 0 19 0 336
5:45 PM 0 109 4 0 25 164 0 6 0 0 0 0 2 0 13 0 323

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 772 21 0 236 1140 0 35 0 0 0 0 21 0 140 0 2365 APPROACH %'s : 0.00% 97.35% 2.65% 0.00% 16.73% 80.79% 0.00% 2.48% 13.04% 0.00% 86.96% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 409 12 0 118 622 0 18 0 0 0 0 7 0 67 0 1253 PEAK HR FACTOR : 0.000 0.938 0.600 0.000 0.819 0.926 0.000 0.750 0.000 0.000 0.000 0.000 0.875 0.000 0.798 0.000 Data - Totals
Gellert Blvd Gellert Blvd Serravista Ave Serravista Ave

0.905 0.896 0.731

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-001
7/20/2021
05:00 PM - 06:00 PM

0.932 0.931 0.920 0.804
07:45 AM - 08:45 AM

0.944

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Serravista Ave
City: Daly City Project ID:

Control: 2-Way Stop(SB/WB) Date:

NS/EW Streets:
0100120000001010

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000010000000000 1
8:00 AM 0000000000000000 0
8:15 AM 0000000000000000 0
8:30 AM 0100000000000000 1
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 01000100000000002
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 01000100000000002
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100120000001010

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0100100000000000 2
4:30 PM 0000000300001000 4
4:45 PM 0000000000000000 0
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0000000000001000 1
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 01001003000020007
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 25.00% 0.00% 0.00% 75.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 00000000000010001
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 Data - Bikes
Gellert Blvd Gellert Blvd Serravista Ave Serravista Ave

0.250 0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-001
7/20/2021
05:00 PM - 06:00 PM

0.250 0.250
07:45 AM - 08:45 AM

0.500

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Gellert Blvd & Serravista Ave Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 02121000 6
7:15 AM 00030000 3
7:30 AM 01000000 1
7:45 AM 00100000 1
8:00 AM 00101000 2
8:15 AM 20000000 2
8:30 AM 00211100 5
8:45 AM 00010000 1

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 2 3 5 7 3 1 0 021
APPROACH %'s : 40.00% 60.00% 41.67% 58.33% 75.00% 25.00% PEAK HR : 07:45 AM 39 -1 -1 TOTAL
PEAK HR VOL : 2 0 4 1 2 1 0 010
PEAK HR FACTOR : 0.250 0.500 0.250 0.500 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00 31100 5
4:15 PM 00010100 2
4:30 PM 00100200 3
4:45 PM 00011000 2
5:00 PM 00101000 2
5:15 PM 00200000 2
5:30 PM 00021300 6
5:45 PM 00000100 1

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 4 7 4 8 0 023
APPROACH %'s : 36.36% 63.64% 33.33% 66.67%
PEAK HR : 05:00 PM 290 -3 -3 TOTAL
PEAK HR VOL : 0 0 3 2 2 4 0 011
PEAK HR FACTOR : 0.375 0.250 0.500 0.333
Data - Pedestrians (Crosswalks)
Gellert Blvd Gellert Blvd Serravista Ave Serravista Ave

0.417 0.375
07:45 AM - 08:45 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-001
7/20/2021

0.458 0.625 0.375
05:00 PM - 06:00 PM

0.500 0.250

Prepared by National Data & Surveying Services
ID: 21-080154-002 Day:

City: Daly City Date:

AM 0000 AM
NOON 0000 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0000 0 000
1 71 0 73
000 00 201
000 0 TEV 133 0 183 0 000
46 0 89 1 PHF 0.83 0.92
5 0 15 0 0010

AM NOON PM PM NOON AM
PM 0303 PM
NOON 0000 NOON
AM 0800 AM
0 NONE
04:15 PM - 05:15 PM 0
Marbly Ave & Serravista Ave
Peak Hour Turning Movement Count
Marbly Ave Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
92 0 46
Totals (AM) 17 Total Bikes (AM)
Serravista Ave

EASTBOUND

WESTBOUND
Serravista Ave
81 0 74

CONTROL
No Control
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 6

NORTHBOUND
Marbly Ave
Totals (NOON) Total Bikes (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
1 0
1 3
0 0
10 200
0 1
0 0
4 0
0 00 000 0
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 71
15 2
89 0
000
303
0 0
0 0
0 0
000
000
0 73
5 1
46 0
000
800

National Data & Surveying ServicesIntersection Turning Movement Count Location: Marbly Ave & Serravista Ave
City: Daly City Project ID:

Control: No Control Date:

NS/EW Streets:
0100000001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 0 0 0 0 0 0 0 0 3 0 0 0 10 0 0 14
7:15 AM 0 0 0 0 0 0 0 0 0 7 1 0 0 13 0 0 21
7:30 AM 1 0 0 0 0 0 0 0 0 4 1 1 0 19 0 0 26
7:45 AM 1 0 0 0 0 0 0 0 0 7 0 0 0 11 0 0 19
8:00 AM 3 0 0 0 0 0 0 0 0 7 1 0 0 12 0 0 23
8:15 AM 3 0 0 0 0 0 0 0 0 10 3 0 0 23 0 0 39
8:30 AM 1 0 0 0 0 0 0 0 0 9 0 0 0 21 0 0 31
8:45 AM 1 0 0 0 0 0 0 0 0 20 1 0 1 17 0 0 40

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 11 0 0 0 0 0 0 0 0 67 7 1 1 126 0 0 213 APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 0.00% 89.33% 9.33% 1.33% 0.79% 99.21% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 8 0 0 0 0 0 0 0 0 46 5 0 1 73 0 0 133
PEAK HR FACTOR : 0.667 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.575 0.417 0.000 0.250 0.793 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100000001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 5 0 0 0 0 0 0 0 0 12 6 0 1 15 0 0 39
4:15 PM 1 0 1 0 0 0 0 0 0 22 4 0 1 14 0 0 43
4:30 PM 0 0 1 0 0 0 0 0 0 25 2 0 0 15 0 0 43
4:45 PM 1 0 1 0 0 0 0 0 0 20 2 0 0 23 0 0 47
5:00 PM 1 0 0 0 0 0 0 0 0 22 7 0 1 19 0 0 50
5:15 PM 2 0 0 0 0 0 0 0 0 19 2 0 1 11 0 0 35
5:30 PM 0 0 0 0 0 0 0 0 0 24 1 0 0 19 0 0 44
5:45 PM 0 0 0 0 0 0 0 0 0 17 5 0 0 12 0 0 34

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 10 0 3 0 0 0 0 0 0 161 29 0 4 128 0 0 335 APPROACH %'s : 76.92% 0.00% 23.08% 0.00% 0.00% 84.74% 15.26% 0.00% 3.03% 96.97% 0.00% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 3 0 3 0 0 0 0 0 0 89 15 0 2 71 0 0 183
PEAK HR FACTOR : 0.750 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.890 0.536 0.000 0.500 0.772 0.000 0.000 21-080154-002
7/20/2021
04:15 PM - 05:15 PM

0.915 0.750 0.897 0.793
08:00 AM - 09:00 AM

0.831

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.667 0.607 0.804

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Marbly Ave Marbly Ave Serravista Ave Serravista Ave

National Data & Surveying ServicesIntersection Turning Movement Count Location: Marbly Ave & Serravista Ave
City: Daly City Project ID:

Control: No Control Date:

NS/EW Streets:
0100000001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000000000000 0
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000000000000
APPROACH %'s :

PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000000000000000
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100000001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0000000000000000 0
4:30 PM 0000000000000000 0
4:45 PM 0000000000000000 0
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0000000000000100 1
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000000001001
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 00000000000000000
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 21-080154-002
7/20/2021
04:15 PM - 05:15 PM
08:00 AM - 09:00 AM

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Marbly Ave Marbly Ave Serravista Ave Serravista Ave

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Marbly Ave & Serravista Ave Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00012000 3
7:15 AM 00020000 2
7:30 AM 00100020 3
7:45 AM 00100000 1
8:00 AM 00000000 0
8:15 AM 00100001 2
8:30 AM 00100000 1
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 4 3 2 0 2 112
APPROACH %'s : 57.14% 42.86% 100.00% 0.00% 66.67% 33.33% PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 2 0 0 0 0 13
PEAK HR FACTOR : 0.500 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00110001 3
4:15 PM 00001100 2
4:30 PM 00100010 2
4:45 PM 00000020 2
5:00 PM 00000301 4
5:15 PM 00020021 5
5:30 PM 00020002 4
5:45 PM 00001100 2

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 2 5 2 5 5 524
APPROACH %'s : 28.57% 71.43% 28.57% 71.43% 50.00% 50.00% PEAK HR : 04:15 PM 287 -3 -3 TOTAL
PEAK HR VOL : 0 0 1 0 1 4 3 110
PEAK HR FACTOR : 0.250 0.250 0.333 0.375 0.250
21-080154-002
7/20/2021

0.625 0.250 0.417 0.500
04:15 PM - 05:15 PM

0.375

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.500 0.250
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Marbly Ave Marbly Ave Serravista Ave Serravista Ave

Prepared by National Data & Surveying Services
ID: 21-080154-003 Day:

City: Daly City Date:

AM 1 19 2 0 AM
NOON 0000 NOON
PM 4 65 9 0 PM

AM NOON PM PM NOON AM
0100 0 406
1 005
000 00 000
301 0 TEV 120 0 155 0 000
001 1 PHF 0.80 0.90
4 0 14 0 0010

AM NOON PM PM NOON AM
PM 0 6 50 1 PM
NOON 0000 NOON
AM 1 11 68 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 24

NORTHBOUND
Serravista Ave
Totals (NOON) Total Bikes (NOON)
NONE
11 0 2
Totals (AM) 79 Total Bikes (AM)
Victoria St/Serra Ln/Montevista Ln

EASTBOUND

WESTBOUND
Victoria St/Serra Ln/Montevista Ln
17 0 10

CONTROL
2-Way Stop(EB/WB)
0 NONE
04:45 PM - 05:45 PM 55
Serravista Ave & Victoria St/Serra Ln/Montevista Ln
Peak Hour Turning Movement Count
Serravista Ave Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 77 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
2 0
1 3
0 1
00 000
1 0
0 2
2 0
3 00 100 0
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
4 0
14 0
1 1
4659
6501
0 0
0 0
0 0
000
000
6 5
4 0
0 3
1192
11680

National Data & Surveying ServicesIntersection Turning Movement Count Location: Serravista Ave & Victoria St/Serra Ln/Montevista Ln City: Daly City Project ID:

Control: 2-Way Stop(EB/WB) Date:

NS/EW Streets:

Explanation for extra leg movements
01000010000100001000000
NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL Movements entering the extra leg 7:00 AM 09000011000010000001100 147:15 AM 3 13 0 0 0 0 4 0 0 1 0 0 0 0 0 0 1 2 0 0 0 0 0 24 NR2 Movements coming from NB on Serravista Ave entering into the Extra Leg (Montevista Ln)7:30 AM 2 17 0 0 1 1 3 0 0 1 0 0 1 0 0 0 0 1 0 0 0 0 0 27 SL2 Movements coming from SB on Serravista Ave entering into the Extra Leg (Montevista Ln)7:45 AM 1 10 0 0 0 1 4 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 19 ET2 Movements coming from EB on Victoria St entering into the Extra Leg (Montevista Ln)8:00 AM 3 11 0 0 0 1 2 0 0 1 1 0 2 0 0 0 1 1 0 0 0 0 0 238:15 AM 2 26 0 1 2 0 7 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 41 Movements exiting the extra leg8:30 AM 4 13 0 0 2 0 4 1 0 0 1 0 2 0 2 0 0 5 0 0 0 0 0 348:45 AM 2 18 0 0 0 1 6 0 0 3 1 0 0 0 0 0 2 0 0 0 0 0 0 33 W2L2 Movements exiting from Extra Leg (Montevista Ln) entering into Serravista Ave heading SB W2T2 Movements exiting from Extra Leg (Montevista Ln) entering into Victoria St heading WB NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL W2R2 Movements exiting from Extra Leg (Montevista Ln) entering into Serravista Ave heading NB TOTAL VOLUMES : 17 117 0 1 5 4 31 3 0 6 3 0 7 0 2 0 6 10 0 1 1 1 0 215 W2U2 Movements exiting from Extra Leg (Montevista Ln) entering into Serra Ln heading EB APPROACH %'s : 12.14% 83.57% 0.00% 0.71% 3.57% 9.09% 70.45% 6.82% 0.00% 13.64% 25.00% 0.00% 58.33% 0.00% 16.67% 0.00% 37.50% 62.50% 0.00% 33.33% 33.33% 33.33% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 11 68 0 1 4 2 19 1 0 4 3 0 4 0 2 0 5 6 0 0 0 1 0 131 PEAK HR FACTOR : 0.688 0.654 0.000 0.250 0.500 0.500 0.679 0.250 0.000 0.333 0.750 0.000 0.500 0.000 0.250 0.000 0.625 0.300 0.000 0.000 0.000 0.250 0.000 Headers NBL NBT NBR NBU NBR2 SBL SBT SBR SBU SBL2 EBL EBT EBR EBU EBT2 WBL WBT WBR WBU WB2L2 WB2T2 WB2R2 WB2U2 01000010000100001000000
NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL 4:00 PM 1 6 0 0 0 1 10 0 0 1 1 0 1 0 0 0 0 0 0 0 1 1 1 24 4:15 PM 0 7 1 0 1 3 15 0 0 0 0 0 2 1 0 0 0 3 0 0 0 0 0 33 4:30 PM 3 7 0 0 0 0 15 0 0 0 0 0 1 0 0 0 0 1 0 1 0 2 0 30 4:45 PM 0 16 1 0 0 0 17 1 0 0 0 0 5 0 0 0 0 2 0 3 0 1 0 465:00 PM 1 13 0 0 0 5 12 1 0 0 0 1 4 0 0 0 0 1 0 2 1 1 0 42 5:15 PM 3 10 0 0 0 2 16 2 0 0 0 0 2 0 0 0 0 1 0 0 0 0 0 36 5:30 PM 2 11 0 0 0 2 20 0 0 0 1 0 3 0 0 0 0 0 0 0 1 1 0 41 5:45 PM 1 7 0 0 0 1 18 2 0 1 0 0 2 0 0 0 0 2 0 0 1 0 0 35 NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL TOTAL VOLUMES : 11 77 2 0 1 14 123 6 0 2 2 1 20 1 0 0 0 10 0 6 4 6 1 287 APPROACH %'s : 12.09% 84.62% 2.20% 0.00% 1.10% 9.66% 84.83% 4.14% 0.00% 1.38% 8.33% 4.17% 83.33% 4.17% 0.00% 0.00% 0.00% 100.00% 0.00% 35.29% 23.53% 35.29% 5.88% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 6 50 1 0 0 9 65 4 0 0 1 1 14 0 0 0 0 4 0 5 2 3 0 165 PEAK HR FACTOR : 0.500 0.781 0.250 0.000 0.000 0.450 0.813 0.500 0.000 0.000 0.250 0.250 0.700 0.000 0.000 0.000 0.000 0.500 0.000 0.417 0.500 0.750 0.000 AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.799 0.677 0.650 0.450 0.550
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.897 0.838 0.886 0.800 0.500
21-080154-0037/20/2021
04:45 PM - 05:45 PM
WESTBOUND2
08:00 AM - 09:00 AM
Data - Totals
Serravista Ave Serravista Ave Victoria St/Serra Ln/Montevista Ln Victoria St/Serra Ln/Montevista Ln

National Data & Surveying ServicesIntersection Turning Movement Count Location: Serravista Ave & Victoria St/Serra Ln/Montevista Ln City: Daly City Project ID:

Control: 2-Way Stop(EB/WB) Date:

NS/EW Streets:
01000010000100001000000
NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL 7:00 AM 00000000000000000000000 0
7:15 AM 00000000000000000000000 0
7:30 AM 00000000000000000000000 0
7:45 AM 00100000000000000000000 1
8:00 AM 00000000000000000000000 0
8:15 AM 00000000000000000000000 0
8:30 AM 00000000000000000000000 0
8:45 AM 00000000000000000000000 0
NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL TOTAL VOLUMES : 001000000000000000000001
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 0.00%
PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 000000000000000000000000
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU NBR2 SBL SBT SBR SBU SBL2 EBL EBT EBR EBU EBT2 WBL WBT WBR WBU WB2L2 WB2T2 WB2R2 WB2U2 01000010000100001000000
NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL 4:00 PM 00000000000000000000000 0
4:15 PM 00000000000000000000000 0
4:30 PM 00000000000000000000000 0
4:45 PM 00000000000000000000000 0
5:00 PM 00000000000000000000000 0
5:15 PM 00000000000000000000000 0
5:30 PM 00000000000000000000000 0
5:45 PM 00000000000000000000000 0
NL NT NR NU NR2 SL ST SR SU SL2 EL ET ER EU ET2 WL WT WR WU W2L2 W2T2 W2R2 W2U2 TOTAL TOTAL VOLUMES : 000000000000000000000000
APPROACH %'s :

PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 000000000000000000000000
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-003
7/20/2021
04:45 PM - 05:45 PM
WESTBOUND2
08:00 AM - 09:00 AM
Data - Bikes
Serravista Ave Serravista Ave Victoria St/Serra Ln/Montevista Ln Victoria St/Serra Ln/Montevista Ln

National Data & Surveying ServicesIntersection Turning Movement Count Location: Serravista Ave & Victoria St/Serra Ln/Montevista Ln Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB NB SB TOTAL
7:00 AM 0002101010 5
7:15 AM 0000003000 3
7:30 AM 0000101010 3
7:45 AM 0000101100 3
8:00 AM 0000100100 2
8:15 AM 0000020002 4
8:30 AM 0000001000 1
8:45 AM 1000110011 5

EB WB EB WB NB SB NB SB NB SB TOTAL
TOTAL VOLUMES : 1 0 0 2 5 3 7 2 3 326
APPROACH %'s : 100.00% 0.00% 0.00% 100.00% 62.50% 37.50% 77.78% 22.22% 50.00% 50.00% PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 1 0 0 0 2 3 1 1 1 312
PEAK HR FACTOR : 0.250 0.500 0.375 0.250 0.250 0.250 0.375 Headers NEB NWB SEB SWB ENS ESB WNB WSB E2NB E2SB

EB WB EB WB NB SB NB SB NB SB TOTAL
4:00 PM 0000001100 2
4:15 PM 0010000100 2
4:30 PM 0000000100 1
4:45 PM 0000000000 0
5:00 PM 0000000200 2
5:15 PM 0000012001 4
5:30 PM 0001011001 4
5:45 PM 0000000000 0

EB WB EB WB NB SB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 1 1 0 2 4 5 0 215
APPROACH %'s : 50.00% 50.00% 0.00% 100.00% 44.44% 55.56% 0.00% 100.00% PEAK HR : 04:45 PM 289 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 1 0 2 3 2 0 210
PEAK HR FACTOR : 0.250 0.500 0.375 0.250 0.500
Data - Pedestrians (Crosswalks)
Serravista Ave Serravista Ave Victoria St/Serra
Ln/Montevista Ln
Victoria St/Serra
Ln/Montevista Ln
EAST LEG 2
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.600 0.250 0.625 0.500 0.500

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-003
7/20/2021

0.625 0.250 0.500 0.625 0.500
EAST LEG 2
04:45 PM - 05:45 PM

Prepared by National Data & Surveying Services
ID: 21-080154-005 Day:

City: Daly City Date:

AM 144 153 154 11 AM
NOON 0000 NOON
PM 192 368 235 6 PM

AM NOON PM PM NOON AM
1210 1 550 0 222
2 442 0 197
407 00 115 0 51
184 0 242 1.5 TEV 1871 0 3425 0 000
347 0 667 1 PHF 0.95 0.98
38 0 116 0.5 0121

AM NOON PM PM NOON AM
PM 35 69 298 83 PM
NOON 0000 NOON
AM 12 52 236 66 AM
0 NONE
05:00 PM - 06:00 PM 1096
Junipero Serra Blvd & Hickey Blvd
Peak Hour Turning Movement Count
Junipero Serra Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 653 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
985 0 567
Totals (AM) 634 Total Bikes (AM)
Hickey Blvd

EASTBOUND

WESTBOUND
Hickey Blvd
397 0 710

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 254

NORTHBOUND
Junipero Serra Blvd
Totals (NOON) Total Bikes (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 3
0 0
10 000
0 0
0 0
0 0
0 00 000 0
0 1
0 0
0 0
011
000
0 0
0 0
0 0
000
000
0 2
0 0
2 0
000
000
550
442
116 115
667
242
192368235
6929883
0 0
0 0
0 0
000
000
222
197
38 51
347
184
144153154
5223666

National Data & Surveying ServicesIntersection Turning Movement Count Location: Junipero Serra Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 3 41 7 3 16 19 23 0 31 43 7 1 4 16 49 0 263
7:15 AM 5 53 3 2 10 25 24 1 39 50 4 1 6 21 47 0 291
7:30 AM 7 64 13 3 24 22 15 1 60 52 10 0 7 30 66 0 374
7:45 AM 9 78 15 2 23 30 22 2 63 80 8 1 12 41 65 0 451
8:00 AM 6 56 17 3 33 38 35 3 38 78 12 0 11 44 56 0 430
8:15 AM 14 72 11 3 36 41 38 2 48 80 8 0 15 51 52 0 471
8:30 AM 14 53 19 5 37 29 36 4 56 98 11 3 14 40 59 0 478 8:45 AM 18 55 19 1 48 45 35 2 42 91 7 1 11 62 55 0 492

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 76 472 104 22 227 249 228 15 377 572 67 7 80 305 449 0 3250 APPROACH %'s : 11.28% 70.03% 15.43% 3.26% 31.57% 34.63% 31.71% 2.09% 36.85% 55.91% 6.55% 0.68% 9.59% 36.57% 53.84% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 52 236 66 12 154 153 144 11 184 347 38 4 51 197 222 0 1871 PEAK HR FACTOR : 0.722 0.819 0.868 0.600 0.802 0.850 0.947 0.688 0.821 0.885 0.792 0.333 0.850 0.794 0.941 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 1 0 1 2 1 0 1.5 1 0.5 0 0 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 15 63 18 9 58 71 54 0 52 155 20 1 20 124 135 0 795 4:15 PM 15 72 23 6 63 98 55 0 61 150 19 3 28 108 140 0 841 4:30 PM 16 72 18 7 38 82 68 3 67 151 19 2 17 101 130 0 791 4:45 PM 16 54 16 8 63 85 39 3 49 177 21 3 23 111 145 0 813 5:00 PM 16 65 12 8 64 106 47 2 58 157 23 3 27 112 127 0 827 5:15 PM 12 91 26 4 55 77 43 1 68 169 29 1 38 125 131 0 870 5:30 PM 19 77 23 9 67 85 51 2 65 165 33 2 20 97 160 0 875 5:45 PM 22 65 22 14 49 100 51 1 51 176 31 1 30 108 132 0 853

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 131 559 158 65 457 704 408 12 471 1300 195 16 203 886 1100 0 6665 APPROACH %'s : 14.35% 61.23% 17.31% 7.12% 28.91% 44.53% 25.81% 0.76% 23.76% 65.59% 9.84% 0.81% 9.27% 40.48% 50.25% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 69 298 83 35 235 368 192 6 242 667 116 7 115 442 550 0 3425 PEAK HR FACTOR : 0.784 0.819 0.798 0.625 0.877 0.868 0.941 0.750 0.890 0.947 0.879 0.583 0.757 0.884 0.859 0.000 21-080154-005
7/20/2021
05:00 PM - 06:00 PM

0.979 0.912 0.914 0.966 0.941
08:00 AM - 09:00 AM

0.951

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.915 0.888 0.853 0.918

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Junipero Serra Blvd Junipero Serra Blvd Hickey Blvd Hickey Blvd

National Data & Surveying ServicesIntersection Turning Movement Count Location: Junipero Serra Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000002000000 2
8:30 AM 0000000000000000 0
8:45 AM 0000000000000200 2

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000020002004
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000000020002004
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 1 0 1 2 1 0 1.5 1 0.5 0 0 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0000000000000000 0
4:30 PM 0000000000000000 0
4:45 PM 0000000000010000 1
5:00 PM 0000010000000000 1
5:15 PM 0000000000000000 0
5:30 PM 0000000000000000 0
5:45 PM 0000100000000100 2

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00001100000101004
APPROACH %'s : 50.00% 50.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 00001100000001003
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 21-080154-005
7/20/2021
05:00 PM - 06:00 PM

0.375 0.500 0.250
08:00 AM - 09:00 AM

0.500

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.250 0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Junipero Serra Blvd Junipero Serra Blvd Hickey Blvd Hickey Blvd

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Junipero Serra Blvd & Hickey Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000010 1
7:15 AM 00000000 0
7:30 AM 00000000 0
7:45 AM 00100000 1
8:00 AM 00000000 0
8:15 AM 00000000 0
8:30 AM 00000000 0
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 1 0 0 0 1 02
APPROACH %'s : 100.00% 0.00% 100.00% 0.00%
PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 00
PEAK HR FACTOR :

Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 00000000 0
4:30 PM 00000000 0
4:45 PM 00000000 0
5:00 PM 00000020 2
5:15 PM 00100010 2
5:30 PM 00000000 0
5:45 PM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 1 0 0 0 3 04
APPROACH %'s : 100.00% 0.00% 100.00% 0.00%
PEAK HR : 05:00 PM 290 -3 -3 TOTAL
PEAK HR VOL : 0 0 1 0 0 0 3 04
PEAK HR FACTOR : 0.250 0.375
21-080154-005
7/20/2021

0.500 0.250 0.375
05:00 PM - 06:00 PM

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Junipero Serra Blvd Junipero Serra Blvd Hickey Blvd Hickey Blvd

Prepared by National Data & Surveying Services
ID: 21-080154-006 Day:

City: Daly City Date:

AM 68 90 36 0 AM
NOON 0000 NOON
PM 85 76 51 0 PM

AM NOON PM PM NOON AM
1 0.5 0.5 0 0 45 0 26
2 619 0 289
15 0 15 01 177 0 60
53 0 139 1 TEV 1828 0 3118 0 100
457 0 647 2 PHF 0.89 0.94
172 0 184 1 0 1.5 0.5 1

AM NOON PM PM NOON AM
PM 0 645 76 358 PM
NOON 0000 NOON
AM 0 282 30 250 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 322

NORTHBOUND
I-280 NB Ramps
Totals (NOON) Total Bikes (NOON)
NONE
1057 0 743
Totals (AM) 437 Total Bikes (AM)
Hickey Blvd

EASTBOUND

WESTBOUND
Hickey Blvd
654 0 1364

CONTROL
Signalized
0 NONE
04:45 PM - 05:45 PM 260
I-280 NB Ramps & Hickey Blvd
Peak Hour Turning Movement Count
I-280 NB Ramps Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 109 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 20 000 1
0 0
0 0
0 1
011
001
0 0
0 0
0 0
000
000
0 0
0 0
2 0
000
000
45 619
184 177
647
139
857651
64576358
0 0
0 0
0 0
000
000
26 289
172 60
457
53 689036
28230250

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 NB Ramps & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:

1.5 0.5 1 0 0.5 0.5 1 0 1 2 1 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 36 9 26 0 6 14 19 0 10 45 29 2 11 41 2 1 251
7:15 AM 40 9 45 0 3 24 12 0 12 57 58 2 8 33 6 0 309
7:30 AM 63 7 59 0 9 29 24 0 13 53 52 2 8 43 4 0 366
7:45 AM 59 10 55 0 11 23 21 0 26 95 43 3 8 56 0 1 411
8:00 AM 53 11 59 0 9 28 13 0 8 91 40 7 15 68 9 0 411
8:15 AM 72 5 65 0 10 23 13 0 18 113 44 1 15 56 7 0 442
8:30 AM 76 7 72 0 7 21 19 0 14 127 57 3 17 84 9 0 513
8:45 AM 81 7 54 0 10 18 23 0 13 126 31 4 13 81 1 0 462

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 480 65 435 0 65 180 144 0 114 707 354 24 95 462 38 2 3165 APPROACH %'s : 48.98% 6.63% 44.39% 0.00% 16.71% 46.27% 37.02% 0.00% 9.51% 58.97% 29.52% 2.00% 15.91% 77.39% 6.37% 0.34% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 282 30 250 0 36 90 68 0 53 457 172 15 60 289 26 0 1828 PEAK HR FACTOR : 0.870 0.682 0.868 0.000 0.900 0.804 0.739 0.000 0.736 0.900 0.754 0.536 0.882 0.860 0.722 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

1.5 0.5 1 0 0.5 0.5 1 0 1 2 1 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 125 15 81 0 16 25 22 0 23 152 33 2 46 161 13 0 714 4:15 PM 157 24 93 0 13 22 11 0 20 160 45 4 46 130 15 0 740 4:30 PM 162 30 84 0 10 23 16 0 22 161 45 5 44 161 15 0 778 4:45 PM 159 15 80 0 18 20 20 0 35 173 46 2 51 139 10 0 768 5:00 PM 146 14 83 0 12 13 23 0 38 160 46 7 49 149 12 0 752 5:15 PM 165 20 103 0 15 21 21 0 30 142 36 1 39 166 13 1 773 5:30 PM 175 27 92 0 6 22 21 0 36 172 56 5 38 165 10 0 825 5:45 PM 182 24 65 0 7 13 20 0 29 155 47 6 30 136 15 0 729

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1271 169 681 0 97 159 154 0 233 1275 354 32 343 1207 103 1 6079 APPROACH %'s : 59.92% 7.97% 32.11% 0.00% 23.66% 38.78% 37.56% 0.00% 12.30% 67.32% 18.69% 1.69% 20.74% 72.97% 6.23% 0.06% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 645 76 358 0 51 76 85 0 139 647 184 15 177 619 45 1 3118 PEAK HR FACTOR : 0.921 0.704 0.869 0.000 0.708 0.864 0.924 0.000 0.914 0.935 0.821 0.536 0.868 0.932 0.865 0.250 Data - Totals
I-280 NB Ramps I-280 NB Ramps Hickey Blvd Hickey Blvd

0.906 0.951 0.867 0.852

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-006
7/20/2021
04:45 PM - 05:45 PM

0.945 0.918 0.914 0.915 0.961
08:00 AM - 09:00 AM

0.891

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 NB Ramps & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:

1.5 0.5 1 0 0.5 0.5 1 0 1 2 1 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000002000000 2
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000020000002
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000000020000002
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

1.5 0.5 1 0 0.5 0.5 1 0 1 2 1 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 1000000000000000 1
4:30 PM 0000000000000000 0
4:45 PM 0010110010000000 4
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0000000000000000 0
5:45 PM 0000000010000010 2

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 10101100200000107
APPROACH %'s : 50.00% 0.00% 50.00% 0.00% 50.00% 50.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 00101100100000004
PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.250 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
I-280 NB Ramps I-280 NB Ramps Hickey Blvd Hickey Blvd

0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-006
7/20/2021
04:45 PM - 05:45 PM

0.250 0.250 0.250 0.250
08:00 AM - 09:00 AM

0.250

National Data & Surveying ServicesIntersection Turning
Movement Count Location: I-280 NB Ramps & Hickey Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000000 0
7:15 AM 00000000 0
7:30 AM 01000000 1
7:45 AM 00000000 0
8:00 AM 00000000 0
8:15 AM 00000000 0
8:30 AM 00000000 0
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 01
APPROACH %'s : 0.00% 100.00%
PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 00
PEAK HR FACTOR :

Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 00000000 0
4:30 PM 00000000 0
4:45 PM 00000000 0
5:00 PM 01000000 1
5:15 PM 20000000 2
5:30 PM 00000000 0
5:45 PM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 2 1 0 0 0 0 0 03
APPROACH %'s : 66.67% 33.33%
PEAK HR : 04:45 PM 289 -3 -3 TOTAL
PEAK HR VOL : 2 1 0 0 0 0 0 03
PEAK HR FACTOR : 0.250 0.250
Data - Pedestrians (Crosswalks)
I-280 NB Ramps I-280 NB Ramps Hickey Blvd Hickey Blvd
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-006
7/20/2021

0.375 0.375
04:45 PM - 05:45 PM

Prepared by National Data & Surveying Services
ID: 21-080154-007 Day:

City: Daly City Date:

AM 185 1 310 0 AM
NOON 0000 NOON
PM 346 4 468 0 PM

AM NOON PM PM NOON AM

1.3 0.3 1.3 0 0 000
2 1085 0 437
000 02 300 0 205
000 0 TEV 1967 0 3271 0 601
392 0 488 2 PHF 0.94 0.94
436 0 574 1 0000

AM NOON PM PM NOON AM
PM 0000 PM
NOON 0000 NOON
AM 0000 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 642

NORTHBOUND
I-280 SB Ramps
Totals (NOON) Total Bikes (NOON)
NONE
962 0 703
Totals (AM) 878 Total Bikes (AM)
Hickey Blvd

EASTBOUND

WESTBOUND
Hickey Blvd
622 0 1431

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 0
I-280 SB Ramps & Hickey Blvd
Peak Hour Turning Movement Count
I-280 SB Ramps Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 20 000 1
0 0
0 0
1 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
2 0
000
000
0 1085
574 300
488
0 3464468
000
0 0
0 0
0 0
000
000
0 437
436 205
392
0 1851310
000

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 SB Ramps & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 30 0 26 0 0 53 82 0 38 61 0 0 290
7:15 AM 0 0 0 0 44 0 18 0 0 85 95 0 26 61 0 0 329
7:30 AM 0 0 0 0 43 0 30 0 0 84 102 0 44 80 0 0 383
7:45 AM 0 0 0 0 61 0 35 0 0 101 99 0 38 105 0 0 439
8:00 AM 0 0 0 0 68 0 45 0 0 83 122 0 47 89 0 1 455
8:15 AM 0 0 0 0 76 0 55 0 0 98 94 0 48 95 0 0 466
8:30 AM 0 0 0 0 84 1 41 0 0 113 111 0 48 125 0 0 523
8:45 AM 0 0 0 0 82 0 44 0 0 98 109 0 62 128 0 0 523

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 488 1 294 0 0 715 814 0 351 744 0 1 3408 APPROACH %'s : 62.32% 0.13% 37.55% 0.00% 0.00% 46.76% 53.24% 0.00% 32.03% 67.88% 0.00% 0.09% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 310 1 185 0 0 392 436 0 205 437 0 1 1967 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.923 0.250 0.841 0.000 0.000 0.867 0.893 0.000 0.827 0.854 0.000 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 1.3 0.3 1.3 0 0 2 1 0 2 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 108 1 72 0 0 108 117 0 81 236 0 0 723
4:15 PM 0 0 0 0 113 2 95 0 0 116 122 0 58 234 02 742
4:30 PM 0 0 0 0 98 0 69 0 0 126 123 0 83 268 0 2 769
4:45 PM 0 0 0 0 123 0 88 0 0 136 128 0 57 258 0 0 790
5:00 PM 0 0 0 0 111 0 77 0 0 138 171 0 67 249 0 0 813
5:15 PM 0 0 0 0 112 3 89 0 0 94 130 0 78 278 0 3 787
5:30 PM 0 0 0 0 134 0 91 0 0 143 142 0 82 280 0 2 874
5:45 PM 0 0 0 0 111 1 89 0 0 113 131 0 73 278 0 1 797

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 910 7 670 0 0 974 1064 0 579 2081 0 10 6295 APPROACH %'s : 57.34% 0.44% 42.22% 0.00% 0.00% 47.79% 52.21% 0.00% 21.69% 77.94% 0.00% 0.37% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 468 4 346 0 0 488 574 0 300 1085 0 6 3271 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.873 0.333 0.951 0.000 0.000 0.853 0.839 0.000 0.915 0.969 0.000 0.500 Data - Totals
I-280 SB Ramps I-280 SB Ramps Hickey Blvd Hickey Blvd

0.947 0.924 0.846

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-007
7/20/2021
05:00 PM - 06:00 PM

0.936 0.909 0.859 0.955
08:00 AM - 09:00 AM

0.940

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 SB Ramps & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000002000000 2
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000020000002
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000000020000002
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 1.3 0.3 1.3 0 0 2 1 0 2 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0000000000000100 1
4:30 PM 0000000000000000 0
4:45 PM 0000000001000000 1
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0000000000000000 0
5:45 PM 0000000001000000 1

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000020001003
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 00000000010000001
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
I-280 SB Ramps I-280 SB Ramps Hickey Blvd Hickey Blvd

0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-007
7/20/2021
05:00 PM - 06:00 PM

0.250 0.250
08:00 AM - 09:00 AM

0.250

National Data & Surveying ServicesIntersection Turning
Movement Count Location: I-280 SB Ramps & Hickey Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000000 0
7:15 AM 00000000 0
7:30 AM 01000000 1
7:45 AM 01000000 1
8:00 AM 00000000 0
8:15 AM 00000000 0
8:30 AM 00000000 0
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 2 0 0 0 0 0 02
APPROACH %'s : 0.00% 100.00%
PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 00
PEAK HR FACTOR :

Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 10000000 1
4:30 PM 00000000 0
4:45 PM 00000000 0
5:00 PM 11000000 2
5:15 PM 10000000 1
5:30 PM 00000000 0
5:45 PM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 3 1 0 0 0 0 0 04
APPROACH %'s : 75.00% 25.00%
PEAK HR : 05:00 PM 290 -3 -3 TOTAL
PEAK HR VOL : 2 1 0 0 0 0 0 03
PEAK HR FACTOR : 0.500 0.250
Data - Pedestrians (Crosswalks)
I-280 SB Ramps I-280 SB Ramps Hickey Blvd Hickey Blvd
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-007
7/20/2021

0.375 0.375
05:00 PM - 06:00 PM

Prepared by National Data & Surveying Services
ID: 21-080154-008 Day:

City: Daly City Date:

AM 47 87 183 2 AM
NOON 0000 NOON
PM 166 266 456 13 PM

AM NOON PM PM NOON AM
1 1.5 1.5 0 1 572 0 227
2 358 0 172
0 0 10 02 465 0 168
48 0 91 1 TEV 1744 0 3277 0 608
346 0 331 2 PHF 0.95 0.99
11 0 21 1 0 1.5 1.5 1

AM NOON PM PM NOON AM
PM 0 60 226 236 PM
NOON 0000 NOON
AM 0 27 124 294 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 266

NORTHBOUND
Gellert Blvd
Totals (NOON) Total Bikes (NOON)
NONE
1029 0 831
Totals (AM) 752 Total Bikes (AM)
Hickey Blvd

EASTBOUND

WESTBOUND
Hickey Blvd
246 0 594

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 902
Gellert Blvd & Hickey Blvd
Peak Hour Turning Movement Count
Gellert Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 401 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
9 0
0 8
0 1
20 110
2 4
0 2
7 0
3 70 100 5
0 0
0 0
1 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
1 0
001
010
572
358
21 465
331
91 166266456
60226236
0 0
0 0
0 0
000
000
227
172
11 168
346
48 4787183
27124294

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:

1.5 1.5 1 0 1.5 1.5 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 12 66 0 21 15 4 0 6 50 4 0 19 31 27 1 260
7:15 AM 5 30 76 0 32 10 4 0 7 65 4 1 25 21 34 0 314
7:30 AM 7 28 86 0 39 20 7 0 15 65 1 0 25 32 38 2 365
7:45 AM 3 33 81 0 41 13 9 0 18 73 2 2 35 52 44 1 407
8:00 AM 8 26 84 0 45 22 6 0 5 76 1 0 44 43 49 1 410
8:15 AM 7 33 73 0 40 20 15 1 18 79 2 0 34 37 57 4 420
8:30 AM 8 33 87 0 48 15 13 1 10 92 2 0 43 47 56 0 455
8:45 AM 4 32 50 0 50 30 13 0 15 99 6 0 47 45 65 3 459

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 46 227 603 0 316 145 71 2 94 599 22 3 272 308 370 12 3090 APPROACH %'s : 5.25% 25.91% 68.84% 0.00% 59.18% 27.15% 13.30% 0.37% 13.09% 83.43% 3.06% 0.42% 28.27% 32.02% 38.46% 1.25% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 27 124 294 0 183 87 47 2 48 346 11 0 168 172 227 8 1744 PEAK HR FACTOR : 0.844 0.939 0.845 0.000 0.915 0.725 0.783 0.500 0.667 0.874 0.458 0.000 0.894 0.915 0.873 0.500 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

1.5 1.5 1 0 1.5 1.5 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 10 47 49 0 96 60 44 3 23 73 2 1 109 71 113 3 704 4:15 PM 8 47 54 0 106 48 48 1 23 64 8 1 102 91 126 4 731 4:30 PM 11 60 67 0 101 57 40 4 26 68 8 0 84 78 150 4 758 4:45 PM 14 56 61 0 116 70 65 1 24 67 8 3 99 84 144 1 813 5:00 PM 16 46 67 0 121 48 42 6 25 106 9 3 106 85 132 3 815 5:15 PM 15 62 50 0 111 69 37 1 24 73 2 4 120 90 148 2 808 5:30 PM 13 39 70 0 113 65 35 3 27 73 5 0 133 100 154 0 830 5:45 PM 16 79 49 0 111 84 52 3 15 79 5 3 106 83 138 1 824

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 103 436 467 0 875 501 363 22 187 603 47 15 859 682 1105 18 6283 APPROACH %'s : 10.24% 43.34% 46.42% 0.00% 49.69% 28.45% 20.61% 1.25% 21.95% 70.77% 5.52% 1.76% 32.24% 25.60% 41.48% 0.68% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 60 226 236 0 456 266 166 13 91 331 21 10 465 358 572 6 3277 PEAK HR FACTOR : 0.938 0.715 0.843 0.000 0.942 0.792 0.798 0.542 0.843 0.781 0.583 0.625 0.874 0.895 0.929 0.500 Data - Totals
Gellert Blvd Gellert Blvd Hickey Blvd Hickey Blvd

0.869 0.858 0.844 0.898

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-008
7/20/2021
05:00 PM - 06:00 PM

0.987 0.906 0.901 0.792 0.905
08:00 AM - 09:00 AM

0.950

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:

1.5 1.5 1 0 1.5 1.5 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000010000000000 1
8:00 AM 0000000000000000 0
8:15 AM 0000100001000000 2
8:30 AM 0100000000000000 1
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 01001100010000004
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 50.00% 50.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 01001000010000003
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

1.5 1.5 1 0 1.5 1.5 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0100000000101000 3
4:30 PM 0000000000000000 0
4:45 PM 0010000000000000 1
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0000000000000000 0
5:45 PM 0000000001000000 1

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 01100000011010005
APPROACH %'s : 0.00% 50.00% 50.00% 0.00% 0.00% 50.00% 50.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 00000000010000001
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
Gellert Blvd Gellert Blvd Hickey Blvd Hickey Blvd

0.250 0.250 0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-008
7/20/2021
05:00 PM - 06:00 PM

0.250 0.250
08:00 AM - 09:00 AM

0.375

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Gellert Blvd & Hickey Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00002100 3
7:15 AM 00000010 1
7:30 AM 20004030 9
7:45 AM 10001201 5
8:00 AM 00001000 1
8:15 AM 10000010 2
8:30 AM 00110200 4
8:45 AM 00001100 2

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 4 0 1 1 9 6 5 127
APPROACH %'s : 100.00% 0.00% 50.00% 50.00% 60.00% 40.00% 83.33% 16.67% PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 1 0 1 1 2 3 1 09
PEAK HR FACTOR : 0.250 0.250 0.250 0.500 0.375 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 10011230 8
4:15 PM 05104130 14
4:30 PM 10100022 6
4:45 PM 02001002 5
5:00 PM 21002123 11
5:15 PM 12101234 14
5:30 PM 22121202 12
5:45 PM 20000230 7

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 9 12 4 3 10 10 16 13 77
APPROACH %'s : 42.86% 57.14% 57.14% 42.86% 50.00% 50.00% 55.17% 44.83% PEAK HR : 05:00 PM 290 -3 -3 TOTAL
PEAK HR VOL : 7 5 2 2 4 7 8 944
PEAK HR FACTOR : 0.875 0.625 0.500 0.250 0.500 0.875 0.667 0.563 Data - Pedestrians (Crosswalks)
Gellert Blvd Gellert Blvd Hickey Blvd Hickey Blvd

0.250 0.625 0.250
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-008
7/20/2021

0.786 0.750 0.333 0.917 0.607
05:00 PM - 06:00 PM

0.563 0.250

Prepared by National Data & Surveying Services
ID: 21-080154-009 Day:

City: Daly City Date:

AM 87 71 36 0 AM
NOON 0000 NOON
PM 163 175 35 0 PM

AM NOON PM PM NOON AM

0.5 0.5 1 0 0 109 0 38
2 440 0 193
101 01 43 0 8
99 0 121 1 TEV 1123 0 1773 0 15 0 1
338 0 359 2 PHF 0.92 0.94
32 0 85 0 0110

AM NOON PM PM NOON AM
PM 0 44 154 29 PM
NOON 0000 NOON
AM 0 45 156 18 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 111

NORTHBOUND
Callan Blvd
Totals (NOON) Total Bikes (NOON)
NONE
438 0 393
Totals (AM) 303 Total Bikes (AM)
Hickey Blvd

EASTBOUND

WESTBOUND
Hickey Blvd
326 0 648

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 384
Callan Blvd & Hickey Blvd
Peak Hour Turning Movement Count
Callan Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 293 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
2 0
1 0
0 1
00 110
0 3
0 0
1 0
1 30 010 3
0 0
0 0
0 1
020
010
0 0
0 0
0 0
000
000
0 0
0 0
1 0
101
000
109
440
85 43
359
121
16317535
4415429
0 0
0 0
0 0
000
000
38 193
32 8
338
99 877136
4515618

National Data & Surveying ServicesIntersection Turning Movement Count Location: Callan Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 7 15 3 0 6 14 11 0 11 44 5 0 3 24 6 1 150
7:15 AM 8 32 5 0 5 9 18 0 18 68 2 0 2 24 6 0 197
7:30 AM 7 26 5 0 6 17 11 0 9 70 3 0 5 29 9 2 199
7:45 AM 12 32 6 0 11 12 27 0 26 70 8 0 2 51 6 0 263
8:00 AM 12 37 6 0 7 18 26 0 34 77 5 0 0 42 11 0 275
8:15 AM 12 36 3 0 6 16 22 0 21 72 6 0 3 49 5 1 252
8:30 AM 6 45 4 0 12 15 19 0 27 93 7 1 3 46 13 0 291
8:45 AM 15 38 5 0 11 22 20 0 17 96 14 0 2 56 9 0 305

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 79 261 37 0 64 123 154 0 163 590 50 1 20 321 65 4 1932 APPROACH %'s : 20.95% 69.23% 9.81% 0.00% 18.77% 36.07% 45.16% 0.00% 20.27% 73.38% 6.22% 0.12% 4.88% 78.29% 15.85% 0.98% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 45 156 18 0 36 71 87 0 99 338 32 1 8 193 38 1 1123 PEAK HR FACTOR : 0.750 0.867 0.750 0.000 0.750 0.807 0.837 0.000 0.728 0.880 0.571 0.250 0.667 0.862 0.731 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 0.5 0.5 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 12 40 4 0 8 46 45 0 36 77 9 1 7 87 31 3 406
4:15 PM 17 35 7 0 12 48 30 0 34 84 16 0 14 115 16 3 431 4:30 PM 10 51 4 0 5 32 34 0 30 81 17 0 7 99 20 1 391
4:45 PM 14 30 9 0 12 44 45 0 26 81 14 0 9 115 20 4 423
5:00 PM 16 41 10 0 9 46 44 0 35 103 22 0 10 106 25 6 473 5:15 PM 8 44 10 0 12 45 38 0 39 88 25 1 9 112 30 4 465
5:30 PM 10 32 3 0 4 44 35 0 21 74 22 0 5 101 30 2 383
5:45 PM 10 37 6 0 10 40 46 0 26 94 16 0 19 121 24 3 452

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 97 310 53 0 72 345 317 0 247 682 141 2 80 856 196 26 3424 APPROACH %'s : 21.09% 67.39% 11.52% 0.00% 9.81% 47.00% 43.19% 0.00% 23.04% 63.62% 13.15% 0.19% 6.91% 73.92% 16.93% 2.25% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 44 154 29 0 35 175 163 0 121 359 85 1 43 440 109 15 1773 PEAK HR FACTOR : 0.688 0.875 0.725 0.000 0.729 0.951 0.886 0.000 0.776 0.871 0.850 0.250 0.566 0.909 0.908 0.625 Data - Totals
Callan Blvd Callan Blvd Hickey Blvd Hickey Blvd

0.944 0.915 0.918 0.896

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-009
7/20/2021
05:00 PM - 06:00 PM

0.937 0.847 0.942 0.884 0.909
08:00 AM - 09:00 AM

0.920

National Data & Surveying ServicesIntersection Turning Movement Count Location: Callan Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000100001000000 2
8:15 AM 0000001000000000 1
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00001010010000003
APPROACH %'s : 50.00% 0.00% 50.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00001010010000003
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 0.5 0.5 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000010000000000 1
4:15 PM 0000000000000000 0
4:30 PM 0000000000000000 0
4:45 PM 0000000000000000 0
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0100020010000000 4
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 01000300100000005
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 01000200100000004
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
Callan Blvd Callan Blvd Hickey Blvd Hickey Blvd

0.500 0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-009
7/20/2021
05:00 PM - 06:00 PM

0.250 0.250 0.250 0.250
08:00 AM - 09:00 AM

0.375

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Callan Blvd & Hickey Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 10010110 4
7:15 AM 00000101 2
7:30 AM 10000001 2
7:45 AM 10100001 3
8:00 AM 01010010 3
8:15 AM 00000000 0
8:30 AM 00000000 0
8:45 AM 00100101 3

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 3 1 2 2 0 3 2 417
APPROACH %'s : 75.00% 25.00% 50.00% 50.00% 0.00% 100.00% 33.33% 66.67% PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 1 1 1 0 1 1 16
PEAK HR FACTOR : 0.250 0.250 0.250 0.250 0.250 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 00000000 0
4:30 PM 03000000 3
4:45 PM 00010000 1
5:00 PM 01000001 2
5:15 PM 10002100 4
5:30 PM 20000000 2
5:45 PM 02001001 4

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 3 6 0 1 3 1 0 216
APPROACH %'s : 33.33% 66.67% 0.00% 100.00% 75.00% 25.00% 0.00% 100.00% PEAK HR : 05:00 PM 290 -3 -3 TOTAL
PEAK HR VOL : 3 3 0 0 3 1 0 212
PEAK HR FACTOR : 0.375 0.375 0.375 0.250 0.500
Data - Pedestrians (Crosswalks)
Callan Blvd Callan Blvd Hickey Blvd Hickey Blvd

0.500 0.250 0.500
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-009
7/20/2021

0.750 0.750 0.333 0.500
05:00 PM - 06:00 PM

0.500 0.250

Prepared by National Data & Surveying Services
ID: 21-080154-010 Day:

City: Daly City Date:

AM 64 0 110 0 AM
NOON 0000 NOON
PM 73 0 127 0 PM

AM NOON PM PM NOON AM
0100 0 114 0 141
2 536 0 185
002 00 000
62 0 51 1 TEV 928 0 1335 0 000
366 0 432 2 PHF 0.94 0.95
000 0 0000

AM NOON PM PM NOON AM
PM 0000 PM
NOON 0000 NOON
AM 0000 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0

NORTHBOUND
Campus Dr
Totals (NOON) Total Bikes (NOON)
NONE
559 0 476
Totals (AM) 0 Total Bikes (AM)
Hickey Blvd

EASTBOUND

WESTBOUND
Hickey Blvd
249 0 611

CONTROL
Signalized
0 NONE
04:45 PM - 05:45 PM 165
Campus Dr & Hickey Blvd
Peak Hour Turning Movement Count
Campus Dr Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 203 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
3 0
0 2
0 4
00 000
0 0
0 0
0 0
0 30 300 5
0 0
0 0
0 0
001
000
0 0
0 0
0 0
000
000
0 1
0 0
0 0
001
000
114
536
0 0
432
51 730127
000
0 0
0 0
0 0
000
000
141
185
0 0
366
62 640110
000

National Data & Surveying ServicesIntersection Turning Movement Count Location: Campus Dr & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
0000010012000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 10 0 9 0 4 55 0 0 0 29 13 0 120
7:15 AM 0 0 0 0 14 0 13 0 11 69 0 0 0 29 20 0 156
7:30 AM 0 0 0 0 8 0 9 0 7 80 0 0 0 28 18 0 150
7:45 AM 0 0 0 0 23 0 12 0 13 74 0 0 0 50 42 0 214
8:00 AM 0 0 0 0 39 0 22 0 23 77 0 0 0 33 42 0 236
8:15 AM 0 0 0 0 24 0 20 0 16 75 0 0 0 47 41 0 223
8:30 AM 0 0 0 0 23 0 12 0 10 105 0 0 0 49 23 0 222
8:45 AM 0 0 0 0 24 0 10 0 13 109 0 0 0 56 35 0 247

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 165 0 107 0 97 644 0 0 0 321 234 0 1568 APPROACH %'s : 60.66% 0.00% 39.34% 0.00% 13.09% 86.91% 0.00% 0.00% 0.00% 57.84% 42.16% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 110 0 64 0 62 366 0 0 0 185 141 0 928 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.705 0.000 0.727 0.000 0.674 0.839 0.000 0.000 0.000 0.826 0.839 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000010012000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 27 0 21 0 7 97 0 0 0 114 33 0 299
4:15 PM 0 0 0 0 27 0 16 0 8 106 0 0 0 135 27 0 319
4:30 PM 0 0 0 0 26 0 23 0 6 101 0 0 0 109 28 0 293
4:45 PM 0 0 0 0 25 0 23 0 13 101 0 0 0 135 44 0 341
5:00 PM 0 0 0 0 41 0 22 0 12 116 0 0 0 135 26 0 352
5:15 PM 0 0 0 0 38 0 13 0 13 117 0 1 0 140 21 0 343
5:30 PM 0 0 0 0 23 0 15 0 13 98 0 1 0 126 23 0 299
5:45 PM 0 0 0 0 23 0 12 0 8 107 0 0 0 147 26 0 323

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 230 0 145 0 80 843 0 2 0 1041 228 0 2569 APPROACH %'s : 61.33% 0.00% 38.67% 0.00% 8.65% 91.14% 0.00% 0.22% 0.00% 82.03% 17.97% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 127 0 73 0 51 432 0 2 0 536 114 0 1335 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.774 0.000 0.793 0.000 0.981 0.923 0.000 0.500 0.000 0.957 0.648 0.000 Data - Totals
Campus Dr Campus Dr Hickey Blvd Hickey Blvd

0.713 0.877 0.896

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-010
7/20/2021
04:45 PM - 05:45 PM

0.948 0.794 0.926 0.908
08:00 AM - 09:00 AM

0.939

National Data & Surveying ServicesIntersection Turning Movement Count Location: Campus Dr & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
0000010012000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000100000000000 1
8:15 AM 0000000000000100 1
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00001000000001002
APPROACH %'s : 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00001000000001002
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000010012000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0000000000000000 0
4:30 PM 0000000000000000 0
4:45 PM 0000000000000000 0
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0000100000000000 1
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00001000000000001
APPROACH %'s : 100.00% 0.00% 0.00% 0.00%
PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 00001000000000001
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
Campus Dr Campus Dr Hickey Blvd Hickey Blvd

0.250 0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-010
7/20/2021
04:45 PM - 05:45 PM

0.250 0.250
08:00 AM - 09:00 AM

0.500

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Campus Dr & Hickey Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000000 0
7:15 AM 11000000 2
7:30 AM 21000001 4
7:45 AM 01000002 3
8:00 AM 00000010 1
8:15 AM 20000020 4
8:30 AM 10000010 2
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 6 3 0 0 0 0 4 316
APPROACH %'s : 66.67% 33.33% 57.14% 42.86%
PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 3 0 0 0 0 0 4 07
PEAK HR FACTOR : 0.375 0.500
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 10000000 1
4:30 PM 01000021 4
4:45 PM 01000010 2
5:00 PM 01000011 3
5:15 PM 22000002 6
5:30 PM 11000000 2
5:45 PM 02000010 3

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 4 8 0 0 0 0 5 421
APPROACH %'s : 33.33% 66.67% 55.56% 44.44%
PEAK HR : 04:45 PM 289 -3 -3 TOTAL
PEAK HR VOL : 3 5 0 0 0 0 2 313
PEAK HR FACTOR : 0.375 0.625 0.500 0.375
Data - Pedestrians (Crosswalks)
Campus Dr Campus Dr Hickey Blvd Hickey Blvd

0.500
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-010
7/20/2021

0.542 0.500 0.625
04:45 PM - 05:45 PM

0.438 0.375

Prepared by National Data & Surveying Services
ID: 21-080154-011 Day:

City: Daly City Date:

AM 171 241 103 0 AM
NOON 0000 NOON
PM 553 528 173 0 PM

AM NOON PM PM NOON AM
1210 0.5 217 0 135
1 288 0 100
000 0 0.5 94 0 29
353 0 302 1.5 TEV 2064 0 3226 0 003
242 0 241 0.5 PHF 0.93 0.99
96 0 120 1 0 1 1.5 0.5

AM NOON PM PM NOON AM
PM 0 152 486 72 PM
NOON 0000 NOON
AM 0 59 484 48 AM
0 NONE
04:30 PM - 05:30 PM 1005
Skyline Blvd & Hickey Blvd
Peak Hour Turning Movement Count
Skyline Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 972 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
486 0 396
Totals (AM) 742 Total Bikes (AM)
Hickey Blvd

EASTBOUND

WESTBOUND
Hickey Blvd
330 0 993

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 366

NORTHBOUND
Skyline Blvd
Totals (NOON) Total Bikes (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
1 40 200 3
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 1
1 0
0 0
000
000
217
288
120 94
241
302
553528173
15248672
0 0
0 0
0 0
000
000
135
100
96 29
242
353
171241103
5948448

National Data & Surveying ServicesIntersection Turning Movement Count Location: Skyline Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 12 101 6 0 19 32 25 0 77 42 16 0 4 20 22 0 376
7:15 AM 8 103 12 0 20 30 37 0 80 50 13 0 5 16 31 0 405
7:30 AM 10 108 8 0 17 47 38 0 98 61 19 0 4 14 28 0 452
7:45 AM 14 111 15 0 20 68 43 0 88 50 24 0 7 32 25 1 498 8:00 AM 17 111 11 0 29 50 34 0 99 51 29 0 4 15 44 0 494 8:15 AM 10 109 8 0 24 52 43 0 83 58 13 0 10 29 38 1 478 8:30 AM 12 143 14 0 21 76 48 0 82 72 25 0 9 25 24 1 552 8:45 AM 20 121 15 0 29 63 46 0 89 61 29 0 6 31 29 1 540

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 103 907 89 0 179 418 314 0 696 445 168 0 49 182 241 4 3795 APPROACH %'s : 9.37% 82.53% 8.10% 0.00% 19.65% 45.88% 34.47% 0.00% 53.17% 34.00% 12.83% 0.00% 10.29% 38.24% 50.63% 0.84% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 59 484 48 0 103 241 171 0 353 242 96 0 29 100 135 3 2064 PEAK HR FACTOR : 0.738 0.846 0.800 0.000 0.888 0.793 0.891 0.000 0.891 0.840 0.828 0.000 0.725 0.806 0.767 0.750 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1.5 0.5 0 1 2 1 0 1.5 0.5 1 0 0.5 1 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 31 112 13 0 26 110 90 0 59 56 30 0 22 68 45 0 662 4:15 PM 36 105 19 0 40 136 111 0 75 60 24 1 23 82 47 0 759 4:30 PM 39 113 15 0 42 136 132 0 86 45 33 0 20 69 53 0 783 4:45 PM 45 124 18 0 41 132 147 0 74 57 30 0 27 67 51 0 813 5:00 PM 38 128 17 0 46 116 132 0 81 71 28 0 23 79 56 0 815 5:15 PM 30 121 22 0 44 144 142 0 61 68 29 0 24 73 57 0 815 5:30 PM 23 110 19 0 34 127 126 0 74 59 27 0 26 67 40 0 732 5:45 PM 44 116 13 0 36 149 121 0 79 69 28 0 26 93 40 0 814

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 286 929 136 0 309 1050 1001 0 589 485 229 1 191 598 389 0 6193 APPROACH %'s : 21.17% 68.76% 10.07% 0.00% 13.09% 44.49% 42.42% 0.00% 45.17% 37.19% 17.56% 0.08% 16.21% 50.76% 33.02% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 152 486 72 0 173 528 553 0 302 241 120 0 94 288 217 0 3226 PEAK HR FACTOR : 0.844 0.949 0.818 0.000 0.940 0.917 0.940 0.000 0.878 0.849 0.909 0.000 0.870 0.911 0.952 0.000 21-080154-011
7/20/2021
04:30 PM - 05:30 PM

0.990 0.949 0.950 0.921 0.948
08:00 AM - 09:00 AM

0.935

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.874 0.888 0.965 0.856

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Skyline Blvd Skyline Blvd Hickey Blvd Hickey Blvd

National Data & Surveying ServicesIntersection Turning Movement Count Location: Skyline Blvd & Hickey Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000000100100 2
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000001001002
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000000001001002
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1.5 0.5 0 1 2 1 0 1.5 0.5 1 0 0.5 1 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0000000000000000 0
4:30 PM 0000000000000000 0
4:45 PM 0000000000000000 0
5:00 PM 0000000000000000 0
5:15 PM 0000000000000000 0
5:30 PM 0000010000000000 1
5:45 PM 0000010000000100 2

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000200000001003
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 00000000000000000
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 21-080154-011
7/20/2021
04:30 PM - 05:30 PM
08:00 AM - 09:00 AM

0.250

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.250 0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Skyline Blvd Skyline Blvd Hickey Blvd Hickey Blvd

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Skyline Blvd & Hickey Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000000 0
7:15 AM 00000000 0
7:30 AM 00010000 1
7:45 AM 01000000 1
8:00 AM 10000100 2
8:15 AM 10000000 1
8:30 AM 00000000 0
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 2 1 0 1 0 1 0 05
APPROACH %'s : 66.67% 33.33% 0.00% 100.00% 0.00% 100.00% PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 2 0 0 0 0 1 0 03
PEAK HR FACTOR : 0.500 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 10000000 1
4:15 PM 10000000 1
4:30 PM 00000000 0
4:45 PM 02000000 2
5:00 PM 21000000 3
5:15 PM 20000000 2
5:30 PM 12000000 3
5:45 PM 02000000 2

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 7 7 0 0 0 0 0 014
APPROACH %'s : 50.00% 50.00%
PEAK HR : 04:30 PM 288 -3 -3 TOTAL
PEAK HR VOL : 4 3 0 0 0 0 0 07
PEAK HR FACTOR : 0.500 0.375
21-080154-011
7/20/2021

0.583 0.583
04:30 PM - 05:30 PM

0.375 0.500

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.250
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Skyline Blvd Skyline Blvd Hickey Blvd Hickey Blvd

Prepared by National Data & Surveying Services
ID: 21-080154-012 Day:

City: Daly City Date:

AM 8 95 79 0 AM
NOON 0000 NOON
PM 55 262 423 2 PM

AM NOON PM PM NOON AM

0.5 0.5 2 0 2 487 0 91
1 310 0 131
15 0 18 02 466 0 210
20 0 36 1 TEV 1289 0 3712 0 300
177 0 348 2 PHF 0.88 0.96
113 0 245 1 0 2 1.5 1.5

AM NOON PM PM NOON AM
PM 1 299 255 502 PM
NOON 0000 NOON
AM 4 116 75 155 AM
0 NONE
04:30 PM - 05:30 PM 780
Gellert Blvd & Serramonte Blvd
Peak Hour Turning Movement Count
Gellert Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 186 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1276 0 411
Totals (AM) 974 Total Bikes (AM)
Serramonte Blvd

EASTBOUND

WESTBOUND
Serramonte Blvd
270 0 682

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 422

NORTHBOUND
Gellert Blvd
Totals (NOON) Total Bikes (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
18 0
1 6
0 2
60 120
3 1
0 0
1 0
0 10 000 0
0 1
0 0
0 0
000
101
0 0
0 0
0 0
000
000
0 0
0 0
0 0
010
000
487
310
245 466
348
36 55262423
299255502
0 0
0 0
0 0
000
000
91 131
113 210
177
20 89579
11675155

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 14 8 22 3 10 12 0 0 3 29 29 1 21 25 13 0 190
7:15 AM 25 11 30 1 10 11 3 0 2 37 27 5 29 20 8 0 219
7:30 AM 28 16 32 1 12 15 1 0 0 33 22 1 36 23 10 0 230
7:45 AM 23 13 38 7 14 12 2 0 4 36 24 2 53 29 15 0 272
8:00 AM 25 11 32 2 15 23 3 0 6 50 22 4 41 36 24 0 294
8:15 AM 33 18 36 2 17 25 0 0 8 42 30 1 56 28 19 0 315
8:30 AM 28 21 41 0 19 22 2 0 5 43 25 4 48 32 23 0 313
8:45 AM 30 25 46 0 28 25 3 0 1 42 36 6 65 35 25 0 367

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 206 123 277 16 125 145 14 0 29 312 215 24 349 228 137 0 2200 APPROACH %'s : 33.12% 19.77% 44.53% 2.57% 44.01% 51.06% 4.93% 0.00% 5.00% 53.79% 37.07% 4.14% 48.88% 31.93% 19.19% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 116 75 155 4 79 95 8 0 20 177 113 15 210 131 91 0 1289 PEAK HR FACTOR : 0.879 0.750 0.842 0.500 0.705 0.950 0.667 0.000 0.625 0.885 0.785 0.625 0.808 0.910 0.910 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 1.5 1.5 0 2 0.5 0.5 0 1 2 1 0 2 1 2 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 66 52 113 0 98 63 14 0 7 105 65 5 118 83 88 0 877 4:15 PM 57 52 109 0 113 61 21 1 3 91 61 5 131 88 107 0 900 4:30 PM 70 68 117 0 108 74 10 1 11 93 56 0 115 75 128 0 926 4:45 PM 83 64 140 0 93 59 15 1 11 90 83 3 127 85 112 0 966 5:00 PM 72 51 123 1 100 66 18 0 8 94 60 5 115 72 118 2 905 5:15 PM 74 72 122 0 122 63 12 0 6 71 46 10 109 78 129 1 915 5:30 PM 85 65 111 0 108 59 12 0 6 85 50 1 117 91 130 0 920 5:45 PM 82 53 110 0 104 63 18 0 7 90 82 5 107 74 118 0 913

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 589 477 945 1 846 508 120 3 59 719 503 34 939 646 930 3 7322 APPROACH %'s : 29.27% 23.71% 46.97% 0.05% 57.28% 34.39% 8.12% 0.20% 4.49% 54.68% 38.25% 2.59% 37.29% 25.66% 36.93% 0.12% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 299 255 502 1 423 262 55 2 36 348 245 18 466 310 487 3 3712 PEAK HR FACTOR : 0.901 0.885 0.896 0.250 0.867 0.885 0.764 0.500 0.818 0.926 0.738 0.450 0.917 0.912 0.944 0.375 21-080154-012
7/20/2021
04:30 PM - 05:30 PM

0.961 0.921 0.942 0.865 0.977
08:00 AM - 09:00 AM

0.878

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.866 0.813 0.956 0.864

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Gellert Blvd Gellert Blvd Serramonte Blvd Serramonte Blvd

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000001000000 1
7:15 AM 0000000000000010 1
7:30 AM 0000000000000000 0
7:45 AM 0000010000000000 1
8:00 AM 0000000000000000 0
8:15 AM 0000010000000000 1
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000200010000104
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000100000000001
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 1.5 1.5 0 2 0.5 0.5 0 1 2 1 0 2 1 2 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000100000 1
4:15 PM 0010000000000000 1
4:30 PM 0000000000000000 0
4:45 PM 1000000000000000 1
5:00 PM 0010000000000100 2
5:15 PM 0000000000000000 0
5:30 PM 0001000000000000 1
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 10210000001001006
APPROACH %'s : 25.00% 0.00% 50.00% 25.00% 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 10100000000001003
PEAK HR FACTOR : 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 21-080154-012
7/20/2021
04:30 PM - 05:30 PM

0.375 0.500 0.250
08:00 AM - 09:00 AM

0.250

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Gellert Blvd Gellert Blvd Serramonte Blvd Serramonte Blvd

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Gellert Blvd & Serramonte Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000000 0
7:15 AM 00000000 0
7:30 AM 00000010 1
7:45 AM 01010010 3
8:00 AM 00020010 3
8:15 AM 00100010 2
8:30 AM 00000001 1
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 1 3 0 0 4 110
APPROACH %'s : 0.00% 100.00% 25.00% 75.00% 80.00% 20.00% PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 1 2 0 0 2 16
PEAK HR FACTOR : 0.250 0.250 0.500 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00030061 10
4:15 PM 00120021 6
4:30 PM 10211124 12
4:45 PM 00200016 9
5:00 PM 00120024 9
5:15 PM 00100014 6
5:30 PM 00100004 5
5:45 PM 00130011 6

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 1 0 9 11 1 1 15 25 63
APPROACH %'s : 100.00% 0.00% 45.00% 55.00% 50.00% 50.00% 37.50% 62.50% PEAK HR : 04:30 PM 288 -3 -3 TOTAL
PEAK HR VOL : 1 0 6 3 1 1 618 36
PEAK HR FACTOR : 0.250 0.750 0.375 0.250 0.250 0.750 0.750 21-080154-012
7/20/2021

0.750 0.250 0.750 0.250 0.857
04:30 PM - 05:30 PM

0.500

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.375 0.750
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Gellert Blvd Gellert Blvd Serramonte Blvd Serramonte Blvd

Prepared by National Data & Surveying Services
ID: 21-080154-004 Day:

City: Daly City Date:

AM 46 131 13 0 AM
NOON 0000 NOON
PM 138 364 19 0 PM

AM NOON PM PM NOON AM
0100 0 20 0 30
1 12 0 12
000 00 403
103 0 83 0 TEV 587 0 914 0 000
9 0 12 1 PHF 0.90 0.93
9 0 18 0 0010

AM NOON PM PM NOON AM
PM 5 25 208 6 PM
NOON 0000 NOON
AM 1 12 215 3 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 144

NORTHBOUND
Gellert Blvd
Totals (NOON) Total Bikes (NOON)
NONE
37 0 25
Totals (AM) 391 Total Bikes (AM)
Victoria St

EASTBOUND

WESTBOUND
Victoria St
70 0 175

CONTROL
4-Way Stop
0 NONE
05:00 PM - 06:00 PM 311
Gellert Blvd & Victoria St
Peak Hour Turning Movement Count
Gellert Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 348 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
3 0
0 3
0 3
10 000
0 1
0 0
1 0
1 20 300 1
0 0
0 0
0 0
110
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
100
000
20 12
18 4
12 83
13836419
252086
0 0
0 0
0 0
000
000
30 12
9 3
9 103
4613113
122153

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Victoria St
City: Daly City Project ID:

Control: 4-Way Stop Date:

NS/EW Streets:
0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 3 44 2 0 2 20 4 0 20 0 4 0 1 1 9 0 110
7:15 AM 2 58 1 0 4 23 5 1 25 0 1 0 0 2 7 0 129
7:30 AM 3 53 1 0 5 21 11 0 30 1 2 0 1 0 9 0 137
7:45 AM 2 55 0 0 4 19 10 0 30 1 3 0 1 3 9 0 137
8:00 AM 3 47 0 0 3 32 12 0 21 0 2 0 0 2 7 0 129
8:15 AM 6 61 0 0 3 19 13 0 25 4 3 0 1 4 10 0 149
8:30 AM 1 62 1 1 5 42 11 0 26 4 1 0 1 4 4 0 163
8:45 AM 2 45 2 0 2 38 10 0 31 1 3 0 1 2 9 0 146

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 22 425 7 1 28 214 76 1 208 11 19 0 6 18 64 0 1100 APPROACH %'s : 4.84% 93.41% 1.54% 0.22% 8.78% 67.08% 23.82% 0.31% 87.39% 4.62% 7.98% 0.00% 6.82% 20.45% 72.73% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 12 215 3 1 13 131 46 0 103 9 9 0 3 12 30 0 587 PEAK HR FACTOR : 0.500 0.867 0.375 0.250 0.650 0.780 0.885 0.000 0.831 0.563 0.750 0.000 0.750 0.750 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 4 58 0 1 7 81 36 0 19 3 9 0 1 1 8 0 228
4:15 PM 3 65 0 1 9 57 34 0 20 3 4 0 1 2 3 0 202
4:30 PM 6 60 2 0 4 72 35 0 25 3 5 0 0 0 9 0 221
4:45 PM 5 50 1 2 7 78 27 0 19 4 5 0 2 3 2 0 205
5:00 PM 11 43 2 1 6 68 39 0 18 3 8 0 3 2 6 0 210
5:15 PM 4 52 1 1 4 104 30 0 21 4 3 0 0 6 3 0 233
5:30 PM 4 51 1 3 5 96 41 0 27 3 5 0 1 2 6 0 245
5:45 PM 6 62 2 0 4 96 28 0 17 2 2 0 0 2 5 0 226

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 43 441 9 9 46 652 270 0 166 25 41 0 8 18 42 0 1770 APPROACH %'s : 8.57% 87.85% 1.79% 1.79% 4.75% 67.36% 27.89% 0.00% 71.55% 10.78% 17.67% 0.00% 11.76% 26.47% 61.76% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 25 208 6 5 19 364 138 0 83 12 18 0 4 12 20 0 914 PEAK HR FACTOR : 0.568 0.839 0.750 0.417 0.792 0.875 0.841 0.000 0.769 0.750 0.563 0.000 0.333 0.500 0.833 0.000 Data - Totals
Gellert Blvd Gellert Blvd Victoria St Victoria St

0.862 0.819 0.864 0.750

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-004
7/20/2021
05:00 PM - 06:00 PM

0.933 0.871 0.917 0.807 0.818
08:00 AM - 09:00 AM

0.900

National Data & Surveying ServicesIntersection Turning Movement Count Location: Gellert Blvd & Victoria St
City: Daly City Project ID:

Control: 4-Way Stop Date:

NS/EW Streets:
0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000000000000 0
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000000000000 0
8:30 AM 0000001000000000 1
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000010000000001
APPROACH %'s : 0.00% 0.00% 100.00% 0.00%
PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000010000000001
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010001000100

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000001000100 2
4:15 PM 0000000000000000 0
4:30 PM 0000000000000000 0
4:45 PM 0000000000000000 0
5:00 PM 0000001000000000 1
5:15 PM 0000000000000000 0
5:30 PM 0000010000000000 1
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000110010001004
APPROACH %'s : 0.00% 50.00% 50.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 00000110000000002
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
Gellert Blvd Gellert Blvd Victoria St Victoria St

0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-004
7/20/2021
05:00 PM - 06:00 PM

0.500 0.500
08:00 AM - 09:00 AM

0.250

National Data & Surveying ServicesIntersection Turning
Movement Count Location: Gellert Blvd & Victoria St Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 20010220 7
7:15 AM 01000000 1
7:30 AM 01200000 3
7:45 AM 10102100 5
8:00 AM 00000000 0
8:15 AM 00000010 1
8:30 AM 20000110 4
8:45 AM 10000010 2

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 6 2 3 1 2 4 5 023
APPROACH %'s : 75.00% 25.00% 75.00% 25.00% 33.33% 66.67% 100.00% 0.00% PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 3 0 0 0 0 1 3 07
PEAK HR FACTOR : 0.375 0.250 0.750
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00031060 10
4:15 PM 20200030 7
4:30 PM 00000130 4
4:45 PM 02020102 7
5:00 PM 10000001 2
5:15 PM 00000000 0
5:30 PM 11100000 3
5:45 PM 00001132 7

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 4 3 3 5 2 315 540
APPROACH %'s : 57.14% 42.86% 37.50% 62.50% 40.00% 60.00% 75.00% 25.00% PEAK HR : 05:00 PM 290 -3 -3 TOTAL
PEAK HR VOL : 2 1 1 0 1 1 3 312
PEAK HR FACTOR : 0.500 0.250 0.250 0.250 0.250 0.250 0.375 Data - Pedestrians (Crosswalks)
Gellert Blvd Gellert Blvd Victoria St Victoria St

0.250 0.750
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-004
7/20/2021

0.429 0.375 0.250 0.250 0.300
05:00 PM - 06:00 PM

0.438 0.375

Prepared by National Data & Surveying Services
ID: 21-080154-013 Day:

City: Daly City Date:

AM 264 0 527 0 AM
NOON 0000 NOON
PM 774 0 716 0 PM

AM NOON PM PM NOON AM
2020 0 000
3 555 0 186
000 00 000
000 0 TEV 1370 0 3324 0 000
393 0 1279 2 PHF 0.84 0.97
000 0 0000

AM NOON PM PM NOON AM
PM 0000 PM
NOON 0000 NOON
AM 0000 AM
0 NONE
04:45 PM - 05:45 PM 0
I-280 SB Ramp & Serramonte Blvd
Peak Hour Turning Movement Count
I-280 SB Ramp Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1995 0 920
Totals (AM) 0 Total Bikes (AM)
Serramonte Blvd

EASTBOUND

WESTBOUND
Serramonte Blvd
450 0 1329

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0

NORTHBOUND
I-280 SB Ramp
Totals (NOON) Total Bikes (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 00 000 0
0 1
0 0
1 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
0 555
0 0
1279
0 7740716
000
0 0
0 0
0 0
000
000
0 186
0 0
393
0 2640527
000

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 SB Ramp & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
0000202002000300

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 43 0 22 0 0 74 0 0 0 27 0 0 166
7:15 AM 0 0 0 0 81 0 32 0 0 76 0 0 0 29 0 0 218
7:30 AM 0 0 0 0 103 0 43 0 0 82 0 0 0 37 0 1 266
7:45 AM 0 0 0 0 114 0 71 0 0 92 0 0 0 38 0 0 315
8:00 AM 0 0 0 0 109 0 60 0 0 92 0 0 0 40 0 0 301
8:15 AM 0 0 0 0 135 0 64 0 0 83 0 0 0 43 0 0 325
8:30 AM 0 0 0 0 126 0 59 0 0 102 0 0 0 51 0 0 338
8:45 AM 0 0 0 0 157 0 81 0 0 116 0 0 0 52 0 0 406

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 868 0 432 0 0 717 0 0 0 317 0 1 2335 APPROACH %'s : 66.77% 0.00% 33.23% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 99.69% 0.00% 0.31% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 527 0 264 0 0 393 0 0 0 186 0 0 1370 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.839 0.000 0.815 0.000 0.000 0.847 0.000 0.000 0.000 0.894 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000202002000300

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 153 0 148 0 0 318 0 0 0 147 0 0 766
4:15 PM 0 0 0 0 160 0 195 0 0 308 0 0 0 137 0 0 800
4:30 PM 0 0 0 0 156 0 191 0 0 309 0 0 0 145 0 0 801
4:45 PM 0 0 0 0 177 0 195 0 0 336 0 0 0 140 0 0 848
5:00 PM 0 0 0 0 172 0 210 0 0 313 0 0 0 120 0 0 815
5:15 PM 0 0 0 0 173 0 170 0 0 320 0 0 0 142 0 0 805
5:30 PM 0 0 0 0 194 0 199 0 0 310 0 0 0 153 0 0 856
5:45 PM 0 0 0 0 158 0 202 0 0 296 0 0 0 121 0 0 777

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0000 1343 0 1510 0 0 2510 0 0 0 1105 0 0 6468 APPROACH %'s : 47.07% 0.00% 52.93% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 716 0 774 0 0 1279 0 0 0 555 0 0 3324 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.923 0.000 0.921 0.000 0.000 0.952 0.000 0.000 0.000 0.907 0.000 0.000 21-080154-013
7/20/2021
04:45 PM - 05:45 PM

0.971 0.948 0.952 0.907
08:00 AM - 09:00 AM

0.844

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.831 0.847 0.894

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
I-280 SB Ramp I-280 SB Ramp Serramonte Blvd Serramonte Blvd

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 SB Ramp & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
0000202002000300

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000001000100 2
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000000000000 0
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000010001002
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000000000000000
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000202002000300

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0000000001000000 1
4:30 PM 0000000000000000 0
4:45 PM 0000000000000000 0
5:00 PM 0000000001000100 2
5:15 PM 0000000000000000 0
5:30 PM 0000000000000000 0
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000020001003
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 00000000010001002
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 21-080154-013
7/20/2021
04:45 PM - 05:45 PM

0.250 0.250 0.250
08:00 AM - 09:00 AM

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
I-280 SB Ramp I-280 SB Ramp Serramonte Blvd Serramonte Blvd

National Data & Surveying ServicesIntersection Turning
Movement Count Location: I-280 SB Ramp & Serramonte Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000000 0
7:15 AM 00000000 0
7:30 AM 00000000 0
7:45 AM 00000000 0
8:00 AM 00000000 0
8:15 AM 00000000 0
8:30 AM 00000000 0
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 00
APPROACH %'s :

PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 00
PEAK HR FACTOR :

Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 01000000 1
4:30 PM 00000000 0
4:45 PM 00000000 0
5:00 PM 00000000 0
5:15 PM 00000000 0
5:30 PM 00000000 0
5:45 PM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 01
APPROACH %'s : 0.00% 100.00%
PEAK HR : 04:45 PM 289 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 00
PEAK HR FACTOR :
21-080154-013
7/20/2021
04:45 PM - 05:45 PM

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
I-280 SB Ramp I-280 SB Ramp Serramonte Blvd Serramonte Blvd

Prepared by National Data & Surveying Services
ID: 21-080154-014 Day:

City: Daly City Date:

AM 0000 AM
NOON 0000 NOON
PM 0000 PM

AM NOON PM PM NOON AM
0000 0 13 0 1
2 546 0 185
204 00 000
162 0 612 2 TEV 1110 0 2557 0 000
760 0 1382 2 PHF 0.85 0.97
000 0 0000

AM NOON PM PM NOON AM
PM 0000 PM
NOON 0000 NOON
AM 0000 AM
0 NONE
04:45 PM - 05:45 PM 625
I-280 NB Ramp & Serramonte Blvd
Peak Hour Turning Movement Count
I-280 NB Ramp Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 163 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1382 0 760
Totals (AM) 0 Total Bikes (AM)
Serramonte Blvd

EASTBOUND

WESTBOUND
Serramonte Blvd
187 0 550

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0

NORTHBOUND
I-280 NB Ramp
Totals (NOON) Total Bikes (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 00 000 0
0 1
0 0
1 0
000
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
000
000
13 546
0 0
1382
612
000
000
0 0
0 0
0 0
000
000
1 185
0 0
760
162
000
000

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 NB Ramp & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
0000000022000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 27 98 0 0 0 22 0 0 147
7:15 AM 0 0 0 0 0 0 0 0 34 121 0 0 0 31 0 0 186
7:30 AM 0 0 0 0 0 0 0 0 34 148 0 0 0 36 0 0 218
7:45 AM 0 0 0 0 0 0 0 0 39 168 0 0 0 38 0 0 245
8:00 AM 0 0 0 0 0 0 0 0 41 162 0 1 0 44 1 0 249
8:15 AM 0 0 0 0 0 0 0 0 32 186 0 0 0 40 0 0 258
8:30 AM 0 0 0 0 0 0 0 0 45 179 0 1 0 51 0 0 276
8:45 AM 0 0 0 0 0 0 0 0 44 233 0 0 0 50 0 0 327

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 296 1295 0 2 0 312 1 0 1906 APPROACH %'s : 18.58% 81.29% 0.00% 0.13% 0.00% 99.68% 0.32% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 162 760 0 2 0 185 1 0 1110 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.900 0.815 0.000 0.500 0.000 0.907 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000000022000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 0 0 0 0 173 292 0 2 0 141 0 0 608
4:15 PM 0 0 0 0 0 0 0 0 146 326 0 0 0 139 1 0 612
4:30 PM 0 0 0 0 0 0 0 0 154 305 0 3 0 144 00 606
4:45 PM 0 0 0 0 0 0 0 0 155 360 0 1 0 135 10 0 661
5:00 PM 0 0 0 0 0 0 0 0 137 344 0 1 0 119 2 0 603
5:15 PM 0 0 0 0 0 0 0 0 151 339 0 1 0 153 0 0 644
5:30 PM 0 0 0 0 0 0 0 0 169 339 0 1 0 139 1 0 649
5:45 PM 0 0 0 0 0 0 0 0 140 314 0 0 0 127 2 0 583

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000 1225 2619 0 9 0 1097 16 0 4966 APPROACH %'s : 31.79% 67.97% 0.00% 0.23% 0.00% 98.56% 1.44% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 612 1382 0 4 0 546 13 0 2557 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.905 0.960 0.000 1.000 0.000 0.892 0.325 0.000 21-080154-014
7/20/2021
04:45 PM - 05:45 PM

0.967 0.968 0.913
08:00 AM - 09:00 AM

0.849

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.834 0.912

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
I-280 NB Ramp I-280 NB Ramp Serramonte Blvd Serramonte Blvd

National Data & Surveying ServicesIntersection Turning Movement Count Location: I-280 NB Ramp & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
0000000022000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0000000000000000 0
7:15 AM 0000000001000100 2
7:30 AM 0000000000000000 0
7:45 AM 0000000000000000 0
8:00 AM 0000000000000000 0
8:15 AM 0000000000000000 0
8:30 AM 0000000000000000 0
8:45 AM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000010001002
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 00000000000000000
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000000022000200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000000000000 0
4:15 PM 0000000001000000 1
4:30 PM 0000000000000000 0
4:45 PM 0000000000000000 0
5:00 PM 0000000001000100 2
5:15 PM 0000000000000000 0
5:30 PM 0000000000000000 0
5:45 PM 0000000000000000 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 00000000020001003
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 00000000010001002
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 21-080154-014
7/20/2021
04:45 PM - 05:45 PM

0.250 0.250 0.250
08:00 AM - 09:00 AM

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
I-280 NB Ramp I-280 NB Ramp Serramonte Blvd Serramonte Blvd

National Data & Surveying ServicesIntersection Turning
Movement Count Location: I-280 NB Ramp & Serramonte Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00000000 0
7:15 AM 00000000 0
7:30 AM 00000000 0
7:45 AM 01000000 1
8:00 AM 00000000 0
8:15 AM 00000000 0
8:30 AM 00000000 0
8:45 AM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 01
APPROACH %'s : 0.00% 100.00%
PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 00
PEAK HR FACTOR :

Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 01000000 1
4:30 PM 00000000 0
4:45 PM 00000000 0
5:00 PM 00000000 0
5:15 PM 00000000 0
5:30 PM 00000000 0
5:45 PM 00000000 0

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 01
APPROACH %'s : 0.00% 100.00%
PEAK HR : 04:45 PM 289 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 00
PEAK HR FACTOR :
21-080154-014
7/20/2021
04:45 PM - 05:45 PM

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
I-280 NB Ramp I-280 NB Ramp Serramonte Blvd Serramonte Blvd

Prepared by National Data & Surveying Services
ID: 21-080154-015 Day:

City: Daly City Date:

AM 43 149 53 10 AM
NOON 0000 NOON
PM 125 309 101 21 PM

AM NOON PM PM NOON AM
1210 1.5 87 0 54

1.5 331 0 114
004 01 189 0 122
181 0 415 2 TEV 1708 0 3190 0 000
426 0 642 2 PHF 0.92 0.95
151 0 287 1 0221

AM NOON PM PM NOON AM
PM 11 104 419 145 PM
NOON 0000 NOON
AM 4 28 224 149 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 426

NORTHBOUND
Junipero Serra Blvd
Totals (NOON) Total Bikes (NOON)
NONE
888 0 628
Totals (AM) 796 Total Bikes (AM)
Serramonte Blvd

EASTBOUND

WESTBOUND
Serramonte Blvd
185 0 564

CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 942
Junipero Serra Blvd & Serramonte Blvd
Peak Hour Turning Movement Count
Junipero Serra Blvd Tuesday
SOUTHBOUND 7/20/2021

PEAK HOURS
4:00 PM - 06:00 PM
08:00 AM - 09:00 AM 469 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
40 120
1 3
0 0
3 0
1 00 000 0
0 1
0 0
1 0
010
000
0 0
0 0
0 0
000
000
0 0
0 0
0 0
010
000
87 331
287 189
642
415
125309101
104419145
0 0
0 0
0 0
000
000
54 114
151 122
426
181
4314953
28224149

National Data & Surveying ServicesIntersection Turning Movement Count Location: Junipero Serra Blvd & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
2 2 1 0 0 1 2 1 0 0 2 2 1 0 0 1 1.5 1.5 0 0 Explanation for extra leg movements NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL 7:00 AM 3 33 25 1 54 11 15 8 4 5 33 56 16 0 0 16 10 9 0 30 329 Movements entering the extra leg 7:15 AM 5 41 41 2 59 8 24 9 3 15 33 68 13 1 0 17 17 4 0 31 391 7:30 AM 4 39 41 1 87 12 17 5 1 8 42 89 22 0 0 20 26 9 0 31 454 NT2 Movements coming from NB on Junipero Serra Blvd entering into the Extra Leg (On Ramp Junipero Serra Fwy) 7:45 AM 4 83 41 0 80 11 23 11 3 15 45 97 25 0 1 24 24 14 0 40 541 SU2 Movements coming from SB on Junipero Serra Blvd entering into the Extra Leg (On Ramp Junipero Serra Fwy)8:00 AM 10 47 36 1 63 12 31 11 4 18 39 86 35 0 0 30 23 17 0 43 506 EL2 Movements coming from EB on Serramonte Blvd entering into the Extra Leg (On Ramp Junipero Serra Fwy)8:15 AM 5 56 35 1 78 12 37 11 0 18 42 109 39 0 0 30 26 12 0 52 563 WR2 Movements coming from WB on Serramonte Blvd entering into the Extra Leg (On Ramp Junipero Serra Fwy) 8:30 AM 6 56 38 0 49 14 42 11 3 17 45 109 25 0 0 30 33 13 0 64 555 8:45 AM 7 65 40 2 57 15 39 10 3 18 55 122 52 0 0 32 32 12 0 46 607 NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL TOTAL VOLUMES : 44 420 297 8 527 95 228 76 21 114 334 736 227 1 1 199 191 90 0 337 3946 APPROACH %'s : 3.40% 32.41% 22.92% 0.62% 40.66% 17.79% 42.70% 14.23% 3.93% 21.35% 25.71% 56.66% 17.47% 0.08% 0.08% 24.36% 23.38% 11.02% 0.00% 41.25% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 28 224 149 4 247 53 149 43 10 71 181 426 151 0 0 122 114 54 0 205 2231 PEAK HR FACTOR : 0.700 0.862 0.931 0.500 0.792 0.883 0.887 0.977 0.625 0.986 0.823 0.873 0.726 0.000 0.000 0.953 0.864 0.794 0.000 0.801 Headers NBL NBT NBR NBU NBT2 SBL SBT SBR SBU SBU2 EBL EBT EBR EBU EBL2 WBL WBT WBR WBU WBR2 2 2 1 0 0 1 2 1 0 0 2 2 1 0 0 1 1.5 1.5 0 0
NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL 4:00 PM 19 90 26 3 86 20 39 43 1 42 92 143 63 1 0 40 81 17 0 83 889 4:15 PM 37 103 41 0 99 24 79 29 1 51 112 132 82 0 0 46 71 16 0 102 1025 4:30 PM 20 103 39 3 91 29 82 30 7 48 91 141 60 1 0 59 93 20 0 99 1016 4:45 PM 26 108 36 2 106 30 73 27 4 49 111 190 70 1 0 49 94 18 0 97 1091 5:00 PM 24 88 38 2 83 24 88 36 3 49 103 146 82 1 1 43 57 25 0 90 983 5:15 PM 34 120 32 4 101 18 66 32 7 42 110 165 75 1 0 38 87 24 0 84 1040 5:30 PM 30 99 36 2 117 21 80 39 2 44 99 167 71 0 1 46 70 21 0 67 1012 5:45 PM 22 97 29 6 116 16 74 27 3 42 100 123 83 1 0 45 79 28 0 99 990 NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL TOTAL VOLUMES : 212 808 277 22 799 182 581 263 28 367 818 1207 586 6 2 366 632 169 0 721 8046 APPROACH %'s : 10.01% 38.15% 13.08% 1.04% 37.72% 12.81% 40.89% 18.51% 1.97% 25.83% 31.23% 46.09% 22.37% 0.23% 0.08% 19.39% 33.47% 8.95% 0.00% 38.19% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 104 419 145 11 381 101 309 125 21 188 415 642 287 4 1 189 331 87 0 370 4130 PEAK HR FACTOR : 0.765 0.873 0.929 0.688 0.899 0.842 0.878 0.868 0.750 0.959 0.935 0.845 0.875 1.000 0.250 0.801 0.880 0.870 0.000 0.934 Data - Totals
Junipero Serra Blvd Junipero Serra Blvd Serramonte Blvd Serramonte Blvd

0.931 0.937 0.828 0.884
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-0157/20/2021
04:30 PM - 05:30 PM

0.946 0.911 0.930 0.907 0.901
08:00 AM - 09:00 AM

0.919

National Data & Surveying ServicesIntersection Turning Movement Count Location: Junipero Serra Blvd & Serramonte Blvd
City: Daly City Project ID:

Control: Signalized Date:

NS/EW Streets:
2 2 1 0 0 1 2 1 0 0 2 2 1 0 0 1 1.5 1.5 0 0
NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL 7:00 AM 00000000000000000000 0
7:15 AM 00000000000100001000 2
7:30 AM 00000000000000000000 0
7:45 AM 00000000000000000000 0
8:00 AM 00000000000000000000 0
8:15 AM 00000000000000000000 0
8:30 AM 00000000000000000000 0
8:45 AM 00000010000000000000 1
NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL TOTAL VOLUMES : 000000100001000010003
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 000000100000000000001
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU NBT2 SBL SBT SBR SBU SBU2 EBL EBT EBR EBU EBL2 WBL WBT WBR WBU WBR2 2 2 1 0 0 1 2 1 0 0 2 2 1 0 0 1 1.5 1.5 0 0
NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL 4:00 PM 00000000000000000000 0
4:15 PM 00000000001000000000 1
4:30 PM 00000000000000000000 0
4:45 PM 00000000000000000000 0
5:00 PM 00000010000100001000 3
5:15 PM 00000000000000000000 0
5:30 PM 00000000000000000000 0
5:45 PM 00000010000000000000 1
NL NT NR NU NT2 SL ST SR SU SU2 EL ET ER EU EL2 WL WT WR WU WR2 TOTAL TOTAL VOLUMES : 000000200011000010005
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 000000100001000010003
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 Data - Bikes
Junipero Serra Blvd Junipero Serra Blvd Serramonte Blvd Serramonte Blvd

0.250

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-080154-015
7/20/2021
04:30 PM - 05:30 PM

0.250 0.250 0.250 0.250
08:00 AM - 09:00 AM

0.250

National Data & Surveying ServicesIntersection Turning Movement Count Location: Junipero Serra Blvd & Serramonte Blvd Project ID:

City: Daly City Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB EB WB TOTAL
7:00 AM 0000000000 0
7:15 AM 0001010000 2
7:30 AM 0000000000 0
7:45 AM 0012210000 6
8:00 AM 0002010000 3
8:15 AM 0010000000 1
8:30 AM 0000000000 0
8:45 AM 0000000000 0

EB WB EB WB NB SB NB SB EB WB TOTAL
TOTAL VOLUMES : 0 0 2 5 2 3 0 0 0 012
APPROACH %'s : 28.57% 71.43% 40.00% 60.00%
PEAK HR : 08:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 1 2 0 1 0 0 0 04
PEAK HR FACTOR : 0.250 0.250 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB N2EB N2WB

EB WB EB WB NB SB NB SB EB WB TOTAL
4:00 PM 0003030000 6
4:15 PM 0000000000 0
4:30 PM 0020200000 4
4:45 PM 0020100000 3
5:00 PM 0001030000 4
5:15 PM 0000000000 0
5:30 PM 0000000000 0
5:45 PM 1010030000 5

EB WB EB WB NB SB NB SB EB WB TOTAL
TOTAL VOLUMES : 1 0 5 4 3 9 0 0 0 022
APPROACH %'s : 100.00% 0.00% 55.56% 44.44% 25.00% 75.00% PEAK HR : 04:30 PM 288 -3 -3 TOTAL
PEAK HR VOL : 0 0 4 1 3 3 0 0 0 011
PEAK HR FACTOR : 0.500 0.250 0.375 0.250
WEST LEG NORTH LEG 2
Data - Pedestrians (Crosswalks)
Junipero Serra Blvd Junipero Serra Blvd Serramonte Blvd Serramonte Blvd 08:00 AM - 09:00 AM

AM NORTH LEG SOUTH LEG EAST LEG

0.333 0.375 0.250

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
21-080154-015
7/20/2021

0.688 0.625 0.500
04:30 PM - 05:30 PM
NORTH LEG 2

455 Hickey Boulevard Traffic Impact Study

Appendix B – Existing Conditions
Intersection Level of Service
Worksheets

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 1
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 139 752 17 94 344
Future Vol, veh/h 9 139 752 17 94 344
Conflicting Peds, #/hr 5 20330
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 73 73 91 91 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 190 826 19 104 382
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1424 831 0 0 848 0
Stage 1 829 -----
Stage 2 595 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 150 370 - - 790 -
Stage 1 429 -----
Stage 2 551 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 129 368 - - 788 -
Mov Cap-2 Maneuver 129 -----
Stage 1 428 -----
Stage 2 476 -----
Approach WB NB SB
HCM Control Delay, s 25.5 0 2.2

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 129 368 788 -
HCM Lane V/C Ratio - - 0.096 0.517 0.133 -
HCM Control Delay (s) - - 35.8 24.8 10.3 -
HCM Lane LOS - - E C B -
HCM 95th %tile Q(veh) - - 0.3 2.9 0.5 -

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 2
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 86 9 2 137 15 0
Future Vol, veh/h 86 9 2 137 15 0
Conflicting Peds, #/hr 0 22010
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 61 61 80 80 67 67
Heavy Vehicles, % 2 22222
Mvmt Flow 141 15 3 171 22 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 158 0 329 151
Stage 1 - - - - 151 -
Stage 2 - - - - 178 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1422 - 665 895
Stage 1 - - - - 877 -
Stage 2 - - - - 853 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1419 - 662 893
Mov Cap-2 Maneuver - - - - 662 -
Stage 1 - - - - 875 -
Stage 2 - - - - 850 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 10.6

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 662 - - 1419 -
HCM Lane V/C Ratio 0.034 - - 0.002 -
HCM Control Delay (s) 10.6 - - 7.5 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 3
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 0 8 0 9 11 23 128 0 4 36 2
Future Vol, veh/h 6 0 8 0 9 11 23 128 0 4 36 2
Conflicting Peds, #/hr 1 00001205502
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 45 45 45 55 55 55 68 68 68 65 65 65
Heavy Vehicles, % 2 22222222222
Mvmt Flow 13 0 18 0 16 20 34 188 0 6 55 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 346 332 59 339 333 194 60 0 0 193 0 0 Stage 1 71 71 - 261 261 -------
Stage 2 275 261 - 78 72 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 608 588 1007 615 587 847 1544 - - 1380 - - Stage 1 939 836 - 744 692 -------
Stage 2 731 692 - 931 835 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 565 566 1005 587 565 842 1541 - - 1373 - - Mov Cap-2 Maneuver 565 566 - 587 565 -------
Stage 1 914 830 - 722 671 -------
Stage 2 678 671 - 910 829 -------
Approach EB WB NB SB
HCM Control Delay, s 10 10.5 1.1 0.7

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1541 - - 754 690 1373 - -
HCM Lane V/C Ratio 0.022 - - 0.041 0.053 0.004 - -
HCM Control Delay (s) 7.4 0 - 10 10.5 7.6 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.2 0 - -

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 4
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 38 49 139 8 0 0
Future Vol, veh/h 38 49 139 8 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 41 53 151 9 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 160 0 - 0 291 156
Stage 1 - - - - 156 -
Stage 2 - - - - 135 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1419 - - - 700 890
Stage 1 - - - - 872 -
Stage 2 - - - - 891 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1419 - - - 679 890
Mov Cap-2 Maneuver - - - - 679 -
Stage 1 - - - - 846 -
Stage 2 - - - - 891 -
Approach EB WB SB
HCM Control Delay, s 3.3 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1419 ----
HCM Lane V/C Ratio 0.029 ----
HCM Control Delay (s) 7.6 0 - - 0
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 ----

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 652 71 96 370 417 120 444 124 310 288 271 Future Volume (veh/h) 353 652 71 96 370 417 120 444 124 310 288 271 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 415 767 0 104 402 0 130 483 0 348 324 0 Peak Hour Factor 0.85 0.85 0.85 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 414 1496 251 836 519 1421 439 1421
Arrive On Green 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 Sat Flow, veh/h 983 3741 0 322 2090 1585 1056 3647 0 912 3554 1585 Grp Volume(v), veh/h 415 767 0 197 309 0 130 483 0 348 324 0 Grp Sat Flow(s),veh/h/ln 983 1870 0 795 1617 1585 1056 1777 0 912 1777 1585 Q Serve(g_s), s 11.6 7.0 0.0 4.2 6.4 0.0 4.2 4.2 0.0 13.8 2.7 0.0 Cycle Q Clear(g_c), s 18.0 7.0 0.0 11.2 6.4 0.0 6.9 4.2 0.0 18.0 2.7 0.0 Prop In Lane 1.00 0.00 0.53 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 414 1496 440 647 519 1421 439 1421 V/C Ratio(X) 1.00 0.51 0.45 0.48 0.25 0.34 0.79 0.23
Avail Cap(c_a), veh/h 414 1496 440 647 519 1421 439 1421 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 18.9 10.2 0.0 11.3 10.0 0.0 11.2 9.4 0.0 17.0 8.9 0.0 Incr Delay (d2), s/veh 45.0 0.3 0.0 0.7 0.5 0.0 0.3 0.1 0.0 9.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 2.2 0.0 1.4 1.8 0.0 0.8 1.2 0.0 4.2 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.9 10.5 0.0 12.0 10.6 0.0 11.4 9.5 0.0 26.6 9.0 0.0 LnGrp LOS F B B B B A C A
Approach Vol, veh/h 1182 506 613 672
Approach Delay, s/veh 29.2 11.1 9.9 18.1
Approach LOS C B A B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 8.9 20.0 20.0 13.2
Green Ext Time (p_c), s 2.4 0.0 0.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 128 859 323 113 543 49 530 56 470 68 169 128 Future Volume (veh/h) 128 859 323 113 543 49 530 56 470 68 169 128 Initial Q (Qb), veh 0 00000000000
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 147 987 0 133 639 51 626 0 203 72 178 17 Peak Hour Factor 0.87 0.87 0.87 0.85 0.85 0.85 0.91 0.91 0.91 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 181 1220 164 1112 89 738 0 328 85 211 254
Arrive On Green 0.10 0.34 0.00 0.09 0.33 0.33 0.21 0.00 0.21 0.16 0.16 0.16 Sat Flow, veh/h 1781 3647 0 1781 3334 266 3563 0 1585 531 1313 1585 Grp Volume(v), veh/h 147 987 0 133 340 350 626 0 203 250 0 17 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1823 1781 0 1585 1844 0 1585 Q Serve(g_s), s 7.4 23.1 0.0 6.7 14.4 14.5 15.4 0.0 10.6 12.0 0.0 0.8 Cycle Q Clear(g_c), s 7.4 23.1 0.0 6.7 14.4 14.5 15.4 0.0 10.6 12.0 0.0 0.8 Prop In Lane 1.00 0.00 1.00 0.15 1.00 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 181 1220 164 593 608 738 0 328 296 0 254 V/C Ratio(X) 0.81 0.81 0.81 0.57 0.58 0.85 0.00 0.62 0.84 0.00 0.07 Avail Cap(c_a), veh/h 287 1614 177 698 716 870 0 387 385 0 331 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.2 27.3 0.0 40.7 25.1 25.1 34.8 0.0 32.9 37.2 0.0 32.5 Incr Delay (d2), s/veh 9.0 2.4 0.0 22.6 0.9 0.9 7.0 0.0 2.2 12.6 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 9.7 0.0 3.9 5.9 6.1 7.0 0.0 4.2 6.4 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.2 29.6 0.0 63.3 26.0 26.0 41.8 0.0 35.2 49.8 0.0 32.7 LnGrp LOS D C E C C D A D D A C
Approach Vol, veh/h 1134 823 829 267
Approach Delay, s/veh 32.2 32.0 40.2 48.7
Approach LOS CCDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.4 12.9 35.9 19.2 13.8 35.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.3 9.1 41.5 19.1 14.7 35.9 Max Q Clear Time (g_c+I1), s 17.4 8.7 25.1 14.0 9.4 16.5 Green Ext Time (p_c), s 1.5 0.0 6.3 0.6 0.2 4.0
Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 737 820 387 822 0 0 0 0 583 2 348 Future Volume (veh/h) 0 737 820 387 822 0 0 0 0 583 2 348 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 801 0 421 893 0 752 0 253
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1173 549 2021 0 968 0 431
Arrive On Green 0.00 0.33 0.00 0.16 0.57 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 801 0 421 893 0 752 0 253
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11.0 0.0 6.6 8.2 0.0 11.0 0.0 7.8
Cycle Q Clear(g_c), s 0.0 11.0 0.0 6.6 8.2 0.0 11.0 0.0 7.8 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1173 549 2021 0 968 0 431
V/C Ratio(X) 0.00 0.68 0.77 0.44 0.00 0.78 0.00 0.59
Avail Cap(c_a), veh/h 0 2236 668 3206 0 1269 0 565
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.3 0.0 22.7 7.0 0.0 19.0 0.0 17.8 Incr Delay (d2), s/veh 0.0 0.7 0.0 4.4 0.2 0.0 2.3 0.0 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 %ile BackOfQ(50%),veh/ln0.0 3.9 0.0 2.7 2.2 0.0 4.0 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.1 0.0 27.1 7.2 0.0 21.2 0.0 19.1 LnGrp LOS A B C A A C A B
Approach Vol, veh/h 801 1314 1005
Approach Delay, s/veh 17.1 13.5 20.7
Approach LOS B B C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 13.5 23.1 19.8 36.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.9 35.5 20.1 50.9
Max Q Clear Time (g_c+I1), s 8.6 13.0 13.0 10.2
Green Ext Time (p_c), s 0.4 5.6 2.3 7.4
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 8
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1557 6 88 0 0 0
Future Vol, veh/h 1557 6 88 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1692 7 96 0 0 0
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 850
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 304
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 304
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 0

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Control Delay (s) 0 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) - - -

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 650 21 331 323 427 51 233 553 348 164 88 Future Volume (veh/h) 90 650 21 331 323 427 51 233 553 348 164 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 107 774 2 368 359 95 59 268 456 405 191 5 Peak Hour Factor 0.84 0.84 0.84 0.90 0.90 0.90 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222
Cap, veh/h 132 903 397 423 1074 478 557 1171 487 568 298 251 Arrive On Green 0.07 0.25 0.25 0.12 0.30 0.30 0.31 0.31 0.31 0.16 0.16 0.16 Sat Flow, veh/h 1781 3554 1561 3456 3554 1582 1781 3741 1557 3563 1870 1570 Grp Volume(v), veh/h 107 774 2 368 359 95 59 268 456 405 191 5 Grp Sat Flow(s),veh/h/ln 1781 1777 1561 1728 1777 1582 1781 1870 1557 1781 1870 1570 Q Serve(g_s), s 7.1 24.8 0.1 12.5 9.4 5.3 2.8 6.3 33.9 12.9 11.4 0.3 Cycle Q Clear(g_c), s 7.1 24.8 0.1 12.5 9.4 5.3 2.8 6.3 33.9 12.9 11.4 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 132 903 397 423 1074 478 557 1171 487 568 298 251 V/C Ratio(X) 0.81 0.86 0.01 0.87 0.33 0.20 0.11 0.23 0.94 0.71 0.64 0.02 Avail Cap(c_a), veh/h 187 1043 458 443 1126 501 593 1245 518 1105 580 487 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 54.4 42.4 33.2 51.4 32.3 30.9 29.1 30.3 39.8 47.5 46.9 42.3 Incr Delay (d2), s/veh 16.0 6.5 0.0 16.3 0.2 0.2 0.1 0.1 23.9 1.7 2.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 11.5 0.0 6.3 4.0 2.1 1.2 2.9 15.9 5.8 5.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.4 48.9 33.2 67.7 32.5 31.1 29.2 30.4 63.7 49.2 49.2 42.3 LnGrp LOS E D C E CCCCEDDD
Approach Vol, veh/h 883 822 783 601
Approach Delay, s/veh 51.5 48.1 49.7 49.1
Approach LOS DDDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 41.8 19.1 34.8 23.5 13.4 40.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 39.7 15.3 35.0 37.0 12.5 37.8 Max Q Clear Time (g_c+I1), s 35.9 14.5 26.8 14.9 9.1 11.4 Green Ext Time (p_c), s 1.4 0.1 3.2 2.6 0.1 2.6
Intersection Summary
HCM 6th Ctrl Delay 49.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 188 635 60 17 363 71 85 293 34 68 133 164 Future Volume (veh/h) 188 635 60 17 363 71 85 293 34 68 133 164 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 204 690 65 19 403 79 90 312 36 74 145 178 Peak Hour Factor 0.92 0.92 0.92 0.90 0.90 0.90 0.94 0.94 0.94 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 255 1063 100 41 607 118 124 408 47 112 184 226 Arrive On Green 0.14 0.32 0.32 0.02 0.20 0.20 0.07 0.25 0.25 0.06 0.24 0.24 Sat Flow, veh/h 1781 3275 308 1781 2964 576 1781 1646 190 1781 763 936 Grp Volume(v), veh/h 204 374 381 19 240 242 90 0 348 74 0 323 Grp Sat Flow(s),veh/h/ln1781 1777 1806 1781 1777 1763 1781 0 1836 1781 0 1699 Q Serve(g_s), s 5.8 9.5 9.5 0.6 6.5 6.7 2.6 0.0 9.3 2.1 0.0 9.4 Cycle Q Clear(g_c), s 5.8 9.5 9.5 0.6 6.5 6.7 2.6 0.0 9.3 2.1 0.0 9.4 Prop In Lane 1.00 0.17 1.00 0.33 1.00 0.10 1.00 0.55
Lane Grp Cap(c), veh/h 255 577 586 41 364 361 124 0 455 112 0 410 V/C Ratio(X) 0.80 0.65 0.65 0.46 0.66 0.67 0.73 0.00 0.76 0.66 0.00 0.79 Avail Cap(c_a), veh/h 321 759 771 169 607 602 186 0 672 176 0 613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.9 15.2 15.2 25.4 19.3 19.3 24.0 0.0 18.4 24.1 0.0 18.7 Incr Delay (d2), s/veh 10.9 1.2 1.2 7.9 2.1 2.2 7.9 0.0 3.0 6.5 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.9 3.4 3.5 0.3 2.6 2.6 1.3 0.0 3.9 1.0 0.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 16.5 16.5 33.3 21.3 21.5 31.9 0.0 21.4 30.7 0.0 22.8 LnGrp LOS C B B CCCCACCAC
Approach Vol, veh/h 959 501 438 397
Approach Delay, s/veh 19.9 21.9 23.6 24.2
Approach LOS B C C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.8 17.6 5.7 21.6 8.2 17.2 12.0 15.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.2 19.3 5.0 22.5 5.5 19.0 9.5 18.0 Max Q Clear Time (g_c+I1), s4.1 11.3 2.6 11.5 4.6 11.4 7.8 8.7 Green Ext Time (p_c), s 0.0 1.3 0.0 3.5 0.0 1.2 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 207 120 117 688 348 265
Future Volume (veh/h) 207 120 117 688 348 265
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 292 169 133 782 387 294
Peak Hour Factor 0.71 0.71 0.88 0.88 0.90 0.90
Percent Heavy Veh, % 2 22222
Cap, veh/h 342 198 171 1729 559 419
Arrive On Green 0.32 0.32 0.10 0.49 0.29 0.29
Sat Flow, veh/h 1076 623 1781 3647 2005 1432
Grp Volume(v), veh/h 462 0 133 782 359 322
Grp Sat Flow(s),veh/h/ln1702 0 1781 1777 1777 1567
Q Serve(g_s), s 11.7 0.0 3.4 6.7 8.2 8.4
Cycle Q Clear(g_c), s 11.7 0.0 3.4 6.7 8.2 8.4
Prop In Lane 0.63 0.37 1.00 0.91
Lane Grp Cap(c), veh/h 541 0 171 1729 520 458
V/C Ratio(X) 0.85 0.00 0.78 0.45 0.69 0.70
Avail Cap(c_a), veh/h 722 0 290 2434 753 664
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.7 0.0 20.3 7.8 14.4 14.5
Incr Delay (d2), s/veh 7.6 0.0 7.3 0.2 1.7 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln4.8 0.0 1.6 1.8 2.9 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.3 0.0 27.6 8.0 16.1 16.4
LnGrp LOS C A C A B B
Approach Vol, veh/h 462 915 681
Approach Delay, s/veh 22.3 10.8 16.3
Approach LOS C B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 26.9 19.1 8.9 18.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 7.5 19.5
Max Q Clear Time (g_c+I1), s 8.7 13.7 5.4 10.4
Green Ext Time (p_c), s 5.5 0.9 0.1 2.9
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 664 455 180 60 188 254 111 910 90 194 453 321 Future Volume (veh/h) 664 455 180 60 188 254 111 910 90 194 453 321 Initial Q (Qb), veh 0 00000000000
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 577 620 0 70 219 0 128 1046 0 218 509 0 Peak Hour Factor 0.97 0.97 0.97 0.86 0.86 0.86 0.87 0.87 0.87 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 543 571 90 299 157 1128 197 1208
Arrive On Green 0.31 0.31 0.00 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.34 0.00 Sat Flow, veh/h 1781 1870 1585 830 2775 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 577 620 0 154 135 0 128 1046 0 218 509 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1829 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 34.5 34.5 0.0 9.3 8.3 0.0 8.0 32.2 0.0 12.5 12.5 0.0 Cycle Q Clear(g_c), s 34.5 34.5 0.0 9.3 8.3 0.0 8.0 32.2 0.0 12.5 12.5 0.0 Prop In Lane 1.00 1.00 0.45 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 543 571 197 192 157 1128 197 1208 V/C Ratio(X) 1.06 1.09 0.78 0.70 0.82 0.93 1.11 0.42
Avail Cap(c_a), veh/h 543 571 291 283 250 1163 197 1208 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.3 39.3 0.0 49.2 48.7 0.0 50.7 37.3 0.0 50.3 28.7 0.0 Incr Delay (d2), s/veh 56.0 63.3 0.0 7.9 4.7 0.0 10.7 12.4 0.0 95.8 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln23.1 25.4 0.0 4.6 3.9 0.0 3.9 15.2 0.0 10.6 5.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 95.3 102.6 0.0 57.1 53.4 0.0 61.3 49.8 0.0 146.1 29.0 0.0 LnGrp LOS F F E D E D F C
Approach Vol, veh/h 1197 289 1174 727
Approach Delay, s/veh 99.1 55.4 51.0 64.1
Approach LOS F E D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s17.0 40.4 39.0 14.4 43.0 16.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s12.5 37.0 34.5 15.9 33.6 18.0 Max Q Clear Time (g_c+I1), s14.5 34.2 36.5 10.0 14.5 11.3 Green Ext Time (p_c), s 0.0 1.7 0.0 0.1 2.9 0.8
Intersection Summary
HCM 6th Ctrl Delay 71.2
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 13
Intersection
Intersection Delay, s/veh28.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 194 17 17 6 23 56 24 404 6 24 246 86 Future Vol, veh/h 194 17 17 6 23 56 24 404 6 24 246 86
Peak Hour Factor 0.86 0.86 0.86 0.75 0.75 0.75 0.86 0.86 0.86 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 226 20 20 8 31 75 28 470 7 29 300 105
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 18.3 12.7 38.3 26.1

HCM LOS C B E D

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 6% 85% 7% 7%
Vol Thru, % 93% 7% 27% 69%
Vol Right, % 1% 7% 66% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 434 228 85 356
LT Vol 24 194 6 24
Through Vol 404 17 23 246
RT Vol 6 17 56 86
Lane Flow Rate 505 265 113 434
Geometry Grp 1111
Degree of Util (X) 0.874 0.531 0.234 0.753
Departure Headway (Hd) 6.234 7.209 7.429 6.246
Convergence, Y/N Yes Yes Yes Yes
Cap 575 496 486 573
Service Time 4.319 5.307 5.429 4.338
HCM Lane V/C Ratio 0.878 0.534 0.233 0.757
HCM Control Delay 38.3 18.3 12.7 26.1
HCM Lane LOS E C B D
HCM 95th-tile Q 9.9 3.1 0.9 6.6

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 333 212 395 246 171 226 141 291 149 179 15 Future Volume (veh/h) 66 333 212 395 246 171 226 141 291 149 179 15 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 347 221 459 286 0 260 162 334 184 221 19 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.87 0.87 0.87 0.81 0.81 0.81 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 107 708 483 586 577 378 378 1173 305 312 27
Arrive On Green 0.06 0.20 0.20 0.17 0.31 0.00 0.11 0.20 0.20 0.09 0.18 0.18 Sat Flow, veh/h 1781 3554 1578 3456 1870 2790 3563 1870 3147 3456 1695 146 Grp Volume(v), veh/h 69 347 221 459 286 0 260 162 334 184 0 240 Grp Sat Flow(s),veh/h/ln1781 1777 1578 1728 1870 1395 1781 1870 1573 1728 0 1841 Q Serve(g_s), s 2.0 4.6 6.0 6.7 6.6 0.0 3.7 4.0 3.9 2.7 0.0 6.5 Cycle Q Clear(g_c), s 2.0 4.6 6.0 6.7 6.6 0.0 3.7 4.0 3.9 2.7 0.0 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 107 708 483 586 577 378 378 1173 305 0 339 V/C Ratio(X) 0.64 0.49 0.46 0.78 0.50 0.69 0.43 0.28 0.60 0.00 0.71 Avail Cap(c_a), veh/h 196 1211 706 648 783 398 673 1669 334 0 635 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.3 18.8 14.8 21.0 14.9 0.0 22.8 18.4 11.7 23.2 0.0 20.2 Incr Delay (d2), s/veh 6.3 0.5 0.7 5.7 0.7 0.0 4.6 0.8 0.1 2.6 0.0 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/ln1.0 1.8 2.0 2.9 2.6 0.0 1.7 1.6 1.2 1.1 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 19.3 15.5 26.7 15.6 0.0 27.4 19.2 11.8 25.8 0.0 22.9 LnGrp LOS C B B C B C B B C A C
Approach Vol, veh/h 637 745 756 424
Approach Delay, s/veh 19.2 22.4 18.7 24.2
Approach LOS B C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.2 15.2 13.4 15.0 10.1 14.2 7.7 20.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 19.0 9.9 18.0 5.9 18.2 5.8 22.1 Max Q Clear Time (g_c+I1), s4.7 6.0 8.7 8.0 5.7 8.5 4.0 8.6 Green Ext Time (p_c), s 0.0 1.9 0.2 2.2 0.0 0.9 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 739 350 0 991 496
Future Volume (veh/h) 0 739 350 0 991 496
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 869 393 0 1194 598
Peak Hour Factor 0.85 0.85 0.89 0.89 0.83 0.83
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1200 1725 0 1558 1258
Arrive On Green 0.00 0.34 0.34 0.00 0.45 0.45
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 869 393 0 1194 598
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 9.1 2.4 0.0 12.3 6.4
Cycle Q Clear(g_c), s 0.0 9.1 2.4 0.0 12.3 6.4
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1200 1725 0 1558 1258
V/C Ratio(X) 0.00 0.72 0.23 0.00 0.77 0.48
Avail Cap(c_a), veh/h 0 1502 2157 0 1866 1506
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 12.4 10.1 0.0 9.8 8.2
Incr Delay (d2), s/veh 0.0 1.3 0.1 0.0 1.6 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 3.1 0.7 0.0 3.0 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.7 10.2 0.0 11.4 8.5
LnGrp LOS A BBABA
Approach Vol, veh/h 869 393 1792
Approach Delay, s/veh 13.7 10.2 10.4
Approach LOS B B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 18.9 23.7 18.9
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 23.0 18.0
Max Q Clear Time (g_c+I1), s 11.1 14.3 4.4
Green Ext Time (p_c), s 3.3 4.9 2.2
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 308 1429 348 2 0 0
Future Volume (veh/h) 308 1429 348 2 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 371 1722 430 2
Peak Hour Factor 0.83 0.83 0.81 0.81
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 633 2985 1803 8
Arrive On Green 0.18 0.84 0.50 0.50
Sat Flow, veh/h 3456 3647 3721 17
Grp Volume(v), veh/h 371 1722 211 221
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1867
Q Serve(g_s), s 2.8 4.2 1.9 1.9
Cycle Q Clear(g_c), s 2.8 4.2 1.9 1.9
Prop In Lane 1.00 0.01
Lane Grp Cap(c), veh/h 633 2985 883 928
V/C Ratio(X) 0.59 0.58 0.24 0.24
Avail Cap(c_a), veh/h 1289 4483 1294 1360
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.5 0.7 4.0 4.0
Incr Delay (d2), s/veh 0.9 0.2 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.8 0.1 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.4 0.9 4.2 4.2
LnGrp LOS B A A A
Approach Vol, veh/h 2093 432
Approach Delay, s/veh 2.7 4.2
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 28.1 9.7 18.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 10.5 20.5
Max Q Clear Time (g_c+I1), s 6.2 4.8 3.9
Green Ext Time (p_c), s 17.4 0.7 2.3
Intersection Summary
HCM 6th Ctrl Delay 3.0
HCM 6th LOS A

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 340 801 284 229 214 385 102 60 464 421 280 118 Future Volume (vph) 340 801 284 229 214 385 102 60 464 421 280 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 370 871 309 249 233 418 111 65 504 458 304 128 RTOR Reduction (vph) 0 0 217 0 0 124 0 0 0 0 172 0
Lane Group Flow (vph) 370 871 92 249 496 142 0 0 569 458 132 128 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 17.8 17.8 5.0 17.8 17.8 5.5 14.3 14.3 5.0 Effective Green, g (s) 5.0 17.8 17.8 5.0 17.8 17.8 5.5 14.3 14.3 5.0 Actuated g/C Ratio 0.08 0.30 0.30 0.08 0.30 0.30 0.09 0.24 0.24 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 285 1048 468 147 924 426 314 842 376 147 v/s Ratio Prot 0.11 c0.25 c0.14 0.16 c0.17 c0.13 0.07
v/s Ratio Perm 0.06 0.10 0.08
v/c Ratio 1.30 0.83 0.20 1.69 0.54 0.33 1.81 0.54 0.35 0.87 Uniform Delay, d1 27.6 19.7 15.8 27.6 17.7 16.5 27.3 20.0 19.0 27.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 157.6 5.7 0.2 339.7 0.6 0.5 377.8 0.7 0.6 39.1 Delay (s) 185.2 25.5 16.0 367.3 18.3 17.0 405.1 20.8 19.6 66.3 Level of Service F C B F B B F C B E
Approach Delay (s) 61.7 103.9 184.8
Approach LOS E F F
Intersection Summary
HCM 2000 Control Delay 102.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.97
Actuated Cycle Length (s) 60.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Scenario 1 455 Hickey Blvd TIS 7:00 am 05/27/2021 Existing Conditions Synchro 11 Report TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 280 81 133
Future Volume (vph) 280 81 133
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frt 0.97 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3420 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3420 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 304 88 145
RTOR Reduction (vph) 0 0 112
Lane Group Flow (vph) 392 0 33
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 13.8 13.8
Effective Green, g (s) 13.8 13.8
Actuated g/C Ratio 0.23 0.23
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 785 363
v/s Ratio Prot 0.11
v/s Ratio Perm 0.02
v/c Ratio 0.50 0.09
Uniform Delay, d1 20.1 18.2
Progression Factor 1.00 1.00
Incremental Delay, d2 0.5 0.1
Delay (s) 20.6 18.3
Level of Service C B
Approach Delay (s) 28.9
Approach LOS C
Intersection Summary

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 79 483 14 160 734
Future Vol, veh/h 8 79 483 14 160 734
Conflicting Peds, #/hr 5 00660
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 93 93 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 10 99 519 15 174 798
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1676 525 0 0 540 0
Stage 1 525 -----
Stage 2 1151 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 105 552 - - 1028 -
Stage 1 593 -----
Stage 2 301 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 86 549 - - 1022 -
Mov Cap-2 Maneuver 86 -----
Stage 1 589 -----
Stage 2 249 -----
Approach WB NB SB
HCM Control Delay, s 16.6 0 1.7

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 86 549 1022 -
HCM Lane V/C Ratio - - 0.116 0.18 0.17 -
HCM Control Delay (s) - - 52.3 13 9.2 -
HCM Lane LOS - - F B A -
HCM 95th %tile Q(veh) - - 0.4 0.7 0.6 -

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 86 0 2 84 9 0
Future Vol, veh/h 86 0 2 84 9 0
Conflicting Peds, #/hr 0 11045
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 79 79 75 75
Heavy Vehicles, % 2 22222
Mvmt Flow 96 0 3 106 12 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 97 0 213 102
Stage 1 - - - - 97 -
Stage 2 - - - - 116 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1496 - 775 953
Stage 1 - - - - 927 -
Stage 2 - - - - 909 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1495 - 770 948
Mov Cap-2 Maneuver - - - - 770 -
Stage 1 - - - - 926 -
Stage 2 - - - - 904 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 9.7

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 770 - - 1495 -
HCM Lane V/C Ratio 0.016 - - 0.002 -
HCM Control Delay (s) 9.7 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 1 17 0 0 5 7 59 1 11 77 5
Future Vol, veh/h 1 1 17 0 0 5 7 59 1 11 77 5
Conflicting Peds, #/hr 0 01100502205
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 50 50 50 84 84 84 89 89 89
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 1 21 0 0 10 8 70 1 12 87 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 211 208 96 215 211 73 98 0 0 73 0 0 Stage 1 119 119 - 89 89 -------
Stage 2 92 89 - 126 122 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 746 689 960 742 686 989 1495 - - 1527 - - Stage 1 885 797 - 918 821 -------
Stage 2 915 821 - 878 795 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 727 675 955 715 672 987 1488 - - 1524 - - Mov Cap-2 Maneuver 727 675 - 715 672 -------
Stage 1 875 787 - 911 814 -------
Stage 2 900 814 - 849 785 -------
Approach EB WB NB SB
HCM Control Delay, s 9 8.7 0.8 0.9

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1488 - - 920 987 1524 - -
HCM Lane V/C Ratio 0.006 - - 0.026 0.01 0.008 - -
HCM Control Delay (s) 7.4 0 - 9 8.7 7.4 0 -
HCM Lane LOS A A - AAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - -

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 17 92 68 0 0 18
Future Vol, veh/h 17 92 68 0 0 18
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 18 100 74 0 0 20
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 74 0 - 0 210 74
Stage 1 - - - - 74 -
Stage 2 - - - - 136 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1526 - - - 778 988
Stage 1 - - - - 949 -
Stage 2 - - - - 890 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1526 - - - 769 988
Mov Cap-2 Maneuver - - - - 769 -
Stage 1 - - - - 938 -
Stage 2 - - - - 890 -
Approach EB WB SB
HCM Control Delay, s 1.2 0 8.7

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1526 - - - 988
HCM Lane V/C Ratio 0.012 - - - 0.02
HCM Control Delay (s) 7.4 0 - - 8.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 294 787 137 136 522 649 123 352 98 284 434 227 Future Volume (veh/h) 294 787 137 136 522 649 123 352 98 284 434 227 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 303 811 0 145 555 0 135 387 0 312 477 0 Peak Hour Factor 0.97 0.97 0.97 0.94 0.94 0.94 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 240 1598 312 691 422 1454 466 1454
Arrive On Green 0.43 0.43 0.00 0.43 0.43 0.00 0.41 0.41 0.00 0.41 0.41 0.00 Sat Flow, veh/h 854 3741 0 423 1617 1585 917 3647 0 995 3554 1585 Grp Volume(v), veh/h 303 811 0 145 555 0 135 387 0 312 477 0 Grp Sat Flow(s),veh/h/ln 854 1870 0 423 1617 1585 917 1777 0 995 1777 1585 Q Serve(g_s), s 7.0 8.7 0.0 11.1 16.5 0.0 6.5 4.0 0.0 16.6 5.0 0.0 Cycle Q Clear(g_c), s 23.5 8.7 0.0 19.8 16.5 0.0 11.5 4.0 0.0 20.6 5.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 240 1598 312 691 422 1454 466 1454 V/C Ratio(X) 1.26 0.51 0.47 0.80 0.32 0.27 0.67 0.33
Avail Cap(c_a), veh/h 240 1598 312 691 422 1454 466 1454 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.9 11.5 0.0 18.7 13.7 0.0 15.0 10.8 0.0 17.6 11.1 0.0 Incr Delay (d2), s/veh 146.8 0.3 0.0 1.1 6.8 0.0 0.4 0.1 0.0 3.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 3.0 0.0 1.6 6.1 0.0 1.2 1.3 0.0 3.6 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 172.7 11.8 0.0 19.8 20.6 0.0 15.5 10.9 0.0 21.3 11.2 0.0 LnGrp LOS F B B C B B C B
Approach Vol, veh/h 1114 700 522 789
Approach Delay, s/veh 55.6 20.4 12.1 15.2
Approach LOS E C B B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 27.0 28.0 27.0 28.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 23.5 22.5 23.5
Max Q Clear Time (g_c+I1), s 13.5 25.5 22.6 21.8
Green Ext Time (p_c), s 2.1 0.0 0.0 0.9
Intersection Summary
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 763 217 210 730 53 761 90 422 60 90 100 Future Volume (veh/h) 182 763 217 210 730 53 761 90 422 60 90 100 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 198 829 0 219 760 51 897 0 144 66 99 6 Peak Hour Factor 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 231 1008 251 996 67 1033 0 460 81 122 173
Arrive On Green 0.13 0.28 0.00 0.14 0.29 0.29 0.29 0.00 0.29 0.11 0.11 0.11 Sat Flow, veh/h 1781 3647 0 1781 3378 227 3563 0 1585 733 1100 1563 Grp Volume(v), veh/h 198 829 0 219 400 411 897 0 144 165 0 6 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1828 1781 0 1585 1834 0 1563 Q Serve(g_s), s 11.2 22.5 0.0 12.4 21.1 21.1 24.6 0.0 7.3 9.1 0.0 0.4 Cycle Q Clear(g_c), s 11.2 22.5 0.0 12.4 21.1 21.1 24.6 0.0 7.3 9.1 0.0 0.4 Prop In Lane 1.00 0.00 1.00 0.12 1.00 1.00 0.40 1.00
Lane Grp Cap(c), veh/h 231 1008 251 524 539 1033 0 460 204 0 173 V/C Ratio(X) 0.86 0.82 0.87 0.76 0.76 0.87 0.00 0.31 0.81 0.00 0.03 Avail Cap(c_a), veh/h 299 1326 287 651 670 1340 0 596 322 0 274 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.0 34.5 0.0 43.4 33.1 33.1 34.7 0.0 28.6 44.8 0.0 40.9 Incr Delay (d2), s/veh 17.4 3.3 0.0 22.3 4.2 4.1 5.1 0.0 0.4 8.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.0 9.9 0.0 6.9 9.4 9.7 10.8 0.0 2.8 4.6 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.3 37.8 0.0 65.8 37.3 37.2 39.8 0.0 29.0 53.0 0.0 41.0 LnGrp LOS E D E D D D A C D A D
Approach Vol, veh/h 1027 1030 1041 171
Approach Delay, s/veh 42.3 43.3 38.3 52.6
Approach LOS DDDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 34.4 19.0 33.8 16.0 17.9 34.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.8 16.6 38.5 18.1 17.3 37.8 Max Q Clear Time (g_c+I1), s 26.6 14.4 24.5 11.1 13.2 23.1 Green Ext Time (p_c), s 3.3 0.1 4.8 0.5 0.2 4.3
Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 576 677 361 1280 0 0 0 0 552 5 408 Future Volume (veh/h) 0 576 677 361 1280 0 0 0 0 552 5 408 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 670 0 376 1333 0 748 0 300
Peak Hour Factor 0.86 0.86 0.86 0.96 0.96 0.96 0.91 0.91 0.91 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1056 516 1905 0 1016 0 452
Arrive On Green 0.00 0.30 0.00 0.15 0.54 0.00 0.29 0.00 0.29 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 670 0 376 1333 0 748 0 300
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 8.2 0.0 5.2 14.0 0.0 9.6 0.0 8.4
Cycle Q Clear(g_c), s 0.0 8.2 0.0 5.2 14.0 0.0 9.6 0.0 8.4 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1056 516 1905 0 1016 0 452
V/C Ratio(X) 0.00 0.63 0.73 0.70 0.00 0.74 0.00 0.66
Avail Cap(c_a), veh/h 0 1871 652 2860 0 1451 0 646
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.3 0.0 20.4 8.7 0.0 16.3 0.0 15.9 Incr Delay (d2), s/veh 0.0 0.6 0.0 3.1 0.5 0.0 1.2 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.9 0.0 2.1 3.7 0.0 3.2 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.9 0.0 23.5 9.1 0.0 17.5 0.0 17.5 LnGrp LOS A B C A A B A B
Approach Vol, veh/h 670 1709 1048
Approach Delay, s/veh 15.9 12.3 17.5
Approach LOS B B B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 12.0 19.5 18.8 31.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 26.5 20.5 40.5
Max Q Clear Time (g_c+I1), s 7.2 10.2 11.6 16.0
Green Ext Time (p_c), s 0.3 4.0 2.8 11.0
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1214 0 35 0 0 39
Future Vol, veh/h 1214 0 35 0 0 39
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1320 0 38 0 0 42
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 660
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 406
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 406
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 14.9

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 406 - -
HCM Lane V/C Ratio 0.104 - -
HCM Control Delay (s) 14.9 - -
HCM Lane LOS B - -
HCM 95th %tile Q(veh) 0.3 - -

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 391 25 556 422 675 71 267 278 553 314 196 Future Volume (veh/h) 119 391 25 556 422 675 71 267 278 553 314 196 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 151 495 0 611 464 343 78 293 37 614 349 29 Peak Hour Factor 0.79 0.79 0.79 0.91 0.91 0.91 0.91 0.91 0.91 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 186 681 304 707 1038 457 250 526 215 803 422 349 Arrive On Green 0.10 0.19 0.00 0.20 0.29 0.29 0.14 0.14 0.14 0.23 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 3456 3554 1566 1781 3741 1528 3563 1870 1549 Grp Volume(v), veh/h 151 495 0 611 464 343 78 293 37 614 349 29 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1566 1781 1870 1528 1781 1870 1549 Q Serve(g_s), s 6.3 9.9 0.0 12.9 8.1 15.1 3.0 5.5 1.6 12.2 13.5 1.1 Cycle Q Clear(g_c), s 6.3 9.9 0.0 12.9 8.1 15.1 3.0 5.5 1.6 12.2 13.5 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 186 681 304 707 1038 457 250 526 215 803 422 349 V/C Ratio(X) 0.81 0.73 0.00 0.86 0.45 0.75 0.31 0.56 0.17 0.76 0.83 0.08 Avail Cap(c_a), veh/h 186 844 377 775 1271 560 435 913 373 870 457 378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 28.8 0.0 29.1 21.8 24.3 29.3 30.4 28.7 27.5 27.9 23.2 Incr Delay (d2), s/veh 23.3 2.4 0.0 9.4 0.3 4.5 0.7 0.9 0.4 3.8 11.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 4.2 0.0 6.0 3.2 5.8 1.3 2.5 0.6 5.4 7.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.6 31.2 0.0 38.5 22.1 28.8 30.0 31.3 29.1 31.2 39.2 23.3 LnGrp LOS E C A DCCCCCCDC
Approach Vol, veh/h 646 1418 408 992
Approach Delay, s/veh 37.1 30.8 30.8 33.8
Approach LOS DCCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.2 20.0 19.0 21.6 12.4 26.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 17.0 18.0 18.5 7.9 27.1 Max Q Clear Time (g_c+I1), s 7.5 14.9 11.9 15.5 8.3 17.1 Green Ext Time (p_c), s 1.7 0.6 1.6 1.4 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 424 100 68 519 129 52 182 34 41 207 192 Future Volume (veh/h) 144 424 100 68 519 129 52 182 34 41 207 192 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 164 482 114 75 570 142 61 214 40 44 220 204 Peak Hour Factor 0.88 0.88 0.88 0.91 0.91 0.91 0.85 0.85 0.85 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 206 886 208 105 715 178 94 451 84 76 253 234 Arrive On Green 0.12 0.31 0.31 0.06 0.25 0.25 0.05 0.30 0.30 0.04 0.29 0.29 Sat Flow, veh/h 1781 2849 670 1781 2813 699 1781 1528 286 1781 885 820 Grp Volume(v), veh/h 164 299 297 75 359 353 61 0 254 44 0 424 Grp Sat Flow(s),veh/h/ln1781 1777 1742 1781 1777 1735 1781 0 1813 1781 0 1705 Q Serve(g_s), s 5.5 8.6 8.7 2.5 11.6 11.7 2.1 0.0 7.1 1.5 0.0 14.6 Cycle Q Clear(g_c), s 5.5 8.6 8.7 2.5 11.6 11.7 2.1 0.0 7.1 1.5 0.0 14.6 Prop In Lane 1.00 0.38 1.00 0.40 1.00 0.16 1.00 0.48
Lane Grp Cap(c), veh/h 206 553 542 105 452 441 94 0 535 76 0 487 V/C Ratio(X) 0.80 0.54 0.55 0.72 0.80 0.80 0.65 0.00 0.47 0.58 0.00 0.87 Avail Cap(c_a), veh/h 246 557 546 208 519 507 145 0 600 147 0 567 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.5 17.6 17.6 28.5 21.5 21.5 28.6 0.0 17.8 28.9 0.0 20.9 Incr Delay (d2), s/veh 14.3 1.1 1.1 8.8 7.4 7.8 7.4 0.0 0.7 6.7 0.0 12.4 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/ln3.0 3.3 3.3 1.3 5.3 5.2 1.0 0.0 2.8 0.8 0.0 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.8 18.6 18.8 37.3 28.9 29.3 36.0 0.0 18.5 35.6 0.0 33.3 LnGrp LOS D B B DCCDABDAC
Approach Vol, veh/h 760 787 315 468
Approach Delay, s/veh 23.5 29.9 21.9 33.5
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.1 22.7 8.1 23.7 7.7 22.1 11.6 20.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 20.4 7.2 19.3 5.0 20.5 8.5 18.0 Max Q Clear Time (g_c+I1), s3.5 9.1 4.5 10.7 4.1 16.6 7.5 13.7 Green Ext Time (p_c), s 0.0 1.1 0.0 2.3 0.0 1.0 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 150 86 63 510 632 135
Future Volume (veh/h) 150 86 63 510 632 135
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 190 109 68 548 695 148
Peak Hour Factor 0.79 0.79 0.93 0.93 0.91 0.91
Percent Heavy Veh, % 2 22222
Cap, veh/h 249 143 119 1905 1025 218
Arrive On Green 0.23 0.23 0.07 0.54 0.35 0.35
Sat Flow, veh/h 1077 618 1781 3647 3002 619
Grp Volume(v), veh/h 300 0 68 548 424 419
Grp Sat Flow(s),veh/h/ln1701 0 1781 1777 1777 1751
Q Serve(g_s), s 6.4 0.0 1.4 3.3 7.8 7.9
Cycle Q Clear(g_c), s 6.4 0.0 1.4 3.3 7.8 7.9
Prop In Lane 0.63 0.36 1.00 0.35
Lane Grp Cap(c), veh/h 393 0 119 1905 626 617
V/C Ratio(X) 0.76 0.00 0.57 0.29 0.68 0.68
Avail Cap(c_a), veh/h 792 0 235 2575 846 834
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.9 0.0 17.5 4.9 10.6 10.6
Incr Delay (d2), s/veh 3.1 0.0 4.2 0.1 1.3 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.3 0.0 0.6 0.6 2.4 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 0.0 21.7 5.0 11.9 12.0
LnGrp LOS B A C A B B
Approach Vol, veh/h 300 616 843
Approach Delay, s/veh 17.0 6.8 12.0
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 25.2 13.4 7.1 18.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.1 18.4
Max Q Clear Time (g_c+I1), s 5.3 8.4 3.4 9.9
Green Ext Time (p_c), s 3.6 0.7 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 284 142 111 340 256 179 573 85 204 623 653 Future Volume (veh/h) 356 284 142 111 340 256 179 573 85 204 623 653 Initial Q (Qb), veh 0 00000000000
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 348 364 0 117 358 0 188 603 0 215 656 0 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 400 420 157 510 226 756 255 813
Arrive On Green 0.22 0.22 0.00 0.19 0.19 0.00 0.13 0.21 0.00 0.14 0.23 0.00 Sat Flow, veh/h 1781 1870 1585 846 2759 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 348 364 0 253 222 0 188 603 0 215 656 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1828 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 14.4 14.4 0.0 10.0 8.9 0.0 7.9 12.3 0.0 9.0 13.4 0.0 Cycle Q Clear(g_c), s 14.4 14.4 0.0 10.0 8.9 0.0 7.9 12.3 0.0 9.0 13.4 0.0 Prop In Lane 1.00 1.00 0.46 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 400 420 338 329 226 756 255 813
V/C Ratio(X) 0.87 0.87 0.75 0.68 0.83 0.80 0.84 0.81
Avail Cap(c_a), veh/h 429 451 512 498 234 931 276 1014
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.7 28.6 0.0 29.6 29.1 0.0 32.7 28.6 0.0 32.1 28.0 0.0 Incr Delay (d2), s/veh 16.4 15.4 0.0 3.3 2.4 0.0 21.2 4.0 0.0 19.6 3.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.6 7.9 0.0 4.5 3.8 0.0 4.5 5.2 0.0 5.0 5.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.1 44.0 0.0 32.9 31.6 0.0 53.9 32.7 0.0 51.6 31.9 0.0 LnGrp LOS D D C C D C D C
Approach Vol, veh/h 712 475 791 871
Approach Delay, s/veh 44.5 32.3 37.7 36.8
Approach LOS DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.5 20.8 21.7 14.2 22.1 18.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s11.9 20.1 18.5 10.1 21.9 21.5 Max Q Clear Time (g_c+I1), s11.0 14.3 16.4 9.9 15.4 12.0 Green Ext Time (p_c), s 0.1 1.8 0.7 0.0 2.2 1.9
Intersection Summary
HCM 6th Ctrl Delay 38.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh28.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 98 14 21 5 14 24 35 245 7 22 430 163 Future Vol, veh/h 98 14 21 5 14 24 35 245 7 22 430 163
Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.87 0.87 0.87 0.92 0.92 0.92 Heavy Vehicles, % 2 22222222222
Mvmt Flow 121 17 26 6 17 29 40 282 8 24 467 177
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.5 10.4 14.5 41.4

HCM LOS B B B E

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 12% 74% 12% 4%
Vol Thru, % 85% 11% 33% 70%
Vol Right, % 2% 16% 56% 27%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 287 133 43 615
LT Vol 35 98 5 22
Through Vol 245 14 14 430
RT Vol 7 21 24 163
Lane Flow Rate 330 164 52 668
Geometry Grp 1111
Degree of Util (X) 0.513 0.301 0.098 0.932
Departure Headway (Hd) 5.602 6.597 6.695 5.019
Convergence, Y/N Yes Yes Yes Yes
Cap 640 542 539 722
Service Time 3.671 4.679 4.695 3.073
HCM Lane V/C Ratio 0.516 0.303 0.096 0.925
HCM Control Delay 14.5 12.5 10.4 41.4
HCM Lane LOS BBBE
HCM 95th-tile Q 2.9 1.3 0.3 13

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 411 289 553 366 575 354 301 592 502 309 65 Future Volume (veh/h) 64 411 289 553 366 575 354 301 592 502 309 65 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.94 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 472 332 564 373 0 385 327 643 534 329 69 Peak Hour Factor 0.87 0.87 0.87 0.98 0.98 0.98 0.92 0.92 0.92 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 95 739 534 650 641 470 395 1227 622 387 81
Arrive On Green 0.05 0.21 0.21 0.19 0.34 0.00 0.13 0.21 0.21 0.18 0.26 0.26 Sat Flow, veh/h 1781 3554 1564 3456 1870 2790 3563 1870 2990 3456 1491 313 Grp Volume(v), veh/h 74 472 332 564 373 0 385 327 643 534 0 398 Grp Sat Flow(s),veh/h/ln1781 1777 1564 1728 1870 1395 1781 1870 1495 1728 0 1804 Q Serve(g_s), s 3.5 10.3 15.0 13.4 13.9 0.0 8.9 14.1 13.9 12.7 0.0 17.7 Cycle Q Clear(g_c), s 3.5 10.3 15.0 13.4 13.9 0.0 8.9 14.1 13.9 12.7 0.0 17.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 95 739 534 650 641 470 395 1227 622 0 468 V/C Ratio(X) 0.78 0.64 0.62 0.87 0.58 0.82 0.83 0.52 0.86 0.00 0.85 Avail Cap(c_a), veh/h 139 756 542 715 641 526 429 1282 698 0 512 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.5 30.6 23.4 33.3 22.8 0.0 35.7 31.9 19.5 33.6 0.0 29.8 Incr Delay (d2), s/veh 15.3 1.7 2.1 10.3 1.3 0.0 9.1 12.0 0.4 9.6 0.0 12.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 4.5 5.6 6.4 6.1 0.0 4.4 7.5 4.7 6.0 0.0 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.9 32.3 25.5 43.6 24.2 0.0 44.8 43.9 19.8 43.2 0.0 41.9 LnGrp LOS D CCDC DDBDAD
Approach Vol, veh/h 878 937 1355 932
Approach Delay, s/veh 31.7 35.9 32.7 42.7
Approach LOS CDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s19.7 22.4 20.4 22.1 15.7 26.4 9.0 33.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s17.1 19.4 17.5 18.0 12.5 24.0 6.6 28.9 Max Q Clear Time (g_c+I1), s14.7 16.1 15.4 17.0 10.9 19.7 5.5 15.9 Green Ext Time (p_c), s 0.6 1.6 0.5 0.5 0.3 0.9 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1509 655 0 845 913
Future Volume (veh/h) 0 1509 655 0 845 913
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 1588 720 0 889 961
Peak Hour Factor 0.95 0.95 0.91 0.91 0.95 0.95
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1688 2426 0 1292 1043
Arrive On Green 0.00 0.48 0.48 0.00 0.37 0.37
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 1588 720 0 889 961
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 25.3 5.1 0.0 12.9 19.6
Cycle Q Clear(g_c), s 0.0 25.3 5.1 0.0 12.9 19.6
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1688 2426 0 1292 1043
V/C Ratio(X) 0.00 0.94 0.30 0.00 0.69 0.92
Avail Cap(c_a), veh/h 0 1699 2440 0 1304 1053
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 14.8 9.6 0.0 15.7 17.8
Incr Delay (d2), s/veh 0.0 10.8 0.1 0.0 1.5 12.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 10.8 1.6 0.0 4.3 6.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 25.6 9.6 0.0 17.3 30.6
LnGrp LOS A C A A B C
Approach Vol, veh/h 1588 720 1850
Approach Delay, s/veh 25.6 9.6 24.2
Approach LOS C A C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 32.8 26.8 32.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 22.5 28.5
Max Q Clear Time (g_c+I1), s 27.3 21.6 7.1
Green Ext Time (p_c), s 1.0 0.7 5.1
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Existing PM mod.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 727 1631 644 15 0 0
Future Volume (veh/h) 727 1631 644 15 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 749 1681 708 16
Peak Hour Factor 0.97 0.97 0.91 0.91
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1088 2977 1281 29
Arrive On Green 0.31 0.84 0.36 0.36
Sat Flow, veh/h 3456 3647 3644 80
Grp Volume(v), veh/h 749 1681 354 370
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1854
Q Serve(g_s), s 5.3 4.0 4.4 4.4
Cycle Q Clear(g_c), s 5.3 4.0 4.4 4.4
Prop In Lane 1.00 0.04
Lane Grp Cap(c), veh/h 1088 2977 641 669
V/C Ratio(X) 0.69 0.56 0.55 0.55
Avail Cap(c_a), veh/h 1557 4548 1185 1236
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 8.3 0.7 7.1 7.1
Incr Delay (d2), s/veh 0.8 0.2 0.7 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.3 0.1 1.0 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.1 0.9 7.8 7.8
LnGrp LOS A A A A
Approach Vol, veh/h 2430 724
Approach Delay, s/veh 3.4 7.8
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 27.7 13.2 14.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 12.5 18.5
Max Q Clear Time (g_c+I1), s 6.0 7.3 6.4
Green Ext Time (p_c), s 17.0 1.5 3.6
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing PM mod.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing PM mod.syn Synchro 11 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 494 758 339 223 391 437 103 136 450 494 171 144 Future Volume (vph) 494 758 339 223 391 437 103 136 450 494 171 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 0.98 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.94 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1555 1770 3176 1421 3433 3539 1555 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1555 1770 3176 1421 3433 3539 1555 1770 Peak-hour factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.91 0.91 0.91 0.91 0.93 Adj. Flow (vph) 543 833 373 248 434 486 114 149 495 543 188 155 RTOR Reduction (vph) 0 0 222 0 0 126 0 0 0 0 139 0
Lane Group Flow (vph) 543 833 151 248 711 197 0 0 644 543 49 155 Confl. Peds. (#/hr) 5 5 6 6
Confl. Bikes (#/hr) 1 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 17.6 17.6 5.0 17.6 17.6 5.5 16.1 16.1 5.0 Effective Green, g (s) 5.0 17.6 17.6 5.0 17.6 17.6 5.5 16.1 16.1 5.0 Actuated g/C Ratio 0.08 0.29 0.29 0.08 0.29 0.29 0.09 0.26 0.26 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 278 1009 443 143 905 405 306 923 405 143 v/s Ratio Prot c0.16 c0.24 0.14 0.22 c0.19 0.15 0.09
v/s Ratio Perm 0.10 0.14 0.03
v/c Ratio 1.95 0.83 0.34 1.73 0.79 0.49 2.10 0.59 0.12 1.08 Uniform Delay, d1 28.4 20.6 17.5 28.4 20.3 18.3 28.1 19.9 17.4 28.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 441.8 5.6 0.5 357.9 4.5 0.9 508.0 1.0 0.1 99.5 Delay (s) 470.2 26.2 17.9 386.2 24.9 19.2 536.1 20.9 17.5 127.8 Level of Service F C B F C B F C B F
Approach Delay (s) 162.3 93.3 261.7
Approach LOS F F F
Intersection Summary
HCM 2000 Control Delay 149.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.05
Actuated Cycle Length (s) 61.7 Sum of lost time (s) 18.0 Intersection Capacity Utilization 82.9% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing PM mod.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 365 148 222
Future Volume (vph) 365 148 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3373 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3373 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 392 159 239
RTOR Reduction (vph) 0 0 179
Lane Group Flow (vph) 551 0 60
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 15.6 15.6
Effective Green, g (s) 15.6 15.6
Actuated g/C Ratio 0.25 0.25
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 852 395
v/s Ratio Prot c0.16
v/s Ratio Perm 0.04
v/c Ratio 0.65 0.15
Uniform Delay, d1 20.6 17.9
Progression Factor 1.00 1.00
Incremental Delay, d2 1.7 0.2
Delay (s) 22.3 18.1
Level of Service C B
Approach Delay (s) 38.5
Approach LOS D
Intersection Summary

455 Hickey Boulevard Traffic Impact Study

Appendix C – Existing + Project Alternative 1 Conditions Intersection Level of Service Worksheets

HCM 6th TWSC Timing Plan: AM Peak
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 1
Intersection
Int Delay, s/veh 4.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 173 752 32 202 344
Future Vol, veh/h 9 173 752 32 202 344
Conflicting Peds, #/hr 5 20330
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 91 91 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 10 192 826 35 224 382
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1664 831 0 0 864 0
Stage 1 829 -----
Stage 2 835 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 107 370 - - 779 -
Stage 1 429 -----
Stage 2 426 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 76 368 - - 777 -
Mov Cap-2 Maneuver 76 -----
Stage 1 428 -----
Stage 2 302 -----
Approach WB NB SB
HCM Control Delay, s 26.7 0 4.3

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 76 368 777 -
HCM Lane V/C Ratio - - 0.132 0.522 0.289 -
HCM Control Delay (s) - - 59.4 25 11.5 -
HCM Lane LOS - - F D B -
HCM 95th %tile Q(veh) - - 0.4 2.9 1.2 -

HCM 6th TWSC Timing Plan: AM Peak
2: Marbly Ave. & Serravista Ave. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 210 9 4 167 15 0
Future Vol, veh/h 210 9 4 167 15 0
Conflicting Peds, #/hr 0 22010
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 61 61 80 80 67 67
Heavy Vehicles, % 2 22222
Mvmt Flow 344 15 5 209 22 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 361 0 574 354
Stage 1 - - - - 354 -
Stage 2 - - - - 220 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1198 - 480 690
Stage 1 - - - - 710 -
Stage 2 - - - - 817 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1196 - 476 689
Mov Cap-2 Maneuver - - - - 476 -
Stage 1 - - - - 709 -
Stage 2 - - - - 812 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 12.9

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 476 - - 1196 -
HCM Lane V/C Ratio 0.047 - - 0.004 -
HCM Control Delay (s) 12.9 - - 8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

HCM 6th TWSC Timing Plan: AM Peak
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 3
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 11 2 6 9 8 23 128 8 4 36 7
Future Vol, veh/h 9 11 2 6 9 8 23 128 8 4 36 7
Conflicting Peds, #/hr 1 00001205502
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 45 45 45 55 55 55 68 68 68 65 65 65
Heavy Vehicles, % 2 22222222222
Mvmt Flow 20 24 4 11 16 15 34 188 12 6 55 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 354 348 63 354 347 200 68 0 0 205 0 0 Stage 1 75 75 - 267 267 -------
Stage 2 279 273 - 87 80 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 601 576 1002 601 576 841 1533 - - 1366 - - Stage 1 934 833 - 738 688 -------
Stage 2 728 684 - 921 828 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 563 555 1000 563 555 836 1530 - - 1359 - - Mov Cap-2 Maneuver 563 555 - 563 555 -------
Stage 1 909 827 - 716 667 -------
Stage 2 680 663 - 885 822 -------
Approach EB WB NB SB
HCM Control Delay, s 11.8 11.1 1.1 0.7

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1530 - - 582 631 1359 - -
HCM Lane V/C Ratio 0.022 - - 0.084 0.066 0.005 - -
HCM Control Delay (s) 7.4 0 - 11.8 11.1 7.7 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0.1 - - 0.3 0.2 0 - -

HCM 6th TWSC Timing Plan: AM Peak
4: Serravista Ave. & Driveway 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 4
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 156 49 139 0 6 39
Future Vol, veh/h 156 49 139 0 6 39
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 170 53 151 0 7 42
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 151 0 - 0 544 151
Stage 1 - - - - 151 -
Stage 2 - - - - 393 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1430 - - - 500 895
Stage 1 - - - - 877 -
Stage 2 - - - - 682 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1430 - - - 439 895
Mov Cap-2 Maneuver - - - - 439 -
Stage 1 - - - - 769 -
Stage 2 - - - - 682 -
Approach EB WB SB
HCM Control Delay, s 6 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1430 - - - 786
HCM Lane V/C Ratio 0.119 - - - 0.062
HCM Control Delay (s) 7.9 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.4 - - - 0.2

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 662 81 96 401 417 151 444 124 310 288 271 Future Volume (veh/h) 353 662 81 96 401 417 151 444 124 310 288 271 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 415 779 0 104 436 0 164 483 0 348 324 0 Peak Hour Factor 0.85 0.85 0.85 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 395 1496 241 857 519 1421 439 1421
Arrive On Green 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 Sat Flow, veh/h 953 3741 0 304 2144 1585 1056 3647 0 912 3554 1585 Grp Volume(v), veh/h 415 779 0 211 329 0 164 483 0 348 324 0 Grp Sat Flow(s),veh/h/ln 953 1870 0 830 1617 1585 1056 1777 0 912 1777 1585 Q Serve(g_s), s 11.1 7.1 0.0 4.2 6.9 0.0 5.5 4.2 0.0 13.8 2.7 0.0 Cycle Q Clear(g_c), s 18.0 7.1 0.0 11.3 6.9 0.0 8.2 4.2 0.0 18.0 2.7 0.0 Prop In Lane 1.00 0.00 0.49 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 395 1496 452 647 519 1421 439 1421 V/C Ratio(X) 1.05 0.52 0.47 0.51 0.32 0.34 0.79 0.23
Avail Cap(c_a), veh/h 395 1496 452 647 519 1421 439 1421 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.2 10.2 0.0 11.2 10.2 0.0 11.6 9.4 0.0 17.0 8.9 0.0 Incr Delay (d2), s/veh 59.1 0.3 0.0 0.8 0.7 0.0 0.3 0.1 0.0 9.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.2 2.2 0.0 1.1 1.9 0.0 1.0 1.2 0.0 4.2 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.3 10.6 0.0 12.0 10.8 0.0 12.0 9.5 0.0 26.6 9.0 0.0 LnGrp LOS F B B B B A C A
Approach Vol, veh/h 1194 540 647 672
Approach Delay, s/veh 34.1 11.3 10.1 18.1
Approach LOS C B B B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 10.2 20.0 20.0 13.3
Green Ext Time (p_c), s 2.3 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 128 879 345 113 605 49 607 56 470 68 169 128 Future Volume (veh/h) 128 879 345 113 605 49 607 56 470 68 169 128 Initial Q (Qb), veh 0 00000000000
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 1010 0 133 712 51 711 0 203 72 178 17 Peak Hour Factor 0.87 0.87 0.87 0.85 0.85 0.85 0.91 0.91 0.91 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 180 1219 163 1121 80 788 0 351 84 208 251
Arrive On Green 0.10 0.34 0.00 0.09 0.33 0.33 0.22 0.00 0.22 0.16 0.16 0.16 Sat Flow, veh/h 1781 3647 0 1781 3363 241 3563 0 1585 531 1313 1585 Grp Volume(v), veh/h 147 1010 0 133 376 387 711 0 203 250 0 17 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1827 1781 0 1585 1844 0 1585 Q Serve(g_s), s 7.8 25.3 0.0 7.1 17.3 17.4 18.8 0.0 11.1 12.8 0.0 0.9 Cycle Q Clear(g_c), s 7.8 25.3 0.0 7.1 17.3 17.4 18.8 0.0 11.1 12.8 0.0 0.9 Prop In Lane 1.00 0.00 1.00 0.13 1.00 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 180 1219 163 593 609 788 0 351 292 0 251 V/C Ratio(X) 0.82 0.83 0.82 0.63 0.64 0.90 0.00 0.58 0.86 0.00 0.07 Avail Cap(c_a), veh/h 270 1522 167 658 677 820 0 365 363 0 312 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.7 29.2 0.0 43.2 27.3 27.3 36.7 0.0 33.7 39.7 0.0 34.7 Incr Delay (d2), s/veh 11.2 3.2 0.0 25.6 1.7 1.7 12.9 0.0 2.1 15.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 10.8 0.0 4.2 7.4 7.6 9.1 0.0 4.4 7.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.9 32.4 0.0 68.8 29.0 29.0 49.6 0.0 35.8 54.8 0.0 34.8 LnGrp LOS D C E C C D A D D A C
Approach Vol, veh/h 1157 896 914 267
Approach Delay, s/veh 35.2 34.9 46.5 53.5
Approach LOS DCDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.9 13.3 37.7 19.9 14.3 36.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.3 9.1 41.5 19.1 14.7 35.9 Max Q Clear Time (g_c+I1), s 20.8 9.1 27.3 14.8 9.8 19.4 Green Ext Time (p_c), s 0.6 0.0 6.0 0.6 0.1 4.3
Intersection Summary
HCM 6th Ctrl Delay 39.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 778 820 385 961 0 0 0 0 583 2 416 Future Volume (veh/h) 0 778 820 385 961 0 0 0 0 583 2 416 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 846 0 418 1045 0 775 0 302
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1209 539 2034 0 979 0 435
Arrive On Green 0.00 0.34 0.00 0.16 0.57 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 846 0 418 1045 0 775 0 302
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 12.1 0.0 6.8 10.5 0.0 11.9 0.0 10.1 Cycle Q Clear(g_c), s 0.0 12.1 0.0 6.8 10.5 0.0 11.9 0.0 10.1 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1209 539 2034 0 979 0 435
V/C Ratio(X) 0.00 0.70 0.78 0.51 0.00 0.79 0.00 0.69
Avail Cap(c_a), veh/h 0 2141 639 3070 0 1215 0 541
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.8 0.0 23.9 7.6 0.0 19.8 0.0 19.1 Incr Delay (d2), s/veh 0.0 0.7 0.0 5.0 0.2 0.0 2.9 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 4.4 0.0 2.9 2.9 0.0 4.5 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.6 0.0 28.9 7.8 0.0 22.7 0.0 22.0 LnGrp LOS A B C A A C A C
Approach Vol, veh/h 846 1463 1077
Approach Delay, s/veh 17.6 13.9 22.5
Approach LOS B B C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 13.7 24.5 20.7 38.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.9 35.5 20.1 50.9
Max Q Clear Time (g_c+I1), s 8.8 14.1 13.9 12.5
Green Ext Time (p_c), s 0.3 5.9 2.3 9.1
Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th TWSC Timing Plan: AM Peak
8: Driveway & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 8
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1565 0 234 1108 0 66
Future Vol, veh/h 1565 0 234 1108 0 66
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1701 0 254 1204 0 72
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 851
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 303
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 303
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 20.5

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 303 - -
HCM Lane V/C Ratio 0.237 - -
HCM Control Delay (s) 20.5 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 0.9 - -

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 650 82 345 323 427 70 241 560 348 188 88 Future Volume (veh/h) 90 650 82 345 323 427 70 241 560 348 188 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 107 774 75 383 359 95 80 277 464 405 219 5 Peak Hour Factor 0.84 0.84 0.84 0.90 0.90 0.90 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222
Cap, veh/h 135 811 356 407 961 428 562 1181 492 536 281 236 Arrive On Green 0.08 0.23 0.23 0.12 0.27 0.27 0.32 0.32 0.32 0.15 0.15 0.15 Sat Flow, veh/h 1781 3554 1560 3456 3554 1582 1781 3741 1558 3563 1870 1569 Grp Volume(v), veh/h 107 774 75 383 359 95 80 277 464 405 219 5 Grp Sat Flow(s),veh/h/ln 1781 1777 1560 1728 1777 1582 1781 1870 1558 1781 1870 1569 Q Serve(g_s), s 5.7 20.6 3.7 10.5 7.9 4.5 3.1 5.2 27.8 10.5 10.8 0.3 Cycle Q Clear(g_c), s 5.7 20.6 3.7 10.5 7.9 4.5 3.1 5.2 27.8 10.5 10.8 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 135 811 356 407 961 428 562 1181 492 536 281 236 V/C Ratio(X) 0.79 0.95 0.21 0.94 0.37 0.22 0.14 0.23 0.94 0.76 0.78 0.02 Avail Cap(c_a), veh/h 169 811 356 407 961 428 572 1201 500 669 351 295 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 43.6 36.5 30.0 42.0 28.4 27.1 23.5 24.3 32.0 39.0 39.2 34.7 Incr Delay (d2), s/veh 18.3 21.1 0.3 30.0 0.2 0.3 0.1 0.1 26.6 3.8 8.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 11.0 1.4 6.1 3.3 1.7 1.3 2.3 13.6 4.8 5.6 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.9 57.6 30.3 71.9 28.6 27.4 23.6 24.4 58.5 42.9 47.7 34.8 LnGrp LOS E E C E CCCCEDDC
Approach Vol, veh/h 956 837 821 629
Approach Delay, s/veh 55.9 48.3 43.6 44.5
Approach LOS E D D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 34.8 15.8 26.4 18.9 11.8 30.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.8 11.3 21.9 18.0 9.1 24.1 Max Q Clear Time (g_c+I1), s 29.8 12.5 22.6 12.8 7.7 9.9 Green Ext Time (p_c), s 0.4 0.0 0.0 1.4 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 48.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 10: Callan Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 188 697 60 17 382 71 85 293 34 68 133 164 Future Volume (veh/h) 188 697 60 17 382 71 85 293 34 68 133 164 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 204 758 65 19 424 79 90 312 36 74 145 178 Peak Hour Factor 0.92 0.92 0.92 0.90 0.90 0.90 0.94 0.94 0.94 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 254 1089 93 41 627 116 123 407 47 111 183 225 Arrive On Green 0.14 0.33 0.33 0.02 0.21 0.21 0.07 0.25 0.25 0.06 0.24 0.24 Sat Flow, veh/h 1781 3305 283 1781 2991 553 1781 1646 190 1781 763 936 Grp Volume(v), veh/h 204 407 416 19 251 252 90 0 348 74 0 323 Grp Sat Flow(s),veh/h/ln1781 1777 1811 1781 1777 1768 1781 0 1836 1781 0 1699 Q Serve(g_s), s 5.9 10.6 10.6 0.6 6.9 7.0 2.6 0.0 9.4 2.2 0.0 9.5 Cycle Q Clear(g_c), s 5.9 10.6 10.6 0.6 6.9 7.0 2.6 0.0 9.4 2.2 0.0 9.5 Prop In Lane 1.00 0.16 1.00 0.31 1.00 0.10 1.00 0.55
Lane Grp Cap(c), veh/h 254 585 597 41 373 371 123 0 454 111 0 409 V/C Ratio(X) 0.80 0.70 0.70 0.46 0.67 0.68 0.73 0.00 0.77 0.67 0.00 0.79 Avail Cap(c_a), veh/h 318 750 765 167 600 597 184 0 665 174 0 606 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.1 15.5 15.5 25.7 19.4 19.4 24.3 0.0 18.6 24.4 0.0 19.0 Incr Delay (d2), s/veh 11.2 2.0 1.9 7.9 2.1 2.2 8.1 0.0 3.2 6.7 0.0 4.3 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/ln3.0 3.9 4.0 0.3 2.7 2.8 1.3 0.0 4.0 1.1 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.3 17.5 17.5 33.6 21.5 21.6 32.4 0.0 21.8 31.1 0.0 23.2 LnGrp LOS C B B CCCCACCAC
Approach Vol, veh/h 1027 522 438 397
Approach Delay, s/veh 20.6 22.0 24.0 24.7
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.8 17.7 5.7 22.1 8.2 17.3 12.1 15.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.2 19.3 5.0 22.5 5.5 19.0 9.5 18.0 Max Q Clear Time (g_c+I1), s4.2 11.4 2.6 12.6 4.6 11.5 7.9 9.0 Green Ext Time (p_c), s 0.0 1.3 0.0 3.6 0.0 1.2 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 11: Hickey Blvd. & Campus Dr. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 207 120 117 750 367 265
Future Volume (veh/h) 207 120 117 750 367 265
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 292 169 133 852 408 294
Peak Hour Factor 0.71 0.71 0.88 0.88 0.90 0.90
Percent Heavy Veh, % 2 22222
Cap, veh/h 341 197 171 1740 581 414
Arrive On Green 0.32 0.32 0.10 0.49 0.30 0.30
Sat Flow, veh/h 1076 622 1781 3647 2051 1395
Grp Volume(v), veh/h 462 0 133 852 370 332
Grp Sat Flow(s),veh/h/ln1702 0 1781 1777 1777 1575
Q Serve(g_s), s 11.8 0.0 3.4 7.5 8.6 8.7
Cycle Q Clear(g_c), s 11.8 0.0 3.4 7.5 8.6 8.7
Prop In Lane 0.63 0.37 1.00 0.89
Lane Grp Cap(c), veh/h 539 0 171 1740 527 467
V/C Ratio(X) 0.86 0.00 0.78 0.49 0.70 0.71
Avail Cap(c_a), veh/h 713 0 287 2406 745 660
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.9 0.0 20.5 8.0 14.5 14.6
Incr Delay (d2), s/veh 7.9 0.0 7.3 0.2 1.7 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.0 0.0 1.6 2.0 3.0 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.8 0.0 27.9 8.2 16.2 16.6
LnGrp LOS C A C A B B
Approach Vol, veh/h 462 985 702
Approach Delay, s/veh 22.8 10.8 16.4
Approach LOS C B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.3 19.2 9.0 18.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 7.5 19.5
Max Q Clear Time (g_c+I1), s 9.5 13.8 5.4 10.7
Green Ext Time (p_c), s 6.0 0.9 0.1 2.9
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 664 455 180 70 188 264 111 910 121 225 453 321 Future Volume (veh/h) 664 455 180 70 188 264 111 910 121 225 453 321 Initial Q (Qb), veh 0 00000000000
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 577 620 0 81 219 0 128 1046 0 253 509 0 Peak Hour Factor 0.97 0.97 0.97 0.86 0.86 0.86 0.87 0.87 0.87 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 541 568 103 299 156 1125 196 1204
Arrive On Green 0.30 0.30 0.00 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.34 0.00 Sat Flow, veh/h 1781 1870 1585 924 2677 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 577 620 0 160 140 0 128 1046 0 253 509 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1824 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 34.5 34.5 0.0 9.7 8.6 0.0 8.0 32.4 0.0 12.5 12.6 0.0 Cycle Q Clear(g_c), s 34.5 34.5 0.0 9.7 8.6 0.0 8.0 32.4 0.0 12.5 12.6 0.0 Prop In Lane 1.00 1.00 0.51 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 541 568 204 198 156 1125 196 1204 V/C Ratio(X) 1.07 1.09 0.79 0.71 0.82 0.93 1.29 0.42
Avail Cap(c_a), veh/h 541 568 289 281 249 1157 196 1204 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.6 39.6 0.0 49.2 48.7 0.0 51.0 37.6 0.0 50.6 29.0 0.0 Incr Delay (d2), s/veh 57.9 65.4 0.0 8.9 4.6 0.0 10.9 12.8 0.0 163.9 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln23.4 25.7 0.0 4.9 4.0 0.0 4.0 15.4 0.0 14.3 5.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 97.5 105.0 0.0 58.0 53.2 0.0 61.8 50.4 0.0 214.5 29.2 0.0 LnGrp LOS F F E D E D F C
Approach Vol, veh/h 1197 300 1174 762
Approach Delay, s/veh 101.4 55.8 51.7 90.7
Approach LOS F E D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s17.0 40.5 39.0 14.5 43.0 17.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s12.5 37.0 34.5 15.9 33.6 18.0 Max Q Clear Time (g_c+I1), s14.5 34.4 36.5 10.0 14.6 11.7 Green Ext Time (p_c), s 0.0 1.6 0.0 0.1 2.9 0.8
Intersection Summary
HCM 6th Ctrl Delay 78.0
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th AWSC Timing Plan: AM Peak
13: Gellert Blvd. & Victoria St. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh33.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 194 17 17 10 23 56 24 420 6 24 246 86 Future Vol, veh/h 194 17 17 10 23 56 24 420 6 24 246 86 Peak Hour Factor 0.86 0.86 0.86 0.75 0.75 0.75 0.86 0.86 0.86 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 226 20 20 13 31 75 28 488 7 29 300 105
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 19.2 13.2 48.3 28.8

HCM LOS C B E D

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 85% 11% 7%
Vol Thru, % 93% 7% 26% 69%
Vol Right, % 1% 7% 63% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 450 228 89 356
LT Vol 24 194 10 24
Through Vol 420 17 23 246
RT Vol 6 17 56 86
Lane Flow Rate 523 265 119 434
Geometry Grp 1111
Degree of Util (X) 0.932 0.547 0.25 0.78
Departure Headway (Hd) 6.41 7.426 7.584 6.468
Convergence, Y/N Yes Yes Yes Yes
Cap 570 485 471 560
Service Time 4.428 5.487 5.666 4.49
HCM Lane V/C Ratio 0.918 0.546 0.253 0.775
HCM Control Delay 48.3 19.2 13.2 28.8
HCM Lane LOS E C B D
HCM 95th-tile Q 11.8 3.2 1 7.2

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 333 212 420 246 171 226 141 299 149 179 15 Future Volume (veh/h) 66 333 212 420 246 171 226 141 299 149 179 15 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 347 221 488 286 0 260 162 344 184 221 19 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.87 0.87 0.87 0.81 0.81 0.81 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 107 704 480 607 587 377 378 1192 302 311 27
Arrive On Green 0.06 0.20 0.20 0.18 0.31 0.00 0.11 0.20 0.20 0.09 0.18 0.18 Sat Flow, veh/h 1781 3554 1578 3456 1870 2790 3563 1870 3147 3456 1695 146 Grp Volume(v), veh/h 69 347 221 488 286 0 260 162 344 184 0 240 Grp Sat Flow(s),veh/h/ln1781 1777 1578 1728 1870 1395 1781 1870 1573 1728 0 1841 Q Serve(g_s), s 2.0 4.6 6.1 7.2 6.6 0.0 3.8 4.0 4.1 2.7 0.0 6.5 Cycle Q Clear(g_c), s 2.0 4.6 6.1 7.2 6.6 0.0 3.8 4.0 4.1 2.7 0.0 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 107 704 480 607 587 377 378 1192 302 0 338 V/C Ratio(X) 0.65 0.49 0.46 0.80 0.49 0.69 0.43 0.29 0.61 0.00 0.71 Avail Cap(c_a), veh/h 193 1197 699 640 773 393 665 1675 330 0 627 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.6 19.0 15.1 21.1 14.9 0.0 23.0 18.6 11.6 23.5 0.0 20.5 Incr Delay (d2), s/veh 6.4 0.5 0.7 7.1 0.6 0.0 4.8 0.8 0.1 2.8 0.0 2.8 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/ln1.0 1.8 2.0 3.3 2.6 0.0 1.7 1.7 1.2 1.2 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 19.6 15.7 28.2 15.5 0.0 27.9 19.4 11.8 26.3 0.0 23.2 LnGrp LOS C B B C B C B B C A C
Approach Vol, veh/h 637 774 766 424
Approach Delay, s/veh 19.5 23.5 18.8 24.6
Approach LOS B C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.2 15.3 13.9 15.1 10.2 14.3 7.7 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 19.0 9.9 18.0 5.9 18.2 5.8 22.1 Max Q Clear Time (g_c+I1), s4.7 6.1 9.2 8.1 5.8 8.5 4.0 8.6 Green Ext Time (p_c), s 0.0 1.9 0.1 2.2 0.0 0.9 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 747 365 0 991 506
Future Volume (veh/h) 0 747 365 0 991 506
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 879 410 0 1194 610
Peak Hour Factor 0.85 0.85 0.89 0.89 0.83 0.83
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1206 1733 0 1557 1257
Arrive On Green 0.00 0.34 0.34 0.00 0.45 0.45
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 879 410 0 1194 610
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 9.3 2.5 0.0 12.4 6.6
Cycle Q Clear(g_c), s 0.0 9.3 2.5 0.0 12.4 6.6
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1206 1733 0 1557 1257
V/C Ratio(X) 0.00 0.73 0.24 0.00 0.77 0.49
Avail Cap(c_a), veh/h 0 1494 2147 0 1856 1499
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 12.4 10.2 0.0 9.9 8.3
Incr Delay (d2), s/veh 0.0 1.4 0.1 0.0 1.7 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 3.1 0.7 0.0 3.1 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.8 10.2 0.0 11.5 8.6
LnGrp LOS A BBABA
Approach Vol, veh/h 879 410 1804
Approach Delay, s/veh 13.8 10.2 10.5
Approach LOS B B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 19.0 23.8 19.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 23.0 18.0
Max Q Clear Time (g_c+I1), s 11.3 14.4 4.5
Green Ext Time (p_c), s 3.2 4.9 2.3
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B