Agenda packet — Milpitas City Council, December 2, 2025 (part 9 of 10)

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
2026 Build AM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
2026 Build AM

Page 1034 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel 2026 Build AM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 159 1056 293 187 2649 100 515 177 190 152 206 469 Future Volume (veh/h) 159 1056 293 187 2649 100 515 177 190 152 206 469 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 169 1123 0 199 2818 0 548 188 0 162 219 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 211 2657 241 2711 433 779 204 547
Arrive On Green 0.06 0.52 0.00 0.07 0.54 0.00 0.13 0.22 0.00 0.06 0.16 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 169 1123 0 199 2818 0 548 188 0 162 219 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 9.2 25.7 0.0 10.9 101.7 0.0 24.0 8.3 0.0 8.9 10.6 0.0 Cycle Q Clear(g_c), s 9.2 25.7 0.0 10.9 101.7 0.0 24.0 8.3 0.0 8.9 10.6 0.0 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 211 2657 241 2711 433 779 204 547 V/C Ratio(X) 0.80 0.42 0.83 1.04 1.27 0.24 0.79 0.40
Avail Cap(c_a), veh/h 530 2657 433 2711 433 779 520 547 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 0.62 0.62 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 88.0 27.6 0.0 87.2 44.2 0.0 83.0 60.9 0.0 88.2 72.3 0.0 Iner Delay (d2), s/veh 6.9 0 .5 0 .0 4.5 25.3 0 .0 136.8 0 .7 0 .0 6 .8 2.2 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(95%),veh/lrr.7 15.8 0 .0 7 .8 58.0 0 .0 28.7 6.9 0 .0 7 .5 8 .7 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.9 28.1 0.0 91.7 69.5 0.0 219.8 61.6 0.0 95.0 74.5 0.0 LnGrp LOS F C F F F E F E
Approach Vol, veh/h 1292 3017 736 381
Approach Delay, s/veh 36.8 70.9 179.4 83.2
Approach LOS D E F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t7.3 107.5 17.5 47.7 19.3 105.5 30.0 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+1111,2l 103.7 10.9 10.3 12.9 27.7 26.0 12.6 Green Ext Time (p_c), s 0 .5 0.0 0.4 0.8 0.4 9.4 0.0 1.1 Intersection Summa
HCM 7th Control Delay, s/veh 78.4
HCM 7th LOS E
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 Build AM

Page 1035 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd 2026 Build PM .,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 179 1638 23 253 964 140 49 366 706 186 255 217 Future Volume (veh/h) 179 1638 23 253 964 140 49 366 706 186 255 217 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 183 1671 0 258 984 0 50 373 720 190 260 221 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 215 1921 289 2111 65 785 350 169 993 443
Arrive On Green 0.12 0.37 0.00 0.16 0.41 0.00 0.04 0.22 0.22 0.09 0.28 0.28 Sat Flow, veh/h 1795 5147 1598 1795 5147 1598 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 183 1671 0 258 984 0 50 373 720 190 260 221 Grp Sat Flow(s),veh/h/ln 1795 1716 1598 1795 1716 1598 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 12.0 36.2 0.0 16.9 16.7 0.0 3.3 10.9 26.3 11.3 6.8 13.9 Cycle Q Clear(g_c), s 12.0 36.2 0.0 16.9 16.7 0.0 3.3 10.9 26.3 11.3 6.8 13.9 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 215 1921 289 2111 65 785 350 169 993 443 V/C Ratio(X) 0.85 0.87 0.89 0.47 0.77 0.48 2.06 1.12 0.26 0.50 Avail Cap(c_a), veh/h 468 1921 386 2111 199 785 350 169 993 443 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51 .7 34.9 0.0 49.3 25.8 0.0 57.3 40.8 46.8 54.3 33.8 36.4 Iner Delay (d2), s/veh 9.0 5 .7 0 .0 18.2 0 .7 0 .0 17.1 0.4 485.1 106.3 0 .1 0 .9 Initial Q Delay(d3), s/veh 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 %ile BackOfQ(95%),veh/ln 9.9 22.2 0.0 13.8 11 .0 0 .0 3 .2 8.4 90.6 15.9 5 .3 9 .3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 40.6 0.0 67.5 26.6 0.0 74.5 41.3 532.0 160.7 33.9 37.3 LnGrp LOS E D E C E D F F C D
Approach Vol, veh/h 1854 1242 1143 671
Approach Delay, s/veh 42.6 35.1 351.8 70.9
Approach LOS D D F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.5 49.5 9.0 38.0 19.1 53.9 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 18.9 38.2 5.3 15.9 14.0 18.7 13.3 28.3 Green Ext Time (p_c), s 0.4 0.0 0 .0 1.7 0 .4 4 .9 0.0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 116.5
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 Build PM

Page 1036 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd 2026 Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 396 1431 675 136 951 196 348 266 125 202 319 250 Future Volume (veh/h) 396 1431 675 136 951 196 348 266 125 202 319 250 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 417 1506 0 143 1001 0 366 280 132 213 336 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 500 1809 175 1572 727 748 334 666 685
Arrive On Green 0.14 0.35 0.00 0.10 0.31 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3483 5147 1598 1795 5147 1598 3483 3582 1598 3483 3582 1598 Grp Volume(v), veh/h 417 1506 0 143 1001 0 366 280 132 213 336 0 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1795 1716 1598 1742 1791 1598 1742 1791 1598 Q Serve(g_s), s 13.3 30.6 0.0 8.9 19.1 0.0 10.6 7.6 8.1 6.0 9.5 0.0 Cycle Q Clear(g_c), s 13.3 30.6 0.0 8.9 19.1 0.0 10.6 7.6 8.1 6.0 9.5 0.0 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 500 1809 175 1572 727 748 334 666 685 V/C Ratio(X) 0.83 0.83 0.82 0.64 0.50 0.37 0.40 0.32 0.49 Avail Cap(c_a), veh/h 788 1809 328 1572 727 748 334 666 685 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.5 33.9 0.0 50.4 34.1 0.0 39.9 38.7 38.9 39.7 41 .1 0.0 Iner Delay (d2), s/veh 4.4 4.7 0 .0 8 .9 2 .0 0 .0 2 .5 1.4 3.5 1 .3 2 .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(95%),veh/lril.9 18.9 0 .0 7 .8 12.7 0 .0 8 .2 6 .2 6 .2 4.8 7.8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.9 38.5 0.0 59.3 36.1 0.0 42.4 40.1 42.4 41.0 43.6 0.0 LnGrp LOS D D E D D D D D D
Approach Vol, veh/h 1923 1144 778 549
Approach Delay, s/veh 41.4 39.0 41.6 42.6
Approach LOS D D D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), ts.3 44.7 28.0 26.0 20.6 39.4 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+l1K),!s 32.6 12.6 11 .5 15.3 21 .1 8.0 10.1 Green Ext Time (p_c), s 0 .2 0.0 1.0 1 .4 1 .1 2.4 0.6 1.7 Intersection Summa
HCM 7th Control Delay, s/veh 41 .0
HCM 7th LOS D
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 Build PM

Page 1037 of 1283 ends

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 73 29
Future Volume (veh/h) 73 29
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 74 30
Peak Hour Factor 0.98 0.98
Percent Heavy Veh, % 2 2
Cap, veh/h 191 149
Arrive On Green 0.05 0.10
Sat Flow, veh/h 1781 1423
Grp Volume(v), veh/h 74 0
Grp Sat Flow(s),veh/h/ln1781 0
Q Serve(g_s), s 3.8 0.0
Cycle Q Clear(g_c), s 3.8 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 191 0
V/C Ratio(X) 0.39 0.00
Avail Cap(c_a), veh/h 233 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 38.8 0.0
Iner Delay (d2), s/veh 1.3 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/lr8.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.1 0.0
LnGrp LOS D
Approach Vol, veh/h 112
Approach Delay, s/veh 41.0
Approach LOS D
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), ~.0 49.7
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+t!Q,!s 10.9
Green Ext Time (p_c), s 0 .0 2 .1
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 8 193
8 193
0 0

1.00 1.00

1.00 1.00
1870 1870
8 197

0.98 0.98
2 2
40 316

0.10 0.07
379 1781
38 197
1802 1781

2.0 7.5

0.21 1.00
188 316

0.20 0.62
534 316

1.00 1.00

42.2 39.9

0.5 3 .8

0.0 0 .0

1.6 8 .6

42.7 43.7
D D
3 4

12.0 15.3

4.5 4 .5

7.5 30.5

9.5 4.0

0.0 0.1

32.9 C
~
'-

WBT WBR
f.
7 155
7 155
0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870
7 158

0.98 0.98
2 2
9 195

0.13 0.13
68 1528
0 165
0 1595

0.0 10.4

0.96 0 204

0.00 0.81
0 472

1.00 1.00

0.00 1.00

0.0 43.7

0.0 7 .5

0.0 0.0

0.0 7 .8

0.0 51.2
D
362

47.1 D
5 6

0.0 75.7

4.0 5.0

16.0 31 .0

0.0 9.9

0.0 4.1
~ t ~

NBL NBT NBR
11 tt+
0 301 140
0 301 140
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
0 307 143

0.98 0.98 0.98
2 2 2
2 1031 469

0.00 0.43 0.43
1781 2373 1080
0 228 222
1781 1777 1676

0.0 8.6 8.9

1.00 0.64
2 772 728

0.00 0.30 0.30
277 772 728

1.00 1.00 1.00

0.00 1.00 1.00

0.0 18.9 19.0

0.0 1 .0 1 .1

0.0 0.0 0.0

0.0 6.4 6.3

0.0 19.9 20.1
B C
450

20.0 B
7 8

9.6 17.7

4.5 4.5

7.5 30.5

5.8 12.4

0.0 0 .8
'. !

SBL SBT
11 tt+
367 659
367 659
0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870
374 672

0.98 0.98
2 2
380 2352

0.21 0.69
1781 3425
374 348
1781 1777

21.5 7.9

1.00 380 1220

0.98 0.29
380 1220

1.00 1.00

40.3 6.3
41 .5 0 .6

0.0 0.0

19.5 4 .7

81.8 6.9
F A
1083

32.7 C
1000 Gibraltar Dr- LTA
..,,
SBR
36 36
0 1.00

1.00 1.00
1870
37 0.98
2 129

0.69 188
361
1836

7.9 7.9

0.10 1261

0.29 1261

1.00 1.00

6.3 0.6

0.0 4.9

6.9 A
2026 Build PM
Synchro 12 Report
2026 Build PM

Page 1038 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave 2026 Build PM
.,,;.
~ "t f
~
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ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 77 0 24 0 407 24 24 850 0
Future Volume (veh/h) 0 0 0 77 0 24 0 407 24 24 850 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0 0 0 79 0 25 0 420 25 25 876 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 167 0 167 2 31 2 2505 149 46 2861 0
Arrive On Green 0.00 0.00 0.00 0.09 0.00 0.09 0.00 0.73 0.73 0.03 0.81 0.00 Sat Flow, veh/h 0 1870 0 1085 25 351 1781 3409 202 1781 3647 0 Grp Volume(v), veh/h 0 0 0 104 0 0 0 218 227 25 876 0
Grp Sat Flow(s),veh/h/ln 0 1870 0 1461 0 0 1781 1777 1834 1781 1777 0 Q Serve(g_s), s 0.0 0.0 0.0 6.1 0.0 0.0 0.0 3.3 3.4 1.2 5.7 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 6.3 0.0 0.0 0.0 3.3 3.4 1.2 5.7 0.0 Prop In Lane 0.00 0.00 0.76 0.24 1.00 0.11 1.00 0.00
Lane Grp Cap(c), veh/h 0 167 0 201 0 0 2 1306 1348 46 2861 0 V/C Ratio(X) 0.00 0.00 0.00 0.52 0.00 0.00 0.00 0.17 0.17 0.54 0.31 0.00 Avail Cap(c_a), veh/h 0 333 0 483 0 0 317 1306 1348 317 2861 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 40.2 0.0 0.0 0.0 3.6 3.6 43.3 2.3 0.0 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 2 .1 0 .0 0 .0 0 .0 0 .3 0 .3 9 .6 0 .3 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrO.0 0.0 0 .0 4.2 0.0 0 .0 0 .0 1 .6 1 .7 1 .2 1 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 42.2 0.0 0.0 0.0 3.9 3.9 52.9 2.5 0.0 LnGrp LOS D A A D A
Approach Vol, veh/h 0 104 445 901
Approach Delay, s/veh 0.0 42.2 3.9 3.9
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.3 71.1 12.5 0.0 77.5 12.5
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+lt),2> 5.4 0.0 0.0 7.7 8.3
Green Ext Time (p_c), s 0 .0 2 .5 0.0 0 .0 6.4 0.4
Intersection Summa
HCM 7th Control Delay, s/veh 6.7
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 Build PM

Page 1039 of 1283 ends

HCM 7th TWSC
5: S Milpitas Blvd & D2
ntersection
Int Delay, s/veh 1.1
ovement EBL EBR
Lane Configurations V
Traffic Vol, veh/h 12 43
Future Vol, veh/h 12 43
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 96 96
Heavy Vehicles, % 2 2
Mvmt Flow 13 45
ajar/Minor Minor2
Conflicting Flow All 1271 485
Stage 1 965
Stage 2 307
Critical Hdwy 6.84 6.94
Critical Hdwy Stg 1 5.84
Critical Hdwy Stg 2 5.84
Follow-up Hdwy 3.52 3.32
Pot Cap-1 Maneuver 160 528
Stage 1 330
Stage 2 720
Platoon blocked,%
Mov Cap-1 Maneuver 148 528
Mov Cap-2 Maneuver 248
Stage 1 307
Stage 2 720
fi'pproach
HCM Ctrl Dly, s/v 14.82

HCM LOS B
inor Lane/Ma'or Mvmt NBL
Capacity (veh/h) 337
HCM Lane V/C Ratio 0.063
HCM Ctrl Dly (s/v) 10.4
HCM Lane LOS B
HCM 95th %tile Q(veh) 0.2
1000 Gibraltar Dr - LTA
NVS

NBL NBT
4't
43 417
43 417
0 0
Free Free
- None
0 0
96 96
2 2
45 434
Major1
971 0

4.14 2.22
706
706

1.54 NBTEBLn1
- 424
- 0.135

0.6 14.8
A B

0.5 SBT SBR
ti.
920 12
920 12
0 0
Free Free
- None
0 0
96 96
2 2
958 13
Major2
0 SB
0 SBT SBR
1000 Gibraltar Dr- LTA
2026 Build PM
Synchro 12 Report
2026 Build PM

Page 1040 of 1283 ends

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,>
ovement EBL
Lane Configurations ,,
Traffic Volume (veh/h) 7
Future Volume (veh/h) 7
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1885
Adj Flow Rate, veh/h 7
Peak Hour Factor 0.95
Percent Heavy Veh, % 1
Cap, veh/h 0
Arrive On Green 0.00
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Iner Delay (d2), s/veh
Initial Q Delay(d3), s/veh
%ile BackOfQ(95%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 4.6
Change Period (Y+Rc), s 4.5
Max Green Setting (Gmax), s 27.5
Max Q Clear Time (g_c+l1 ), s 2 .1
Green Ext Time (p_c), s 0.0
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+ ..... "f

EBT EBR WBL
.,,
0 146 17
0 146 17
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
0 1885 1885
0 154 18

0.95 0.95 0.95
0 1 1
0 0 23

0.00 0.00 0.02
0 1149

0.0 27
1724

2.1 2.1

0.67 34

0.79 349

1.00 1.00

66.4 41 .7

0.0 2.4
108.1
F
2 4
124.1 7.2

5.0 4.5

35.0 27.5

4.6 4.1

7.3 0.1

8.7 A
~
WBT
4'
0 0
0 1.00

1.00 No
1885
0 0.95
1 0

0.00 0
0 0

0.0 0.0
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0.0
27 108.1
F
5 9.3

4.5 27.5

5.6 0.1
'- ~ t

WBR NBL NBT
,, tf.
9 46 442
9 46 442
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1885 1885 1885
9 48 465

0.95 0.95 0.95
1 1 1
11 63 3080

0.02 0.04 0.88
575 1795 3516
0 48 236
0 1795 1791

0.0 3.6 2.6

0.33 1.00
0 63 1569

0.00 0.76 0.15
0 363 1569

1.00 1.00 1.00

0.00 1.00 1.00

0.0 65.0 1.2

0.0 22.6 0 .2

0.0 0.0 0.0

0.0 3.7 0.8

0.0 87.6 1.4
F A
531

9.2 A
6 119.5

5.0 35.0

26.9 6.8
1000 Gibraltar Dr- LTA
I"
NBR
17 17
0 1.00

1.00 1.00
1885
18 0.95
1 119

0.88 136
247
1861

2.6 2.6

0.07 1630

0.15 1630

1.00 1.00

1.2 0.2

0.0 0.8

1.4 A
2026 Build PM
'-. ~ ,.I

SBL SBT SBR
,, + .,,
1 960 1
1 960 1
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1885 1885 1885
1 1011 1

0.95 0.95 0.95
1 1 1
2 1587 1345

0.00 0.84 0.84
1795 1885 1598
1 1011 1
1795 1885 1598

0.1 24.9 0.0

1.00 1.00
2 1587 1345

0.51 0.64 0.00
363 1587 1345

1.00 1.00 1.00

67.9 3.7 1.7
167.8 2 .0 0 .0

0.0 0.0 0.0

0.2 10.9 0 .0
235.6 5.6 1.7
F A A
1013

5.9 A
Synchro 12 Report
2026 Build PM

Page 1041 of 1283 ends

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
2026 Build PM
ntersection
Int Delay, s/veh 1.7
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 106 0 2
Future Vol, veh/h 0 106 0 2
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 79 79
Heavy Vehicles, % 2 2
Mvmt Flow 0 134
ajar/Minor Major1
Conflicting Flow All 52 0
Stage 1
Stage 2
Critical Hdwy 4.12
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.218
Pot Cap-1 Maneuver 1554
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1554
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 915
HCM Lane V/C Ratio 0.017
HCM Ctrl Dly (s/v) 9
HCM Lane LOS A
HCM 95th %tile Q(veh) 0.1
1000 Gibraltar Dr - LTA
NVS
79 79
2 2
0 3
Major2
0 134
- 4.12
- 2.218
- 1450
- 1450
WB

0.35 EBL EBT
1554
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
23 18 0 0 12 18 0 0
23 18 0 0 12 18 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
79 79 79 79 79 79 79 79
2 2 2 2 2 2 2 2
29 23 0 0 15 23 0 0
Minor1 Minor2
0 0 168 191 134 180 180 41
- 134 134 46 46
34 57 - 134 134
- 7.12 6.52 6.22 7.12 6.52 6.22
- 6.12 5.52 - 6.12 5.52
- 6.12 5.52 - 6.12 5.52
- 3.518 4.018 3.318 3.518 4.018 3.318
- 795 704 915 782 714 1031
- 869 785 - 968 857
- 982 847 - 869 785
- 794 703 915 768 713 1031
- 794 703 - 768 713
- 869 785 - 967 855
- 980 846 - 855 785
NB SB
9 9.83
A A
EBR WBL WBT WBRSBLn1
- 1450 - 768
- 0.002 - 0.03

7.5 9.8
A A
0 0.1
Synchro 12 Report
2026 Build PM

Page 1042 of 1283 ends

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 3.3
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 7 31
Future Vol, veh/h 7 31
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 60 60
Heavy Vehicles, % 2 2
Mvmt Flow 12 52
ajar/Minor Minor1
Conflicting Flow All 275 36
Stage 1 67
Stage 2 208
Critical Hdwy 6.63 6.93
Critical Hdwy Stg 1 5.83
Critical Hdwy Stg 2 5.43
Follow-up Hdwy 3.519 3.319
Pot Cap-1 Maneuver 703 1029
Stage 1 949
Stage 2 826
Platoon blocked,%
Mov Cap-1 Maneuver 678 1029
Mov Cap-2 Maneuver 678
Stage 1 949
Stage 2 796
fi'pproach
HCM Ctrl Dly, s/v 9.11

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
37 6 31 63
37 6 31 63
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
60 60 60 60
2 2 2 2
62 10 52 105
Major1 Major2
0 0 72 0
- 4.13
- 2.219
- 1528
- 1528
SB
0 2.45
NBRWBLn1 SBL SBT
- 939 594
- 0.067 0.034

9.1 7.4 0
A A A

0.2 0.1
1000 Gibraltar Dr- LTA
2026 Build PM
Synchro 12 Report
2026 Build PM

Page 1043 of 1283 ends

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 424
Future Volume (veh/h) 424
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 433
Peak Hour Factor 0.98
Percent Heavy Veh, % 2
Cap, veh/h 466
Arrive On Green 0.13
Sat Flow, veh/h 3456
Grp Volume(v), veh/h 433
Grp Sat Flow(s),veh/h/ln 1728
Q Serve(g_s), s 28.5
Cycle Q Clear(g_c), s 28.5
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 466
V/C Ratio(X) 0.93
Avail Cap(c_a), veh/h 508
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.73
Uniform Delay (d), s/veh 98.4
Iner Delay (d2), s/veh 18.1
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 19.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 116.5
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 37.2
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 30.5
Green Ext Time (p_c), s 0.5
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
1897
1897
0 1.00

1.00 No
1870
1936

0.98 2
3132

0.48 6564
1423
1609

50.3 50.3
2302

0.62 2302

1.00 0.73

44.6 0.9

0.0 26.6

45.5 D
2402

58.6 E
2 92.8

5.8 84.2

33.3 10.7
..... "f

EBR WBL
""
32 93
32 93
0 0

1.00 1.00

1.00 1.00
1870 1870
33 95

0.98 0.98
2 2
53 127

0.48 0.04
112 3456
546 95
1850 1728

50.3 6.3

0.06 1.00
883 127

0.62 0.75
883 361

1.00 1.00

0.73 1.00

44.6 109.7

2.4 8.4

0.0 0.0

30.5 5.4

47.0 118.1
D F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

3.1 61.4

0.0 0 .0

92.1 F
~
WBT
tttl
1133
1133
0 1.00

1.00 No
1870
1156

0.98 2
2433

0.38 6434
1156
1609

31.3 31.3
2433

0.48 2433

1.00 1.00

54.2 0.7

0.0 18.7

54.9 D
1422

58.6 E
5 14.5

6.0 24.0

8.3 0.2
'- ~ t

WBR NBL NBT
.,,
""
ti.
168 19 82
168 19 82
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1945 1870 1870
171 19 84

0.98 0.98 0.98
2 2 2
623 439 498

0.38 0.13 0.28
1648 3456 1777
171 19 84
1648 1728 1777

16.6 1.1 8.2

1.00 1.00
623 439 498

0.27 0.04 0.17
623 439 498

1.00 1.00 1.00

49.6 88.1 62.6

1.1 0 .2 0 .7

0.0 0.0 0.0
11 .5 0 .9 6 .9

50.7 88.3 63.3
D F E
249

67.8 E
6 7 8
115.5 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

52.3 26.2 18.8

19.3 0.0 1.4
1000 Gibraltar Dr- LTA
I"
NBR
143
143
0 1.00

1.00 1.00
1870
146

0.98 2
444

0.28 1585
146
1585

16.8 16.8

1.00 444

0.33 444

1.00 1.00

65.7 2.0

0.0 11 .5

67.6 E
2026 Build PM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
398 172 553
398 172 553
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
406 176 564

0.98 0.98 0.98
2 2 2
364 918 409

0.11 0.26 0.26
3456 3554 1585
406 176 564
1728 1777 1585

24.2 8.9 59.4

1.00 1.00
364 918 409

1.12 0.19 1.38
364 918 409

1.00 1.00 1.00

1.00 1.00 1.00
102.9 66.6 85.3

82.6 0 .5 184.8

0.0 0.0 0.0

22.5 7.4 66.7
185.5 67.0 270.1
F E F
1146
208.9
F
Synchro 12 Report
2026 Build PM

Page 1044 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel 2026 Build PM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 208 1710 249 147 1039 390 140 302 89 614 1233 58 Future Volume (veh/h) 208 1710 249 147 1039 390 140 302 89 614 1233 58 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 212 1745 0 150 1060 398 143 308 0 627 1258 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 244 3448 178 3322 818 171 691 656 1404
Arrive On Green 0.07 0.54 0.00 0.05 0.52 0.52 0.05 0.14 0.00 0.19 0.27 0.00 Sat Flow, veh/h 3456 6434 1585 3456 6434 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 212 1745 0 150 1060 398 143 308 0 627 1258 0 Grp Sat Flow(s),veh/h/ln1728 1609 1585 1728 1609 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 16.4 46.6 0.0 11.6 25.8 43.8 11.1 15.0 0.0 48.5 64.0 0.0 Cycle Q Clear(g_c), s 16.4 46.6 0.0 11.6 25.8 43.8 11.1 15.0 0.0 48.5 64.0 0.0 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 244 3448 178 3322 818 171 691 656 1404 V/C Ratio(X) 0.87 0.51 0.84 0.32 0.49 0.84 0.45 0.96 0.90 Avail Cap(c_a), veh/h 695 3448 312 3322 818 298 1027 685 1594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.49 0.49 0.00 0.79 0.79 0.79 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH24.2 39.9 0.0 126.9 37.8 42.2 127.2 107.4 0.0 108.2 94.2 0.0 Iner Delay (d2), s/veh 4.7 0.3 0 .0 8 .2 0 .2 1 .6 10.2 0 .5 0 .0 23.5 6 .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(95%),veh/lt0.8 23.7 0 .0 8 .9 15.1 24.0 9 .1 11 .0 0 .0 32.2 38.1 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 128.9 40.2 0.0 135.2 38.0 43.8 137.5 107.9 0.0 131.8 100.7 0.0 LnGrp LOS F D F D D F F F F
Approach Vol, veh/h 1957 1608 451 1885
Approach Delay, s/veh 49.8 48.5 117.3 111.0
Approach LOS D D F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), M.8 145.2 57.8 42.2 19.5 150.5 20.1 79.9 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+lfll),-t 45.8 50.5 17.0 13.6 48.6 13.1 66.0 Green Ext Time (p_c), s 0 .7 10.5 0.8 2.1 0.3 20.1 0.3 8.2 Intersection Summa
HCM 7th Control Delay, s/veh 74.1
HCM 7th LOS E
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 Build PM

Page 1045 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel 2026 Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 104 2071 1149 226 976 45 592 57 205 48 134 149 Future Volume (veh/h) 104 2071 1149 226 976 45 592 57 205 48 134 149 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 106 2113 1172 231 996 0 523 172 0 49 137 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 131 2598 806 258 2952 521 293 207 170
Arrive On Green 0.07 0.51 0.51 0.14 0.58 0.00 0.10 0.16 0.00 0.04 0.09 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3563 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 106 2113 1172 231 996 0 523 172 0 49 137 0 Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 8.2 48.6 71.2 17.8 14.3 0.0 14.6 12.0 0.0 3.4 10.1 0.0 Cycle Q Clear(g_c), s 8.2 48.6 71.2 17.8 14.3 0.0 14.6 12.0 0.0 3.4 10.1 0.0 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 131 2598 806 258 2952 521 293 207 170 V/C Ratio(X) 0.81 0.81 1.45 0.90 0.34 1.00 0.59 0.24 0.81 Avail Cap(c_a), veh/h 383 2598 806 387 2952 521 395 325 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.24 0.24 0.24 0.94 0.94 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 63.9 28.8 34.4 58.8 15.5 0.0 54.2 54.9 0.0 54.5 62.5 0.0 Iner Delay (d2), s/veh 3.0 0 .7 205.8 15.5 0 .3 0 .0 40.1 1 .9 0 .0 0 .6 8 .8 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrfi.3 22.3 103.5 13.8 9 .1 0 .0 8.7 9.7 0 .0 2 .9 9 .0 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.9 29.5 240.1 74.3 15.8 0.0 94.3 56.7 0.0 55.1 71.2 0.0 LnGrp LOS E C F E B F E E E
Approach Vol, veh/h 3391 1227 695 186
Approach Delay, s/veh 103.5 26.8 85.0 67.0
Approach LOS F C F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), ts.2 86.7 10.8 27.3 24.9 77.0 20.0 18.1 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 *5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l1K),2l 16.3 5.4 14.0 19.8 73.2 16.6 12.1 Green Ext Time (p_c), s 0 .2 7 .1 0.0 0.7 0.4 0.0 0 .0 0 .6 Intersection Summa
HCM 7th Control Delay, s/veh 82.8
HCM 7th LOS F
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 Build PM

Page 1046 of 1283 ends

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
2026 Build PM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
2026 Build PM

Page 1047 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel 2026 Build PM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 231 2523 191 182 1343 144 305 269 355 257 359 210 Future Volume (veh/h) 231 2523 191 182 1343 144 305 269 355 257 359 210 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 233 2548 0 184 1357 0 308 272 0 260 363 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 278 2832 226 2766 349 593 305 552
Arrive On Green 0.08 0.55 0.00 0.07 0.54 0.00 0.10 0.17 0.00 0.09 0.16 0.00 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 233 2548 0 184 1357 0 308 272 0 260 363 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 12.6 84.3 0.0 10.0 31.5 0.0 16.7 13.1 0.0 14.1 18.3 0.0 Cycle Q Clear(g_c), s 12.6 84.3 0.0 10.0 31.5 0.0 16.7 13.1 0.0 14.1 18.3 0.0 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 278 2832 226 2766 349 593 305 552 V/C Ratio(X) 0.84 0.90 0.82 0.49 0.88 0.46 0.85 0.66
Avail Cap(c_a), veh/h 535 2832 437 2766 437 593 524 552 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 0.88 0.88 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 86.2 37.6 0.0 87.7 27.2 0.0 84.3 71.4 0.0 85.4 75.5 0.0 Iner Delay (d2), s/veh 6.7 5 .1 0 .0 6 .2 0 .6 0 .0 15.9 2 .5 0 .0 6 .7 6 .0 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lril.9 44.9 0.0 8 .0 18.4 0.0 13.0 10.3 0 .0 10.8 13.7 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 92.9 42.7 0.0 93.9 27.7 0.0 100.1 73.9 0.0 92.0 81.5 0.0 LnGrp LOS F D F C F E F F
Approach Vol, veh/h 2781 1541 580 623
Approach Delay, s/veh 46.9 35.6 87.8 85.9
Approach LOS D D F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc),00.9 108.7 23.0 37.4 18.4 111.2 25.2 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+lfl4,& 33.5 16.1 15.1 12.0 86.3 18.7 20.3 Green Ext Time (p_c), s 0 .6 12.4 0.7 1 .0 0.4 2.8 0.5 1.5 Intersection Summa
HCM 7th Control Delay, s/veh 52.5
HCM 7th LOS D
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2026 Build PM

Page 1048 of 1283 ends

D4 - Horizon No-Build Conditions 2040
Limited Transportation Analysis for
Gibraltar Drive, Milpitas, CA
NIVIS

Page 1049 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd 2040 No Build AM .,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 219 1130 35 462 2281 153 41 391 442 185 516 649 Future Volume (veh/h) 219 1130 35 462 2281 153 41 391 442 185 516 649 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 238 1228 0 502 2479 0 45 425 480 201 561 705 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 271 1630 383 1930 58 779 347 168 997 445
Arrive On Green 0.15 0.32 0.00 0.21 0.38 0.00 0.03 0.22 0.22 0.09 0.28 0.28 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 238 1228 0 502 2479 0 45 425 480 201 561 705 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 15.7 25.9 0.0 25.8 45.4 0.0 3.0 12.7 26.3 11.3 16.2 33.7 Cycle Q Clear(g_c), s 15.7 25.9 0.0 25.8 45.4 0.0 3.0 12.7 26.3 11.3 16.2 33.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 271 1630 383 1930 58 779 347 168 997 445 V/C Ratio(X) 0.88 0.75 1.31 1.28 0.77 0.55 1.38 1.20 0.56 1.58 Avail Cap(c_a), veh/h 465 1630 383 1930 197 779 347 168 997 445 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.8 36.6 0.0 47.1 37.3 0.0 57.6 41.6 46.8 54.4 36.9 43.2 Iner Delay (d2), s/veh 9.7 3 .3 0 .0 157.5 132.0 0 .0 19.2 0 .8 188.8 132.8 0 .7 273.7 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(95%),veh/ln 12.2 16.5 0 .0 41 .8 61 .0 0 .0 3 .0 9 .5 43.4 17.8 11.4 72.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.5 39.9 0.0 204.6 169.3 0.0 76.8 42.3 235.7 187.2 37.6 316.8 LnGrp LOS E D F F E D F F D F
Approach Vol, veh/h 1466 2981 950 1467
Approach Delay, s/veh 43.1 175.2 141.7 192.3
Approach LOS D F F F
ifimer - Assi9ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.0 43.0 8.6 38.4 22.9 50.1 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 27.8 27.9 5.0 35.7 17.7 47.4 13.3 28.3 Green Ext Time (p_c), s 0.0 5 .0 0 .0 0 .0 0 .5 0 .0 0 .0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 146.0
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build AM

Page 1050 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd 2040 No Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 258 885 497 113 2265 300 486 292 76 193 302 466 Future Volume (veh/h) 258 885 497 113 2265 300 486 292 76 193 302 466 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 274 941 0 120 2410 0 517 311 81 205 321 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 352 1858 152 1774 721 742 331 661 680
Arrive On Green 0.10 0.36 0.00 0.09 0.35 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 274 941 0 120 2410 0 517 311 81 205 321 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1781 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 8.8 16.4 0.0 7.5 39.6 0.0 15.9 8.7 4.9 5.8 9.2 0.0 Cycle Q Clear(g_c), s 8.8 16.4 0.0 7.5 39.6 0.0 15.9 8.7 4.9 5.8 9.2 0.0 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 352 1858 152 1774 721 742 331 661 680 V/C Ratio(X) 0.78 0.51 0.79 1.36 0.72 0.42 0.24 0.31 0.47 Avail Cap(c_a), veh/h 782 1858 325 1774 721 742 331 661 680 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.0 28.3 0.0 51 .1 37.2 0.0 42.0 39.1 37.6 39.6 41 .0 0.0 Iner Delay (d2), s/veh 3.8 1 .0 0 .0 8 .8 165.1 0 .0 6 .0 1 .7 1 .8 1 .2 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(95%),veh/lrr.1 10.8 0 .0 6 .6 64.0 0 .0 11 .6 7 .0 3 .6 4 .6 7 .5 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.7 29.3 0.0 59.9 202.3 0.0 48.0 40.8 39.4 40.9 43.3 0.0 LnGrp LOS D C E F D D D D D
Approach Vol, veh/h 1215 2530 909 526
Approach Delay, s/veh 34.8 195.6 44.8 42.4
Approach LOS C F D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t3.9 46.1 28.0 26.0 15.8 44.2 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+l'l!),!s 18.4 17.9 11 .2 10.8 41 .6 7.8 10.7 Green Ext Time (p_c), s 0 .2 4 .8 1 .0 1 .3 0.8 0 .0 0 .5 1.7 Intersection Summa
HCM 7th Control Delay, s/veh 115.8
HCM 7th LOS F
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build AM

Page 1051 of 1283 ends

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 11 6
Future Volume (veh/h) 11 6
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1841 1841
Adj Flow Rate, veh/h 12 6
Peak Hour Factor 0.94 0.94
Percent Heavy Veh, % 4 4
Cap, veh/h 95 245
Arrive On Green 0.01 0.24
Sat Flow, veh/h 1753 1030
Grp Volume(v), veh/h 12 0
Grp Sat Flow(s),veh/h/ln1753 0
Q Serve(g_s), s 0.5 0.0
Cycle Q Clear(g_c), s 0.5 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 95 0
V/C Ratio(X) 0.13 0.00
Avail Cap(c_a), veh/h 198 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 32.0 0.0
Iner Delay (d2), s/veh 0.6 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/lr0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.5 0.0
LnGrp LOS C
Approach Vol, veh/h 22
Approach Delay, s/veh 31.5
Approach LOS C
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), i1 .6 40.5
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+Mq,:S 15.7
Green Ext Time (p_c), s 0 .3 2 .3
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 4 336
4 336
0 0

1.00 1.00

1.00 1.00
1841 1841
4 357

0.94 0.94
4 4
163 520

0.24 0.07
687 1753
10 357
1717 1753

0.5 7.5

0.40 1.00
408 520

0.02 0.69
508 520

1.00 1.00

30.1 31 .1

0.0 3 .8

0.0 0 .0

0.3 8 .1

30.2 34.9
C C
3 4

12.0 29.0

4.5 4 .5

7.5 30.5

9.5 2.5

0.0 0 .0

50.1 D
~
'-

WBT WBR
f.
45 439
45 439
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
48 467

0.94 0.94
4 4
44 425

0.30 0.30
147 1435
0 515
0 1582

0.0 30.5

0.91 0 469

0.00 1.10
0 469

1.00 1.00

0.00 1.00

0.0 36.3

0.0 71 .2

0.0 0.0

0.0 29.5

0.0 107.5
F
872

77.8 E
5 6

5.7 56.4

4.0 5.0

16.0 31 .0

2.8 9.3

0.0 2.3
~ t ~

NBL NBT NBR
11 tt+
13 391 148
13 391 148
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
14 416 157

0.94 0.94 0.94
4 4 4
28 858 320

0.02 0.34 0.34
1753 2492 930
14 291 282
1753 1749 1673

0.8 13.5 13.7

1.00 0.56
28 602 576

0.50 0.48 0.49
272 602 576

1.00 1.00 1.00

50.3 26.6 26.6

13.0 2 .8 3 .0

0.0 0.0 0.0

0.8 9 .8 9 .6

63.3 29.3 29.6
E C C
587

30.3 C
7 8

6.0 35.0

4.5 4.5

7.5 30.5

2.5 32.5

0.0 0 .0
'. !

SBL SBT
11 tt+
250 345
250 345
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
266 367

0.94 0.94
4 4
299 1500

0.17 0.50
1753 3005
266 212
1753 1749

15.3 7.1

1.00 299 873

0.89 0.24
374 873

1.00 1.00

41.7 14.7

18.9 0 .7

0.0 0.0

12.6 5 .1

60.7 15.4
E B
694

32.8 C
1000 Gibraltar Dr- LTA
..,,
SBR
57 57
0 1.00

1.00 1.00
1841
61 0.94
4 247

0.50 495
216
1752

7.3 7.3

0.28 874

0.25 874

1.00 1.00

14.7 0.7

0.0 5.2

15.4 B
2040 No Build AM
Synchro 12 Report
2040 No Build AM

Page 1052 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave 2040 No Build AM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 42 0 21 0 592 89 47 613 0
Future Volume (veh/h) 0 0 0 42 0 21 0 592 89 47 613 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 Adj Flow Rate, veh/h 0 0 0 45 0 22 0 630 95 50 652 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 6 6 6 6 6 6 6 6 6
Cap, veh/h 0 105 0 122 1 27 2 2256 340 68 2878 0
Arrive On Green 0.00 0.00 0.00 0.06 0.00 0.06 0.00 0.75 0.75 0.04 0.84 0.00 Sat Flow, veh/h 0 1811 0 943 15 468 1725 2999 451 1725 3532 0 Grp Volume(v), veh/h 0 0 0 67 0 0 0 361 364 50 652 0
Grp Sat Flow(s),veh/h/ln 0 1811 0 1426 0 0 1725 1721 1730 1725 1721 0 Q Serve(g_s), s 0.0 0.0 0.0 4.1 0.0 0.0 0.0 5.9 5.9 2.6 3.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.2 0.0 0.0 0.0 5.9 5.9 2.6 3.4 0.0 Prop In Lane 0.00 0.00 0.67 0.33 1.00 0.26 1.00 0.00
Lane Grp Cap(c), veh/h 0 105 0 150 0 0 2 1295 1302 68 2878 0 V/C Ratio(X) 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.28 0.28 0.73 0.23 0.00 Avail Cap(c_a), veh/h 0 322 0 470 0 0 307 1295 1302 307 2878 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 41 .9 0.0 0.0 0.0 3.5 3.5 42.7 1.5 0.0 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 2 .1 0 .0 0 .0 0 .0 0 .5 0 .5 13.9 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(95%),veh/lrO.0 0.0 0 .0 2 .7 0 .0 0 .0 0 .0 2.7 2.7 2.4 0.7 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 44.0 0.0 0.0 0.0 4.0 4.0 56.6 1.7 0.0 LnGrp LOS D A A E A
Approach Vol, veh/h 0 67 725 702
Approach Delay, s/veh 0.0 44.0 4.0 5.6
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.6 72.7 9.7 0.0 80.3 9.7
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+l'14,& 7.9 0.0 0.0 5.4 6.2
Green Ext Time (p_c), s 0 .1 4 .5 0.0 0 .0 4.5 0 .2
Intersection Summa
HCM 7th Control Delay, s/veh 6.6
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build AM

Page 1053 of 1283 ends

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,,;.
~
ovement EBL EBT
Lane Configurations 11
Traffic Volume (veh/h) 7 0
Future Volume (veh/h) 7 0
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1811 0
Adj Flow Rate, veh/h 8 0
Peak Hour Factor 0.83 0.83
Percent Heavy Veh, % 6 0
Cap, veh/h 0 0
Arrive On Green 0.00 0.00
Sat Flow, veh/h 0
Grp Volume(v), veh/h 0.0
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Iner Delay (d2), s/veh
Initial Q Delay(d3), s/veh
%ile BackOfQ(95%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), s5.4 124.2
Change Period (Y+Rc), s 4.5 5.0
Max Green Setting (Gmai7,.5 35.0
Max Q Clear Time (g_c+l'Q,& 7.3
Green Ext Time (p_c), s 0 .0 13.2
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f
~
'-

EBR WBL WBT WBR
.,, 4'
21 11 0 3
21 11 0 3
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1811 1811 1811 1811
25 13 0 4

0.83 0.83 0.83 0.83
6 6 6 6
0 18 0 5

0.00 0.01 0.00 0.01
1282 0 394
17 0 0
1676 0 0

1.4 0.0 0.0

0.76 0.24
23 0 0

0.73 0.00 0.00
339 0 0

1.00 1.00 1.00

1.00 0.00 0.00

66.8 0.0 0.0

46.1 0 .0 0 .0

0.0 0.0 0.0

1.6 0 .0 0 .0
112.9 0.0 0.0
F
17 112.9
F
4 5 6

6.4 27.5 102.1

4.5 4.5 5.0

27.5 27.5 35.0

3.4 22.5 31 .9

0.1 0.5 2.3

18.2 B
~ t ~ '.

NBL NBT NBR SBL
11 tt+ 11
220 684 17 6
220 684 17 6
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1811 1811 1811 1811
265 824 20 7

0.83 0.83 0.83 0.83
6 6 6 6
292 3009 73 12

0.17 0.88 0.88 0.01
1725 3433 83 1725
265 413 431 7
1725 1721 1796 1725

20.5 5.3 5.3 0.6

1.00 0.05 1.00
292 1508 1574 12

0.91 0.27 0.27 0.59
349 1508 1574 349

1.00 1.00 1.00 1.00

55.4 1.4 1.4 67.3

25.1 0.4 0.4 53.2

0.0 0.0 0.0 0.0

16.2 1 .7 1 .7 0 .7

80.6 1.8 1.8 120.6

F A A F
1109

20.6 C
!
SBT
t
653
653
0 1.00

1.00 No
1811
787

0.83 6
1293

0.71 1811
787
1811

29.9 29.9
1293

0.61 1293

1.00 1.00

9.9 2.1

0.0 16.7

12.0 B
801

12.9 B
1000 Gibraltar Dr- LTA
..,,
SBR
.,,
6 6
0 1.00

1.00 1.00
1811
7 0.83
6 1096

0.71 1535
7 1535

0.2 0.2

1.00 1096

0.01 1096

1.00 1.00

5.6 0.0

0.0 0.1

5.6 A
2040 No Build AM
Synchro 12 Report
2040 No Build AM

Page 1054 of 1283 ends

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
2040 No Build AM
ntersection
Int Delay, s/veh 0.8
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 17 1 17
Future Vol, veh/h 0 17 1 17
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 83 83
Heavy Vehicles, % 7 7
Mvmt Flow 0 20
ajar/Minor Major1
Conflicting Flow All 181 0
Stage 1
Stage 2
Critical Hdwy 4.17
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.263
Pot Cap-1 Maneuver 1365
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1365
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 1042
HCM Lane V/C Ratio 0.003
HCM Ctrl Dly (s/v) 8.5
HCM Lane LOS A
HCM 95th %tile Q(veh) 0
1000 Gibraltar Dr - LTA
NVS
83 83
7 7
1 20
Major2
0 22
- 4.17
- 2.263
- 1562
- 1562
WB

0.75 EBL EBT
1365
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
150 0 0 0 3 0 0 0
150 0 0 0 3 0 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
83 83 83 83 83 83 83 83
7 7 7 7 7 7 7 7
181 0 0 0 4 0 0 0
Minor1 Minor2
0 0 243 243 21 242 243 181
21 21 - 222 222
- 222 222 20 22
- 7.17 6.57 6.27 7.17 6.57 6.27
- 6.17 5.57 - 6.17 5.57
- 6.17 5.57 - 6.17 5.57
- 3.563 4.063 3.363 3.563 4.063 3.363
- 701 650 1042 701 650 849
- 985 868 - 770 711
- 770 711 - 985 867
- 691 641 1042 689 640 849
- 691 641 - 689 640
- 985 868 - 758 700
- 758 700 - 982 867
NB SB

8.47 0
A A
EBR WBL WBT WBRSBLn1
- 1562
- 0.013

7.3 0
A A
0 Synchro 12 Report
2040 No Build AM

Page 1055 of 1283 ends

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 0
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 0 0
Future Vol, veh/h 0 0
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 80 80
Heavy Vehicles, % 6 6
Mvmt Flow 0 0
ajar/Minor Minor1
Conflicting Flow All 191 66
Stage 1 131
Stage 2 60
Critical Hdwy 6.69 6.99
Critical Hdwy Stg 1 5.89
Critical Hdwy Stg 2 5.49
Follow-up Hdwy 3.557 3.357
Pot Cap-1 Maneuver 778 973
Stage 1 871
Stage 2 951
Platoon blocked,%
Mov Cap-1 Maneuver 778 973
Mov Cap-2 Maneuver 778
Stage 1 871
Stage 2 951
fi'pproach
HCM Ctrl Dly, s/v 0

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
105 0 0 48
105 0 0 48
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
80 80 80 80
6 6 6 6
131 0 0 60
Major1 Major2
0 0 131 0
- 4.19
- 2.257
- 1426
- 1426
SB
0 0
NBRWBLn1 SBL SBT
- 1426
0 0
A A
0 1000 Gibraltar Dr- LTA
2040 No Build AM
Synchro 12 Report
2040 No Build AM

Page 1056 of 1283 ends

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 391
Future Volume (veh/h) 391
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1841
Adj Flow Rate, veh/h 412
Peak Hour Factor 0.95
Percent Heavy Veh, % 4
Cap, veh/h 446
Arrive On Green 0.13
Sat Flow, veh/h 3401
Grp Volume(v), veh/h 412
Grp Sat Flow(s),veh/h/ln 1700
Q Serve(g_s), s 27.5
Cycle Q Clear(g_c), s 27.5
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 446
V/C Ratio(X) 0.92
Avail Cap(c_a), veh/h 500
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.81
Uniform Delay (d), s/veh 98.8
Iner Delay (d2), s/veh 18.6
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 18.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 117.4
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 36.4
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 29.5
Green Ext Time (p_c), s 0.6
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
1133
1133
0 1.00

1.00 No
1841
1193

0.95 4
3014

0.46 6513
870
1583

27.7 27.7
2198

0.40 2198

1.00 0.81

40.6 0.4

0.0 15.9

41.1 D
1617

60.7 E
2 93.6

5.8 84.2

89.8 0.0
..... "f

EBR WBL
""
11 134
11 134
0 0

1.00 1.00

1.00 1.00
1841 1841
12 141

0.95 0.95
4 4
30 174

0.46 0.05
65 3401
335 141
1829 1700

27.7 9.4

0.04 1.00
847 174

0.40 0.81
847 355

1.00 1.00

0.81 1.00

40.6 108.0

1.1 8 .8

0.0 0.0

18.2 7 .9

41.8 116.8
D F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

3.0 61.4

0.0 0 .0
241.5
F
~
WBT
tttl
3688
3688
0 1.00

1.00 No
1841
3882

0.95 4
2418

0.38 6332
3882
1583

87.8 87.8
2418

1.61 2418

1.00 1.00
71 .1
274.3

0.0 124.0
345.3
F
4488
309.6
F
5 17.7

6.0 24.0
11 .4

0.3 '- ~ t

WBR NBL NBT
.,,
""
ti.
442 16 100
442 16 100
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1914 1841 1841
465 17 105

0.95 0.95 0.95
4 4 4
620 432 490

0.38 0.13 0.28
1622 3401 1749
465 17 105
1622 1700 1749

57.1 1.0 10.6

1.00 1.00
620 432 490

0.75 0.04 0.21
620 432 490

1.00 1.00 1.00

1.00 1.00 1.00
61 .6 88.1 63.4

8.1 0 .2 1 .0

0.0 0.0 0.0

33.1 0 .8 8 .5

69.7 88.3 64.4
E F E
326

70.5 E
6 7 8
112.3 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

29.7 13.3 26.9

9.6 0.4 1.9
1000 Gibraltar Dr- LTA
I"
NBR
194
194
0 1.00

1.00 1.00
1841
204

0.95 4
437

0.28 1560
204
1560

24.9 24.9

1.00 437

0.47 437

1.00 1.00

68.6 3.6

0.0 15.7

72.1 E
2040 No Build AM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
168 83 615
168 83 615
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
177 87 647

0.95 0.95 0.95
4 4 4
358 903 403

0.11 0.26 0.26
3401 3497 1560
177 87 647
1700 1749 1560

11.3 4.4 59.4

1.00 1.00
358 903 403

0.49 0.10 1.61
358 903 403

1.00 1.00 1.00

97.1 64.9 85.3

4.8 0.2 284.1

0.0 0.0 0.0

9.0 3 .6 84.9
101.9 65.1 369.4
F E F
911
288.3
F
Synchro 12 Report
2040 No Build AM

Page 1057 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel 2040 No Build AM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 224 998 83 72 2632 1607 215 990 90 596 307 42 Future Volume (veh/h) 224 998 83 72 2632 1607 215 990 90 596 307 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 233 1040 0 75 2742 1674 224 1031 0 621 320 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 266 3109 101 2800 690 250 1011 649 1596
Arrive On Green 0.08 0.49 0.00 0.03 0.44 0.44 0.07 0.20 0.00 0.19 0.32 0.00 Sat Flow, veh/h 3401 6332 1560 3401 6332 1560 3401 5025 1560 3401 5025 1560 Grp Volume(v), veh/h 233 1040 0 75 2742 1674 224 1031 0 621 320 0 Grp Sat Flow(s),veh/h/ln1700 1583 1560 1700 1583 1560 1700 1675 1560 1700 1675 1560 Q Serve(g_s), s 18.3 27.0 0.0 5.9 115.0 119.4 17.6 54.3 0.0 48.8 12.5 0.0 Cycle Q Clear(g_c), s 18.3 27.0 0.0 5.9 115.0 119.4 17.6 54.3 0.0 48.8 12.5 0.0 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 266 3109 101 2800 690 250 1011 649 1596 V/C Ratio(X) 0.88 0.33 0.74 0.98 2.43 0.89 1.02 0.96 0.20 Avail Cap(c_a), veh/h 684 3109 307 2800 690 293 1011 674 1596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.00 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH23.2 41.9 0.0 130.0 74.1 75.3 124.0 107.8 0.0 108.1 67.2 0.0 Iner Delay (d2), s/veh 8.1 0 .3 0 .0 1 .0 2 .2 642.4 25.1 33.5 0 .0 24.1 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(95%),veh/lt8.0 15.9 0 .0 3 .5 50.1 260.1 13.7 35.9 0 .0 32.0 9 .3 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 131.3 42.1 0.0 130.9 76.3 717.7 149.1 141.3 0.0 132.3 67.2 0.0 LnGrp LOS F D F E F F F F E
Approach Vol, veh/h 1273 4491 1255 941
Approach Delay, s/veh 58.4 316.3 142.7 110.1
Approach LOS E F F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc).~.8 125.2 58.0 60.0 13.6 138.4 26.6 91.4 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+t!K),:S 121.4 50.8 56.3 7.9 29.0 19.6 14.5 Green Ext Time (p_c), s 0 .8 0.0 0.7 0.0 0.2 8.5 0.2 2 .2 Intersection Summa
HCM 7th Control Delay, s/veh 223.3
HCM 7th LOS F
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build AM

Page 1058 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel 2040 No Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 70 993 869 112 2514 158 1255 96 154 69 100 420 Future Volume (veh/h) 70 993 869 112 2514 158 1255 96 154 69 100 420 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 72 1024 896 115 2592 0 1365 0 0 71 103 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 92 2975 924 140 3101 770 0 243 133
Arrive On Green 0.05 0.59 0.59 0.08 0.62 0.00 0.10 0.00 0.00 0.05 0.07 0.00 Sat Flow, veh/h 1753 5025 1560 1753 5025 1560 5259 0 1560 1753 1841 1560 Grp Volume(v), veh/h 72 1024 896 115 2592 0 1365 0 0 71 103 0 Grp Sat Flow(s),veh/h/ln1753 1675 1560 1753 1675 1560 1753 0 1560 1753 1841 1560 Q Serve(g_s), s 5.7 14.6 77.1 9.0 57.1 0.0 14.6 0.0 0.0 5.2 7.7 0.0 Cycle Q Clear(g_c), s 5.7 14.6 77.1 9.0 57.1 0.0 14.6 0.0 0.0 5.2 7.7 0.0 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 92 2975 924 140 3101 770 0 243 133 V/C Ratio(X) 0.78 0.34 0.97 0.82 0.84 1.77 0.00 0.29 0.77 Avail Cap(c_a), veh/h 377 2975 924 381 3101 770 0 337 390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 0.09 0.09 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.5 14.6 27.4 63.4 21.2 0.0 56.0 0.0 0.0 55.9 63.8 0 .0 Iner Delay (d2), s/veh 10.1 0 .2 19.1 1 .1 0 .3 0 .0 353.4 0.0 0 .0 0 .7 9 .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(95%),veh/lrfi.0 8.6 40.7 5 .0 22.5 0 .0 42.7 0.0 0 .0 4 .3 7 .2 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 75.6 14.9 46.5 64.6 21.5 0.0 409.5 0.0 0.0 56.6 72.8 0.0 LnGrp LOS E B D E C F E E
Approach Vol, veh/h 1992 2707 1365 174
Approach Delay, s/veh 31.3 23.3 409.5 66.2
Approach LOS C C F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t2.2 92.2 12.5 23.0 15.8 88.7 20.0 15.6 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 * 5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l~,s 59.1 7.2 0.0 11.0 79.1 16.6 9.7 Green Ext Time (p_c), s 0 .1 0.0 0.1 0.0 0.2 0.0 0 .0 0 .5 Intersection Summa
HCM 7th Control Delay, s/veh 111.5
HCM 7th LOS F
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build AM

Page 1059 of 1283 ends

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
2040 No Build AM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
2040 No Build AM

Page 1060 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel 2040 No Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 225 1484 414 246 3734 141 728 250 250 214 291 663 Future Volume (veh/h) 225 1484 414 246 3734 141 728 250 250 214 291 663 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 239 1579 0 262 3972 0 774 266 0 228 310 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 283 2564 304 2605 433 709 272 547
Arrive On Green 0.08 0.51 0.00 0.09 0.51 0.00 0.13 0.20 0.00 0.08 0.16 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 239 1579 0 262 3972 0 774 266 0 228 310 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 13.1 42.5 0.0 14.3 97.7 0.0 24.0 12.4 0.0 12.5 15.5 0.0 Cycle Q Clear(g_c), s 13.1 42.5 0.0 14.3 97.7 0.0 24.0 12.4 0.0 12.5 15.5 0.0 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 283 2564 304 2605 433 709 272 547 V/C Ratio(X) 0.84 0.62 0.86 1.52 1.79 0.38 0.84 0.57
Avail Cap(c_a), veh/h 530 2564 433 2605 433 709 520 547 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 0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 85.9 33.7 0.0 85.4 46.1 0.0 83.0 65.6 0.0 86.3 74.3 0.0 Iner Delay (d2), s/veh 6.8 1 .1 0 .0 1 .2 236.4 0.0 363.5 1 .5 0 .0 6 .8 4.2 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(95%),veh/lt0.1 24.3 0.0 7 .6 135.3 0 .0 50.7 9.7 0 .0 9 .8 11 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 92.7 34.8 0.0 86.7 282.5 0.0 446.5 67.1 0.0 93.0 78.5 0.0 LnGrp LOS F C F F F E F E
Approach Vol, veh/h 1818 4234 1040 538
Approach Delay, s/veh 42.4 270.4 349.4 84.7
Approach LOS D F F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc),i1.3 103.5 21.3 43.9 22.8 102.0 30.0 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+lfl!), t 99.7 14.5 14.4 16.3 44.5 26.0 17.5 Green Ext Time (p_c), s 0 .6 0.0 0 .6 1.1 0.5 15.4 0.0 1.4 Intersection Summa
HCM 7th Control Delay, s/veh 213.8
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build AM

Page 1061 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd 2040 No Build PM .,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 253 2271 32 357 1318 198 69 517 998 263 360 307 Future Volume (veh/h) 253 2271 32 357 1318 198 69 517 998 263 360 307 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 258 2317 0 364 1345 0 70 528 1018 268 367 313 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 291 1643 386 1893 90 785 350 169 942 420
Arrive On Green 0.16 0.32 0.00 0.21 0.37 0.00 0.05 0.22 0.22 0.09 0.26 0.26 Sat Flow, veh/h 1795 5147 1598 1795 5147 1598 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 258 2317 0 364 1345 0 70 528 1018 268 367 313 Grp Sat Flow(s),veh/h/ln 1795 1716 1598 1795 1716 1598 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 16.9 38.3 0.0 24.0 26.8 0.0 4.6 16.2 26.3 11.3 10.1 21.5 Cycle Q Clear(g_c), s 16.9 38.3 0.0 24.0 26.8 0.0 4.6 16.2 26.3 11.3 10.1 21.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 291 1643 386 1893 90 785 350 169 942 420 V/C Ratio(X) 0.89 1.41 0.94 0.71 0.78 0.67 2.91 1.59 0.39 0.74 Avail Cap(c_a), veh/h 468 1643 386 1893 199 785 350 169 942 420 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.2 40.8 0.0 46.4 32.5 0.0 56.3 42.9 46.8 54.3 36.3 40.5 Iner Delay (d2), s/veh 11 .6 188.4 0.0 31 .5 2 .3 0 .0 13.1 2 .3 866.1 289.6 0 .3 7 .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(95%),veh/ln 13.2 66.9 0 .0 19.9 16.7 0 .0 4 .3 11 .8 148.3 29.7 7 .9 14.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 229.3 0.0 77.9 34.7 0.0 69.4 45.2 912.9 343.9 36.6 47.6 LnGrp LOS E F E C E D F F D D
Approach Vol, veh/h 2575 1709 1616 948
Approach Delay, s/veh 212.4 43.9 592.9 127.1
Approach LOS F D F F
ifimer - Assi9ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.0 43.0 10.7 36.3 24.2 48.8 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 26.0 40.3 6.6 23.5 18.9 28.8 13.3 28.3 Green Ext Time (p_c), s 0.0 0 .0 0.1 1 .0 0.6 1.2 0.0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 248.3
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build PM

Page 1062 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd 2040 No Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 560 2022 910 175 1344 277 447 376 160 286 451 353 Future Volume (veh/h) 560 2022 910 175 1344 277 447 376 160 286 451 353 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 589 2128 0 184 1415 0 471 396 168 301 475 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 667 1692 216 1326 727 748 334 666 685
Arrive On Green 0.19 0.33 0.00 0.12 0.26 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3483 5147 1598 1795 5147 1598 3483 3582 1598 3483 3582 1598 Grp Volume(v), veh/h 589 2128 0 184 1415 0 471 396 168 301 475 0 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1795 1716 1598 1742 1791 1598 1742 1791 1598 Q Serve(g_s), s 18.8 37.5 0.0 11.5 29.4 0.0 14.1 11.2 10.6 8.7 14.1 0.0 Cycle Q Clear(g_c), s 18.8 37.5 0.0 11.5 29.4 0.0 14.1 11.2 10.6 8.7 14.1 0.0 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 667 1692 216 1326 727 748 334 666 685 V/C Ratio(X) 0.88 1.26 0.85 1.07 0.65 0.53 0.50 0.45 0.69 Avail Cap(c_a), veh/h 788 1692 328 1326 727 748 334 666 685 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.8 38.3 0.0 49.1 42.3 0.0 41.3 40.1 39.9 40.8 43.0 0.0 Iner Delay (d2), s/veh 10.3 120.9 0 .0 12.6 44.8 0.0 4.4 2.7 5 .3 2.2 5.7 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lt8.7 50.0 0 .0 9 .7 25.3 0 .0 10.5 8 .8 8 .1 7 .0 10.9 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.1 159.2 0.0 61.7 87.1 0.0 45.7 42.8 45.2 43.0 48.7 0.0 LnGrp LOS E F E F D D D D D
Approach Vol, veh/h 2717 1599 1035 776
Approach Delay, s/veh 136.6 84.2 44.5 46.5
Approach LOS F F D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t7.9 42.1 28.0 26.0 26.0 34.0 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+l1Q,!s 39.5 16.1 16.1 20.8 31.4 10.7 13.2 Green Ext Time (p_c), s 0 .3 0.0 1.1 1 .4 1 .1 0.0 0 .8 2.2 Intersection Summa
HCM 7th Control Delay, s/veh 96.0
HCM 7th LOS F
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build PM

Page 1063 of 1283 ends

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 59 41
Future Volume (veh/h) 59 41
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 60 42
Peak Hour Factor 0.98 0.98
Percent Heavy Veh, % 2 2
Cap, veh/h 175 198
Arrive On Green 0.04 0.14
Sat Flow, veh/h 1781 1429
Grp Volume(v), veh/h 60 0
Grp Sat Flow(s),veh/h/ln1781 0
Q Serve(g_s), s 2.9 0.0
Cycle Q Clear(g_c), s 2.9 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 175 0
V/C Ratio(X) 0.34 0.00
Avail Cap(c_a), veh/h 234 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 36.6 0.0
Iner Delay (d2), s/veh 1.2 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/lr£.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.8 0.0
LnGrp LOS D
Approach Vol, veh/h 113
Approach Delay, s/veh 38.7
Approach LOS D
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), ~.0 46.2
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+04,is 15.6
Green Ext Time (p_c), s 0 .0 2 .5
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 11 272
11 272
0 0

1.00 1.00

1.00 1.00
1870 1870
11 278

0.98 0.98
2 2
52 352

0.14 0.07
374 1781
53 278
1803 1781

2.7 7.5

0.21 1.00
250 352

0.21 0.79
534 352

1.00 1.00

39.4 39.5

0.4 11 .6

0.0 0 .0

2.1 7 .5

39.8 51.1
D D
3 4

12.0 18.8

4.5 4 .5

7.5 30.5

9.5 4.7

0.0 0.2

65.4 E
~
'-

WBT WBR
f.
10 219
10 219
0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870
10 223

0.98 0.98
2 2
12 262

0.17 0.17
68 1527
0 233
0 1595

0.0 14.6

0.96 0 274

0.00 0.85
0 472

1.00 1.00

0.00 1.00

0.0 41.4

0.0 7 .3

0.0 0.0

0.0 10.2

0.0 48.7
D
511

50.0 D
5 6

0.0 72.2

4.0 5.0

16.0 31 .0

0.0 14.4

0.0 5.2
~ t ~ '.

NBL NBT NBR SBL
11 tt+ 11
0 408 198 519
0 408 198 519
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1870 1870 1870 1870
0 416 202 530

0.98 0.98 0.98 0.98
2 2 2 2
2 932 447 380

0.00 0.40 0.40 0.21
1781 2328 1118 1781
0 316 302 530
1781 1777 1669 1781

0.0 13.4 13.6 22.0

1.00 0.67 1.00
2 711 668 380

0.00 0.44 0.45 1.39
277 711 668 380

1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00

0.0 22.5 22.6 40.5

0.0 2 .0 2 .2 192.3

0.0 0.0 0.0 0.0

0.0 9 .6 9 .3 45.0

0.0 24.6 24.8 232.8
C C F
618

24.7 C
7 8

8.6 22.2

4.5 4.5

7.5 30.5

4.9 16.6

0.0 1.1
!
SBT
tt+
914
914
0 1.00

1.00 No
1870
933

0.98 2
2360

0.65 3615
459
1777

12.4 12.4
1160

0.40 1160

1.00 1.00

8.4 1.0

0.0 7.8

9.4 A
1470

89.9 F
1000 Gibraltar Dr- LTA
..,,
SBR
7 7
0 1.00

1.00 1.00
1870
7 0.98
2 18

0.65 27
481
1865

12.4 12.4

0.01 1218

0.40 1218

1.00 1.00

8.4 1.0

0.0 8.1

9.3 A
2040 No Build PM
Synchro 12 Report
2040 No Build PM

Page 1064 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave 2040 No Build PM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 109 0 34 0 558 34 34 1184 0 Future Volume (veh/h) 0 0 0 109 0 34 0 558 34 34 1184 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0 0 0 112 0 35 0 575 35 35 1221 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 231 0 206 2 43 2 2362 144 58 2739 0
Arrive On Green 0.00 0.00 0.00 0.12 0.00 0.12 0.00 0.69 0.69 0.03 0.77 0.00 Sat Flow, veh/h 0 1870 0 1093 19 347 1781 3403 207 1781 3647 0 Grp Volume(v), veh/h 0 0 0 147 0 0 0 300 310 35 1221 0
Grp Sat Flow(s),veh/h/ln 0 1870 0 1459 0 0 1781 1777 1833 1781 1777 0 Q Serve(g_s), s 0.0 0.0 0.0 8.7 0.0 0.0 0.0 5.6 5.6 1.7 10.8 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 8.8 0.0 0.0 0.0 5.6 5.6 1.7 10.8 0.0 Prop In Lane 0.00 0.00 0.76 0.24 1.00 0.11 1.00 0.00
Lane Grp Cap(c), veh/h 0 231 0 251 0 0 2 1233 1272 58 2739 0 V/C Ratio(X) 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.24 0.24 0.61 0.45 0.00 Avail Cap(c_a), veh/h 0 333 0 483 0 0 317 1233 1272 317 2739 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 38.4 0.0 0.0 0.0 5.1 5.1 43.0 3.6 0 .0 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 2.2 0.0 0 .0 0 .0 0 .5 0 .5 9 .8 0 .5 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrO.0 0.0 0 .0 5 .8 0 .0 0 .0 0 .0 3 .1 3 .2 1 .6 4.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 40.6 0.0 0.0 0.0 5.5 5.5 52.8 4.1 0.0 LnGrp LOS D A A D A
Approach Vol, veh/h 0 147 610 1256
Approach Delay, s/veh 0.0 40.6 5.5 5.5
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.9 67.5 15.6 0.0 74.4 15.6
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+lt),s 7.6 0.0 0.0 12.8 10.8
Green Ext Time (p_c), s 0 .0 3.6 0 .0 0 .0 9 .0 0 .6
Intersection Summa
HCM 7th Control Delay, s/veh 8.1
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build PM

Page 1065 of 1283 ends

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,,;.
~
ovement EBL EBT
Lane Configurations 11
Traffic Volume (veh/h) 10 0
Future Volume (veh/h) 10 0
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1885 0
Adj Flow Rate, veh/h 11 0
Peak Hour Factor 0.95 0.95
Percent Heavy Veh, % 1 0
Cap, veh/h 0 0
Arrive On Green 0.00 0.00
Sat Flow, veh/h 0
Grp Volume(v), veh/h 0.0
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Iner Delay (d2), s/veh
Initial Q Delay(d3), s/veh
%ile BackOfQ(95%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), s4.6 122.8
Change Period (Y+Rc), s 4.5 5.0
Max Green Setting (Gmai7,.5 35.0
Max Q Clear Time (g_c+l'Q, t 5.7
Green Ext Time (p_c), s 0 .0 9.5
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f
~
'-

EBR WBL WBT WBR
.,, 4'
171 24 0 13
171 24 0 13
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1885 1885 1885 1885
180 25 0 14

0.95 0.95 0.95 0.95
1 1 1 1
0 33 0 18

0.00 0.03 0.00 0.03
1102 0 617
39 0 0
1719 0 0

3.1 0.0 0.0

0.64 0.36
51 0 0

0.76 0.00 0.00
348 0 0

1.00 1.00 1.00

1.00 0.00 0.00

65.5 0.0 0.0

27.7 0 .0 0 .0

0.0 0.0 0.0

3.1 0 .0 0 .0

93.2 0.0 0.0
F
39 93.2
F
4 5 6

8.5 7.8 119.7

4.5 4.5 5.0

27.5 27.5 35.0

5.1 4.5 57.7

0.2 0 .1 0.0

12.1 B
~ t ~ '.

NBL NBT NBR SBL
11 tt+ 11
31 564 24 1
31 564 24 1
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1885 1885 1885 1885
33 594 25 1

0.95 0.95 0.95 0.95
1 1 1 1
43 3034 128 2

0.02 0.87 0.87 0.00
1795 3502 147 1795
33 303 316 1
1795 1791 1859 1795

2.5 3.7 3.7 0.1

1.00 0.08 1.00
43 1551 1610 2

0.77 0.20 0.20 0.51
363 1551 1610 363

1.00 1.00 1.00 1.00

66.0 1.5 1.5 67.9

32.6 0 .3 0 .3 167.8

0.0 0.0 0.0 0.0

2.7 1.3 1.4 0.2

98.6 1.7 1.7 235.6

F A A F
652

6.6 A
!
SBT
t
1296
1296
0 1.00

1.00 No
1885
1364

0.95 1
1590

0.84 1885
1364
1885

55.7 55.7
1590

0.86 1590

1.00 1.00

6.0 6.2

0.0 21 .9

12.3 B
1366

12.4 B
1000 Gibraltar Dr- LTA
..,,
SBR
.,,
1 1
0 1.00

1.00 1.00
1885
1 0.95
1 1347

0.84 1598
1 1598

0.0 0.0

1.00 1347

0.00 1347

1.00 1.00

1.7 0.0

0.0 0.0

1.7 A
2040 No Build PM
Synchro 12 Report
2040 No Build PM

Page 1066 of 1283 ends

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
2040 No Build PM
ntersection
Int Delay, s/veh
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 140 0 3
Future Vol, veh/h 0 140 0 3
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 79 79
Heavy Vehicles, % 2 2
Mvmt Flow 0 177
ajar/Minor Major1
Conflicting Flow All 30 0
Stage 1
Stage 2
Critical Hdwy 4.12
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.218
Pot Cap-1 Maneuver 1582
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1582
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 866
HCM Lane V/C Ratio 0.025
HCM Ctrl Dly (s/v) 9.3
HCM Lane LOS A
HCM 95th %tile Q(veh) 0.1
1000 Gibraltar Dr - LTA
NVS
79 79
2 2
0 4
Major2
0 177
- 4.12
- 2.218
- 1399
- 1399
WB

0.84 EBL EBT
1582
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
24 0 0 0 17 0 0 0
24 0 0 0 17 0 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
79 79 79 79 79 79 79 79
2 2 2 2 2 2 2 2
30 0 0 0 22 0 0 0
Minor1 Minor2
0 0 215 215 177 215 215 30
- 177 177 38 38
38 38 - 177 177
- 7.12 6.52 6.22 7.12 6.52 6.22
- 6.12 5.52 - 6.12 5.52
- 6.12 5.52 - 6.12 5.52
- 3.518 4.018 3.318 3.518 4.018 3.318
- 741 683 866 741 683 1044
- 825 753 - 977 863
- 977 863 - 825 753
- 739 681 866 721 681 1044
- 739 681 - 721 681
- 825 753 - 975 861
- 975 861 - 804 753
NB SB

9.26 0
A A
EBR WBL WBT WBRSBLn1
- 1399
- 0.003

7.6 0
A A
0 Synchro 12 Report
2040 No Build PM

Page 1067 of 1283 ends

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 0
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 0 0
Future Vol, veh/h 0 0
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 60 60
Heavy Vehicles, % 2 2
Mvmt Flow 0 0
ajar/Minor Minor1
Conflicting Flow All 235 43
Stage 1 87
Stage 2 148
Critical Hdwy 6.63 6.93
Critical Hdwy Stg 1 5.83
Critical Hdwy Stg 2 5.43
Follow-up Hdwy 3.519 3.319
Pot Cap-1 Maneuver 743 1018
Stage 1 927
Stage 2 879
Platoon blocked,%
Mov Cap-1 Maneuver 743 1018
Mov Cap-2 Maneuver 743
Stage 1 927
Stage 2 879
fi'pproach
HCM Ctrl Dly, s/v 0

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
52 0 0 89
52 0 0 89
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
60 60 60 60
2 2 2 2
87 0 0 148
Major1 Major2
0 0 87 0
- 4.13
- 2.219
- 1508
- 1508
SB
0 0
NBRWBLn1 SBL SBT
- 1508
0 0
A A
0 1000 Gibraltar Dr- LTA
2040 No Build PM
Synchro 12 Report
2040 No Build PM

Page 1068 of 1283 ends

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 556
Future Volume (veh/h) 556
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 567
Peak Hour Factor 0.98
Percent Heavy Veh, % 2
Cap, veh/h 508
Arrive On Green 0.15
Sat Flow, veh/h 3456
Grp Volume(v), veh/h 567
Grp Sat Flow(s),veh/h/ln 1728
Q Serve(g_s), s 33.8
Cycle Q Clear(g_c), s 33.8
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 508
V/C Ratio(X) 1.12
Avail Cap(c_a), veh/h 508
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.43
Uniform Delay (d), s/veh 98.1
Iner Delay (d2), s/veh 64.3
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 25.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 162.4
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 40.0
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 35.8
Green Ext Time (p_c), s 0.0
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
2680
2680
0 1.00

1.00 No
1870
2735

0.98 2
3055

0.47 6566
2009
1609

87.7 87.7
2245

0.89 2245

1.00 0.43

56.3 2.8

0.0 42.1

59.1 E
3348

77.6 E
2 90.0

5.8 84.2
51 .6

15.5 ..... "f

EBR WBL
""
45 132
45 132
0 0

1.00 1.00

1.00 1.00
1870 1870
46 135

0.98 0.98
2 2
51 168

0.47 0.05
110 3456
772 135
1851 1728

88.0 8.9

0.06 1.00
861 168

0.90 0.80
861 361

1.00 1.00

0.43 1.00

56.4 108.3

6.8 8 .6

0.0 0.0

49.1 7 .6

63.2 116.9
E F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

3.6 61.4

0.0 0 .0
132.1
F
~
WBT
tttl
1601
1601
0 1.00

1.00 No
1870
1634

0.98 2
2355

0.37 6434
1634
1609

49.6 49.6
2355

0.69 2355

1.00 1.00
61 .9

1.7 0.0

27.9 63.7
E
1958

66.4 E
5 17.2

6.0 24.0

10.9 0.3
'- ~ t

WBR NBL NBT
.,,
""
ti.
185 27 116
185 27 116
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1945 1870 1870
189 28 118

0.98 0.98 0.98
2 2 2
603 439 498

0.37 0.13 0.28
1648 3456 1777
189 28 118
1648 1728 1777

18.9 1.6 11.8

1.00 1.00
603 439 498

0.31 0.06 0.24
603 439 498

1.00 1.00 1.00

52.2 88.4 63.9

1.4 0.3 1 .1

0.0 0.0 0.0

12.8 1.4 9.4

53.6 88.6 65.0
D F E
352

71.0 E
6 7 8
112.8 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

90.0 26.2 26.7

3.9 0 .0 2.0
1000 Gibraltar Dr- LTA
I"
NBR
202
202
0 1.00

1.00 1.00
1870
206

0.98 2
444

0.28 1585
206
1585

24.7 24.7

1.00 444

0.46 444

1.00 1.00

68.5 3.5

0.0 15.8

72.0 E
2040 No Build PM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
509 243 738
509 243 738
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
519 248 753

0.98 0.98 0.98
2 2 2
364 918 409

0.11 0.26 0.26
3456 3554 1585
519 248 753
1728 1777 1585

24.2 12.8 59.4

1.00 1.00
364 918 409

1.43 0.27 1.84
364 918 409

1.00 1.00 1.00

1.00 1.00 1.00
102.9 68.0 85.3
207.6 0 .7 387.2

0.0 0.0 0.0

33.0 10.0 105.9
310.5 68.7 472.5
F E F
1520
351.3
F
Synchro 12 Report
2040 No Build PM

Page 1069 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel 2040 No Build PM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 294 2391 352 191 1443 551 198 427 109 367 1742 82 Future Volume (veh/h) 294 2391 352 191 1443 551 198 427 109 367 1742 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 300 2440 0 195 1472 562 202 436 0 374 1778 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 335 3015 223 2804 691 230 1330 411 1594
Arrive On Green 0.10 0.47 0.00 0.06 0.44 0.44 0.07 0.26 0.00 0.12 0.31 0.00 Sat Flow, veh/h 3456 6434 1585 3456 6434 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 300 2440 0 195 1472 562 202 436 0 374 1778 0 Grp Sat Flow(s),veh/h/ln1728 1609 1585 1728 1609 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 23.2 87.7 0.0 15.1 45.2 83.7 15.6 18.6 0.0 28.9 84.3 0.0 Cycle Q Clear(g_c), s 23.2 87.7 0.0 15.1 45.2 83.7 15.6 18.6 0.0 28.9 84.3 0.0 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 335 3015 223 2804 691 230 1330 411 1594 V/C Ratio(X) 0.90 0.81 0.87 0.52 0.81 0.88 0.33 0.91 1.12 Avail Cap(c_a), veh/h 695 3015 312 2804 691 298 1330 685 1594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.47 0.47 0.47 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH20.6 61.4 0.0 125.2 55.7 66.6 125.0 80.7 0.0 117.5 92.8 0.0 Iner Delay (d2), s/veh 0.9 0 .2 0 .0 9 .3 0 .3 5 .0 20.5 0 .1 0 .0 10.2 61 .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(95%),veh/lt£.2 38.7 0 .0 10.2 23.4 41 .5 12.4 13.0 0 .0 19.8 61 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay( d), s/veh 121.4 61.6 0.0 134.5 56.0 71.6 145.5 80.9 0.0 127.7 154.0 0.0 LnGrp LOS F E F E E F F F F
Approach Vol, veh/h 2740 2229 638 2152
Approach Delay, s/veh 68.2 66.8 101.3 149.4
Approach LOS E E F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc),31.9 123.5 38.6 76.0 23.0 132.3 24.6 90.0 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+0!),2l 85.7 30.9 20.6 17.1 89.7 17.6 86.3 Green Ext Time (p_c), s 1 .0 0.0 1.3 3.0 0 .3 19.4 0.3 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 93.1
HCM 7th LOS F
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build PM

Page 1070 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel 2040 No Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 147 2901 1624 319 1354 64 836 81 290 68 189 211 Future Volume (veh/h) 147 2901 1624 319 1354 64 836 81 290 68 189 211 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 2960 1657 326 1382 0 739 243 0 69 193 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 177 2177 676 350 2663 523 333 200 227
Arrive On Green 0.10 0.43 0.43 0.20 0.52 0.00 0.10 0.18 0.00 0.05 0.12 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3563 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 150 2960 1657 326 1382 0 739 243 0 69 193 0 Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 11.6 59.7 59.7 25.2 24.9 0.0 14.6 17.2 0.0 4.7 14.2 0.0 Cycle Q Clear(g_c), s 11.6 59.7 59.7 25.2 24.9 0.0 14.6 17.2 0.0 4.7 14.2 0.0 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 177 2177 676 350 2663 523 333 200 227 V/C Ratio(X) 0.85 1.36 2.45 0.93 0.52 1.41 0.73 0.34 0.85 Avail Cap(c_a), veh/h 383 2177 676 387 2663 523 395 302 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.80 0.80 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 62.0 40.2 40.2 55.3 22.0 0.0 51.2 54.3 0.0 50.5 60.2 0 .0 Iner Delay (d2), s/veh 1.1 162.2 653.9 23.8 0 .6 0 .0 197.1 5 .5 0 .0 1 .0 8 .6 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lr6.3 74.9 222.1 18.7 14.2 0 .0 26.1 13.4 0.0 3 .9 11 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.1 202.4 694.1 79.1 22.6 0.0 248.2 59.8 0.0 51.5 68.8 0.0 LnGrp LOS E F F E C F E D E
Approach Vol, veh/h 4767 1708 982 262
Approach Delay, s/veh 368.9 33.3 201.6 64.3
Approach LOS F C F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t8.8 78.8 12.1 30.4 32.1 65.5 20.0 22.4 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 * 5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l1Q,& 26.9 6.7 19.2 27.2 61 .7 16.6 16.2 Green Ext Time (p_c), s 0 .3 8.6 0.1 0.9 0 .3 0 .0 0 .0 0 .9 Intersection Summa
HCM 7th Control Delay, s/veh 263.0
HCM 7th LOS F
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build PM

Page 1071 of 1283 ends

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
2040 No Build PM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
2040 No Build PM

Page 1072 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel 2040 No Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 326 3556 270 240 1889 203 431 380 485 363 507 297 Future Volume (veh/h) 326 3556 270 240 1889 203 431 380 485 363 507 297 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 329 3592 0 242 1908 0 435 384 0 367 512 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 375 2617 284 2494 437 573 412 552
Arrive On Green 0.11 0.51 0.00 0.08 0.49 0.00 0.13 0.16 0.00 0.12 0.16 0.00 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 329 3592 0 242 1908 0 435 384 0 367 512 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 17.8 97.4 0.0 13.1 58.0 0.0 23.9 19.3 0.0 19.9 27.0 0.0 Cycle Q Clear(g_c), s 17.8 97.4 0.0 13.1 58.0 0.0 23.9 19.3 0.0 19.9 27.0 0.0 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 375 2617 284 2494 437 573 412 552 V/C Ratio(X) 0.88 1.37 0.85 0.77 1.00 0.67 0.89 0.93
Avail Cap(c_a), veh/h 535 2617 437 2494 437 573 524 552 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 0.72 0.72 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 83.5 46.3 0.0 86.0 39.7 0.0 83.0 74.9 0.0 82.5 79.2 0.0 Iner Delay (d2), s/veh 11 .4 170.2 0 .0 7 .1 1 .7 0 .0 42.1 6 .1 0 .0 14.6 24.1 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(95%),veh/lt8.3 118.7 0.0 9 .6 31 .0 0 .0 19.2 14.4 0.0 14.9 20.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.8 216.5 0.0 93.1 41.4 0.0 125.1 81.0 0.0 97.1 103.3 0.0 LnGrp LOS F F F D F F F F
Approach Vol, veh/h 3921 2150 819 879
Approach Delay, s/veh 206.3 47.2 104.4 100.7
Approach LOS F D F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), ~.2 98.6 28.8 36.4 21.6 103.2 30.0 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+lfl!J,& 60.0 21 .9 21 .3 15.1 99.4 25.9 29.0 Green Ext Time (p_c), s 0 .8 15.0 0.8 0.7 0.5 0 .0 0 .0 0.2 Intersection Summa
HCM 7th Control Delay, s/veh 139.6
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 No Build PM

Page 1073 of 1283 ends

Limited Transportation Analysis for
Gibraltar Drive, Milpitas, CA
D5 - Horizon Build Conditions 2040
NIVIS

Page 1074 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd 2040 Build AM .,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 219 1162 35 462 2313 153 41 391 442 185 516 649 Future Volume (veh/h) 219 1162 35 462 2313 153 41 391 442 185 516 649 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 238 1263 0 502 2514 0 45 425 480 201 561 705 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 271 1630 383 1930 58 779 347 168 997 445
Arrive On Green 0.15 0.32 0.00 0.21 0.38 0.00 0.03 0.22 0.22 0.09 0.28 0.28 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 238 1263 0 502 2514 0 45 425 480 201 561 705 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 15.7 26.9 0.0 25.8 45.4 0.0 3.0 12.7 26.3 11.3 16.2 33.7 Cycle Q Clear(g_c), s 15.7 26.9 0.0 25.8 45.4 0.0 3.0 12.7 26.3 11.3 16.2 33.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 271 1630 383 1930 58 779 347 168 997 445 V/C Ratio(X) 0.88 0.77 1.31 1.30 0.77 0.55 1.38 1.20 0.56 1.58 Avail Cap(c_a), veh/h 465 1630 383 1930 197 779 347 168 997 445 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.8 37.0 0.0 47.1 37.3 0.0 57.6 41.6 46.8 54.4 36.9 43.2 Iner Delay (d2), s/veh 9.7 3 .7 0 .0 157.5 140.0 0 .0 19.2 0 .8 188.8 132.8 0 .7 273.7 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(95%),veh/ln 12.2 17.1 0 .0 41 .8 63.3 0 .0 3 .0 9 .5 43.4 17.8 11.4 72.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.5 40.6 0.0 204.6 177.3 0.0 76.8 42.3 235.7 187.2 37.6 316.8 LnGrp LOS E D F F E D F F D F
Approach Vol, veh/h 1501 3016 950 1467
Approach Delay, s/veh 43.6 181.8 141.7 192.3
Approach LOS D F F F
ifimer - Assi9ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.0 43.0 8.6 38.4 22.9 50.1 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 27.8 28.9 5.0 35.7 17.7 47.4 13.3 28.3 Green Ext Time (p_c), s 0.0 4.6 0.0 0 .0 0 .5 0 .0 0 .0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 148.6
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build AM

Page 1075 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd 2040 Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 258 885 529 126 2265 300 518 292 89 193 302 466 Future Volume (veh/h) 258 885 529 126 2265 300 518 292 89 193 302 466 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 274 941 0 134 2410 0 551 311 95 205 321 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 352 1817 166 1774 721 742 331 661 680
Arrive On Green 0.10 0.36 0.00 0.09 0.35 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3456 5106 1585 1781 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 274 941 0 134 2410 0 551 311 95 205 321 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1781 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 8.8 16.6 0.0 8.4 39.6 0.0 17.1 8.7 5.8 5.8 9.2 0.0 Cycle Q Clear(g_c), s 8.8 16.6 0.0 8.4 39.6 0.0 17.1 8.7 5.8 5.8 9.2 0.0 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 352 1817 166 1774 721 742 331 661 680 V/C Ratio(X) 0.78 0.52 0.81 1.36 0.76 0.42 0.29 0.31 0.47 Avail Cap(c_a), veh/h 782 1817 325 1774 721 742 331 661 680 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.0 29.0 0.0 50.7 37.2 0.0 42.5 39.1 38.0 39.6 41 .0 0.0 Iner Delay (d2), s/veh 3.8 1 .1 0 .0 8 .9 165.1 0 .0 7 .5 1 .7 2.2 1.2 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(95%),veh/lrr.1 11 .0 0 .0 7 .4 64.0 0 .0 12.5 7 .0 4.3 4.6 7 .5 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 53.7 30.0 0.0 59.6 202.3 0.0 50.0 40.8 40.1 40.9 43.3 0.0 LnGrp LOS D C E F D D D D D
Approach Vol, veh/h 1215 2544 957 526
Approach Delay, s/veh 35.4 194.8 46.0 42.4
Approach LOS D F D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t4.8 45.2 28.0 26.0 15.8 44.2 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+l1K),-t 18.6 19.1 11 .2 10.8 41 .6 7.8 10.7 Green Ext Time (p_c), s 0 .2 4 .8 0.9 1.3 0.8 0 .0 0 .5 1.8 Intersection Summa
HCM 7th Control Delay, s/veh 115.4
HCM 7th LOS F
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build AM

Page 1076 of 1283 ends

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 43 6
Future Volume (veh/h) 43 6
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1841 1841
Adj Flow Rate, veh/h 46 6
Peak Hour Factor 0.94 0.94
Percent Heavy Veh, % 4 4
Cap, veh/h 132 267
Arrive On Green 0.04 0.26
Sat Flow, veh/h 1753 1030
Grp Volume(v), veh/h 46 0
Grp Sat Flow(s),veh/h/ln1753 0
Q Serve(g_s), s 2.0 0.0
Cycle Q Clear(g_c), s 2.0 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 132 0
V/C Ratio(X) 0.35 0.00
Avail Cap(c_a), veh/h 198 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 29.8 0.0
Iner Delay (d2), s/veh 1.6 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/ln1 .5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.3 0.0
LnGrp LOS C
Approach Vol, veh/h 56
Approach Delay, s/veh 30.8
Approach LOS C
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), i1 .6 38.2
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+Mq,:S 16.5
Green Ext Time (p_c), s 0 .3 2 .2
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 4 336
4 336
0 0

1.00 1.00

1.00 1.00
1841 1841
4 357

0.94 0.94
4 4
178 549

0.26 0.07
687 1753
10 357
1717 1753

0.4 7.5

0.40 1.00
444 549

0.02 0.65
508 549

1.00 1.00

28.5 29.3

0.0 2 .7

0.0 0 .0

0.3 7 .5

28.5 32.0
C C
3 4

12.0 31.2

4.5 4 .5

7.5 30.5

9.5 2.4

0.0 0 .0

49.6 D
~
'-

WBT WBR
f.
45 439
45 439
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
48 467

0.94 0.94
4 4
44 425

0.30 0.30
147 1435
0 515
0 1582

0.0 30.5

0.91 0 469

0.00 1.10
0 469

1.00 1.00

0.00 1.00

0.0 36.3

0.0 71 .2

0.0 0.0

0.0 29.5

0.0 107.5
F
872

76.6 E
5 6

5.7 54.2

4.0 5.0

16.0 31 .0

2.8 10.7

0.0 2.6
~ t ~

NBL NBT NBR
11 tt+
13 404 148
13 404 148
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
14 430 157

0.94 0.94 0.94
4 4 4
28 812 294

0.02 0.32 0.32
1753 2516 910
14 298 289
1753 1749 1677

0.8 14.3 14.5

1.00 0.54
28 564 541

0.50 0.53 0.53
272 564 541

1.00 1.00 1.00

50.3 28.5 28.5

13.0 3 .5 3 .8

0.0 0.0 0.0

0.8 10.4 10.2

63.3 32.0 32.3
E C C
601

32.9 C
7 8

8.2 35.0

4.5 4.5

7.5 30.5

4.0 32.5

0.0 0 .0
'. !

SBL SBT
11 tt+
250 359
250 359
0 0

1.00 1.00

1.00 1.00 1.00
No
1841 1841
266 382

0.94 0.94
4 4
299 1329

0.17 0.48
1753 2782
266 239
1753 1749

15.3 8.5

1.00 299 835

0.89 0.29
374 835

1.00 1.00

41.7 16.3

18.9 0 .9

0.0 0.0

12.6 6 .1

60.7 17.1
E B
743

32.8 C
1000 Gibraltar Dr- LTA
..,,
SBR
89 89
0 1.00

1.00 1.00
1841
95 0.94
4 327

0.48 684
238
1718

8.7 8.7

0.40 820

0.29 820

1.00 1.00

16.3 0.9

0.0 6.2

17.2 B
2040 Build AM
Synchro 12 Report
2040 Build AM

Page 1077 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave 2040 Build AM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 42 0 21 1 605 89 47 626 1
Future Volume (veh/h) 0 0 0 42 0 21 1 605 89 47 626 1
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 Adj Flow Rate, veh/h 0 0 0 45 0 22 1 644 95 50 666 1
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 6 6 6 6 6 6 6 6 6
Cap, veh/h 0 105 0 122 1 27 2 2264 333 68 2787 4
Arrive On Green 0.00 0.00 0.00 0.06 0.00 0.06 0.00 0.75 0.75 0.04 0.79 0.79 Sat Flow, veh/h 0 1811 0 943 15 468 1725 3009 443 1725 3525 5 Grp Volume(v), veh/h 0 0 0 67 0 0 1 368 371 50 325 342
Grp Sat Flow(s),veh/h/ln 0 1811 0 1426 0 0 1725 1721 1731 1725 1721 1810 Q Serve(g_s), s 0.0 0.0 0.0 4.1 0.0 0.0 0.1 6.1 6.1 2.6 4.4 4.4 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.2 0.0 0.0 0.1 6.1 6.1 2.6 4.4 4.4 Prop In Lane 0.00 0.00 0.67 0.33 1.00 0.26 1.00 0.00
Lane Grp Cap(c), veh/h 0 105 0 150 0 0 2 1295 1303 68 1360 1431 V/C Ratio(X) 0.00 0.00 0.00 0.45 0.00 0.00 0.42 0.28 0.28 0.73 0.24 0.24 Avail Cap(c_a), veh/h 0 322 0 470 0 0 307 1295 1303 307 1360 1431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 41 .9 0.0 0.0 44.9 3.5 3.5 42.7 2.4 2.4 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 2 .1 0 .0 0 .0 89.5 0 .6 0 .5 13.9 0.4 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrO.0 0.0 0 .0 2 .7 0 .0 0 .0 0 .1 2.7 2.8 2.4 1.6 1 .7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 44.0 0.0 0.0 134.4 4.1 4.1 56.6 2.8 2.8 LnGrp LOS D F A A E A A
Approach Vol, veh/h 0 67 740 717
Approach Delay, s/veh 0.0 44.0 4.2 6.6
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.6 72.7 9.7 4.1 76.2 9.7
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+l'14,& 8.1 0.0 2.1 6.4 6.2
Green Ext Time (p_c), s 0 .1 4 .6 0.0 0 .0 4.0 0 .2
Intersection Summa
HCM 7th Control Delay, s/veh 7.1
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build AM

Page 1078 of 1283 ends

HCM 7th TWSC
5: S Milpitas Blvd & D2
ntersection
Int Delay, s/veh 1.1
ovement EBL EBR
Lane Configurations V
Traffic Vol, veh/h 13 45
Future Vol, veh/h 13 45
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 95 95
Heavy Vehicles, % 6 6
Mvmt Flow 14 47
ajar/Minor Minor2
Conflicting Flow All 1159 355
Stage 1 703
Stage 2 456
Critical Hdwy 6.92 7.02
Critical Hdwy Stg 1 5.92
Critical Hdwy Stg 2 5.92
Follow-up Hdwy 3.56 3.36
Pot Cap-1 Maneuver 183 630
Stage 1 442
Stage 2 593
Platoon blocked,%
Mov Cap-1 Maneuver 170 630
Mov Cap-2 Maneuver 295
Stage 1 411
Stage 2 593
fi'pproach
HCM Ctrl Dly, s/v 13.15

HCM LOS B
inor Lane/Ma'or Mvmt NBL
Capacity (veh/h) 227
HCM Lane V/C Ratio 0.056
HCM Ctrl Dly (s/v) 9.4
HCM Lane LOS A
HCM 95th %tile Q(veh) 0.2
1000 Gibraltar Dr - LTA
NVS

NBL NBT
4't
46 683
46 683
0 0
Free Free
- None
0 0
95 95
6 6
48 719
Major1
709 0

4.22 2.26
859
859

1.14 NBTEBLn1
- 502
- 0.122

0.6 13.2
A B

0.4 SBT SBR
ti.
661 13
661 13
0 0
Free Free
- None
0 0
95 95
6 6
696 14
Major2
0 SB
0 SBT SBR
1000 Gibraltar Dr- LTA
2040 Build AM
Synchro 12 Report
2040 Build AM

Page 1079 of 1283 ends

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,>
ovement EBL
Lane Configurations ,,
Traffic Volume (veh/h) 7
Future Volume (veh/h) 7
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1811
Adj Flow Rate, veh/h 8
Peak Hour Factor 0.83
Percent Heavy Veh, % 6
Cap, veh/h 13
Arrive On Green 0.01
Sat Flow, veh/h 1725
Grp Volume(v), veh/h 8
Grp Sat Flow(s),veh/h/ln 1725
Q Serve(g_s), s 0.6
Cycle Q Clear(g_c), s 0.6
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 13
V/C Ratio(X) 0.60
Avail Cap(c_a), veh/h 349
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 67.3
Iner Delay (d2), s/veh 50.0
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 117.3
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 5.4
Change Period (Y+Rc), s 4.5
Max Green Setting (Gmax), s 27.5
Max Q Clear Time (g_c+l1 ), s 2 .6
Green Ext Time (p_c), s 0.0
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+ ..... "f

EBT EBR WBL
.,,
0 47 11
0 47 11
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
0 1811 1811
0 57 13

0.83 0.83 0.83
0 6 6
0 0 47

0.00 0.00 0.01
8 0
117.3 17
F 0

0.0 0.1

0.76 47

0.36 301

1.00 1.00

66.2 6.6

0.0 1.2

72.9 E
2 3 4
118.6 5.5 6.4

5.0 4.5 4.5

35.0 27.5 27.5

9.7 2.6 2.1

13.5 0.0 0.1

22.2 C
~
WBT
4'
0 0
0 1.00

1.00 No
1811
0 0.83
6 0

0.00 0
0 0

0.0 0.0
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0.0
17 72.9
E
5 29.8

4.5 27.5

24.9 0.4
'- ~ t

WBR NBL NBT
,, tf.
3 246 730
3 246 730
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1811 1811 1811
4 296 880

0.83 0.83 0.83
6 6 6
0 321 2874

0.01 0.19 0.84
0 1725 3439
0 296 440
0 1725 1721

0.0 22.9 7.7

0.24 1.00
0 321 1438

0.00 0.92 0.31
0 349 1438

1.00 1.00 1.00

0.00 1.00 1.00

0.0 54.4 2.5

0.0 29.0 0 .6

0.0 0.0 0.0

0.0 18.2 3 .5

0.0 83.4 3.0
F A
1196

22.9 C
6 94.3

5.0 35.0

42.5 0.0
1000 Gibraltar Dr- LTA
I"
NBR
17 17
0 1.00

1.00 1.00
1811
20 0.83
6 65

0.84 78
460
1797

7.7 7.7

0.04 1501

0.31 1501

1.00 1.00

2.5 0.5

0.0 3.6

3.0 A
2040 Build AM
'-. ~ ,.I

SBL SBT SBR
,, + .,,
6 698 6
6 698 6
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1811 1811 1811
7 841 7

0.83 0.83 0.83
6 6 6
12 1189 1008

0.01 0.66 0.66
1725 1811 1535
7 841 7
1725 1811 1535

0.6 40.5 0.2

1.00 1.00
12 1189 1008

0.59 0.71 0.01
349 1189 1008

1.00 1.00 1.00

67.3 15.0 8.1

53.2 3 .6 0 .0

0.0 0.0 0.0

0.7 23.0 0 .1
120.6 18.5 8.1
F B A
855

19.3 B
Synchro 12 Report
2040 Build AM

Page 1080 of 1283 ends

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
2040 Build AM
ntersection
Int Delay, s/veh 1.5
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 23 1 17
Future Vol, veh/h 0 23 1 17
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 83 83
Heavy Vehicles, % 7 7
Mvmt Flow 0 28
ajar/Minor Major1
Conflicting Flow All 211 0
Stage 1
Stage 2
Critical Hdwy 4.17
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.263
Pot Cap-1 Maneuver 1330
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1330
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 1033
HCM Lane V/C Ratio 0.004
HCM Ctrl Dly (s/v) 8.5
HCM Lane LOS A
HCM 95th %tile Q(veh) 0
1000 Gibraltar Dr - LTA
NVS
83 83
7 7
1 20
Major2
0 29
- 4.17
- 2.263
- 1552
- 1552
WB

0.65 EBL EBT
1330
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
156 19 0 0 3 19 0 0
156 19 0 0 3 19 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
83 83 83 83 83 83 83 83
7 7 7 7 7 7 7 7
188 23 0 0 4 23 0 0
Minor1 Minor2
0 0 257 280 28 268 269 199
28 28 - 240 240
- 229 252 28 29
- 7.17 6.57 6.27 7.17 6.57 6.27
- 6.17 5.57 - 6.17 5.57
- 6.17 5.57 - 6.17 5.57
- 3.563 4.063 3.363 3.563 4.063 3.363
- 686 620 1033 674 629 829
- 976 862 - 752 697
- 763 689 - 977 861
- 675 611 1033 662 619 829
- 675 611 - 662 619
- 976 862 - 741 687
- 751 679 - 973 861
NB SB

8.5 10.63
A B
EBR WBL WBT WBRSBLn1
- 1552 - 662
- 0.013 - 0.035

7.3 - 10.6
A B
0 0.1
Synchro 12 Report
2040 Build AM

Page 1081 of 1283 ends

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 2.6
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 6 32
Future Vol, veh/h 6 32
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 80 80
Heavy Vehicles, % 6 6
Mvmt Flow 8 40
ajar/Minor Minor1
Conflicting Flow All 275 69
Stage 1 135
Stage 2 140
Critical Hdwy 6.69 6.99
Critical Hdwy Stg 1 5.89
Critical Hdwy Stg 2 5.49
Follow-up Hdwy 3.557 3.357
Pot Cap-1 Maneuver 693 968
Stage 1 867
Stage 2 875
Platoon blocked,%
Mov Cap-1 Maneuver 673 968
Mov Cap-2 Maneuver 673
Stage 1 867
Stage 2 850
fi'pproach
HCM Ctrl Dly, s/v 9.2

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
105 6 32 48
105 6 32 48
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
80 80 80 80
6 6 6 6
131 8 40 60
Major1 Major2
0 0 139 0
- 4.19
- 2.257
- 1417
- 1417
SB
0 3.05
NBRWBLn1 SBL SBT
- 905 720
- 0.052 0.028

9.2 7.6 0
A A A

0.2 0.1
1000 Gibraltar Dr- LTA
2040 Build AM
Synchro 12 Report
2040 Build AM

Page 1082 of 1283 ends

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 423
Future Volume (veh/h) 423
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1841
Adj Flow Rate, veh/h 445
Peak Hour Factor 0.95
Percent Heavy Veh, % 4
Cap, veh/h 475
Arrive On Green 0.14
Sat Flow, veh/h 3401
Grp Volume(v), veh/h 445
Grp Sat Flow(s),veh/h/ln 1700
Q Serve(g_s), s 29.8
Cycle Q Clear(g_c), s 29.8
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 475
V/C Ratio(X) 0.94
Avail Cap(c_a), veh/h 500
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.81
Uniform Delay (d), s/veh 97.9
Iner Delay (d2), s/veh 21 .4
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 20.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 119.3
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs 1
Phs Duration (G+Y+Rc), s 38.3
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 31 .8
Green Ext Time (p_c), s 0.4
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
1133
1133
0 1.00

1.00 No
1841
1193

0.95 4
3014

0.46 6513
870
1583

27.7 27.7
2198

0.40 2198

1.00 0.81

40.6 0.4

0.0 15.9

41.1 D
1650

62.3 E
2 91.7

5.8 84.2

87.9 0.0
..... "f

EBR WBL
""
11 134
11 134
0 0

1.00 1.00

1.00 1.00
1841 1841
12 141

0.95 0.95
4 4
30 174

0.46 0.05
65 3401
335 141
1829 1700

27.7 9.4

0.04 1.00
847 174

0.40 0.81
847 355

1.00 1.00

0.81 1.00

40.6 108.0

1.1 8 .8

0.0 0.0

18.2 7 .9

41.8 116.8
D F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

3.0 61.4

0.0 0 .0
253.2
F
~
WBT
tttl
3688
3688
0 1.00

1.00 No
1841
3882

0.95 4
2364

0.37 6332
3882
1583

85.9 85.9
2364

1.64 2364

1.00 1.00

72.1 291 .0

0.0 126.0
363.1
F
4530
323.6
F
5 17.7

6.0 24.0
11 .4

0.3 '- ~ t

WBR NBL NBT
.,,
""
ti.
482 16 100
482 16 100
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1914 1841 1841
507 17 105

0.95 0.95 0.95
4 4 4
606 432 490

0.37 0.13 0.28
1622 3401 1749
507 17 105
1622 1700 1749

65.5 1.0 10.6

1.00 1.00
606 432 490

0.84 0.04 0.21
606 432 490

1.00 1.00 1.00

65.7 88.1 63.4

13.0 0 .2 1 .0

0.0 0.0 0.0

38.1 0 .8 8 .5

78.7 88.3 64.4
E F E
326

70.5 E
6 7 8
112.3 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

29.7 16.1 26.9

9.6 0.4 1.9
1000 Gibraltar Dr- LTA
I"
NBR
194
194
0 1.00

1.00 1.00
1841
204

0.95 4
437

0.28 1560
204
1560

24.9 24.9

1.00 437

0.47 437

1.00 1.00

68.6 3.6

0.0 15.7

72.1 E
2040 Build AM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
207 83 647
207 83 647
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1841 1841 1841
218 87 681

0.95 0.95 0.95
4 4 4
358 903 403

0.11 0.26 0.26
3401 3497 1560
218 87 681
1700 1749 1560

14.1 4.4 59.4

1.00 1.00
358 903 403

0.61 0.10 1.69
358 903 403

1.00 1.00 1.00

98.4 64.9 85.3

7.5 0 .2 321.2

0.0 0.0 0.0

10.9 3 .6 91 .9
105.9 65.1 406.5
F E F
986
309.9
F
Synchro 12 Report
2040 Build AM

Page 1083 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel 2040 Build AM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 224 1017 83 85 2651 1607 215 990 103 596 307 42 Future Volume (veh/h) 224 1017 83 85 2651 1607 215 990 103 596 307 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 233 1059 0 89 2761 1674 224 1031 0 621 320 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 266 3082 116 2800 690 250 1011 649 1596
Arrive On Green 0.08 0.49 0.00 0.03 0.44 0.44 0.07 0.20 0.00 0.19 0.32 0.00 Sat Flow, veh/h 3401 6332 1560 3401 6332 1560 3401 5025 1560 3401 5025 1560 Grp Volume(v), veh/h 233 1059 0 89 2761 1674 224 1031 0 621 320 0 Grp Sat Flow(s),veh/h/ln1700 1583 1560 1700 1583 1560 1700 1675 1560 1700 1675 1560 Q Serve(g_s), s 18.3 27.8 0.0 7.0 116.4 119.4 17.6 54.3 0.0 48.8 12.5 0.0 Cycle Q Clear(g_c), s 18.3 27.8 0.0 7.0 116.4 119.4 17.6 54.3 0.0 48.8 12.5 0.0 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 266 3082 116 2800 690 250 1011 649 1596 V/C Ratio(X) 0.88 0.34 0.77 0.99 2.43 0.89 1.02 0.96 0.20 Avail Cap(c_a), veh/h 684 3082 307 2800 690 293 1011 674 1596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.00 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH23.2 42.7 0.0 129.4 74.5 75.3 124.0 107.8 0.0 108.1 67.2 0.0 Iner Delay (d2), s/veh 8.1 0 .3 0 .0 1 .0 2 .8 642.4 25.1 33.5 0 .0 24.1 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(95%),veh/lt8.0 16.3 0 .0 4 .0 50.8 260.1 13.7 35.9 0 .0 32.0 9 .3 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 131.3 43.0 0.0 130.4 77.3 717.7 149.1 141.3 0.0 132.3 67.2 0.0 LnGrp LOS F D F E F F F F E
Approach Vol, veh/h 1292 4524 1255 941
Approach Delay, s/veh 58.9 315.3 142.7 110.1
Approach LOS E F F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc).~.8 125.2 58.0 60.0 14.8 137.2 26.6 91.4 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+t!K),:S 121.4 50.8 56.3 9.0 29.8 19.6 14.5 Green Ext Time (p_c), s 0 .8 0.0 0.7 0.0 0.2 8 .7 0 .2 2 .2 Intersection Summa
HCM 7th Control Delay, s/veh 222.8
HCM 7th LOS F
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build AM

Page 1084 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel 2040 Build AM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 70 1012 869 112 2533 158 1255 96 154 69 100 420 Future Volume (veh/h) 70 1012 869 112 2533 158 1255 96 154 69 100 420 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 72 1043 896 115 2611 0 1365 0 0 71 103 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 92 2975 924 140 3101 770 0 243 133
Arrive On Green 0.05 0.59 0.59 0.08 0.62 0.00 0.10 0.00 0.00 0.05 0.07 0.00 Sat Flow, veh/h 1753 5025 1560 1753 5025 1560 5259 0 1560 1753 1841 1560 Grp Volume(v), veh/h 72 1043 896 115 2611 0 1365 0 0 71 103 0 Grp Sat Flow(s),veh/h/ln1753 1675 1560 1753 1675 1560 1753 0 1560 1753 1841 1560 Q Serve(g_s), s 5.7 15.0 77.1 9.0 58.0 0.0 14.6 0.0 0.0 5.2 7.7 0.0 Cycle Q Clear(g_c), s 5.7 15.0 77.1 9.0 58.0 0.0 14.6 0.0 0.0 5.2 7.7 0.0 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 92 2975 924 140 3101 770 0 243 133 V/C Ratio(X) 0.78 0.35 0.97 0.82 0.84 1.77 0.00 0.29 0.77 Avail Cap(c_a), veh/h 377 2975 924 381 3101 770 0 337 390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 0.09 0.09 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.5 14.7 27.4 63.4 21.4 0.0 56.0 0.0 0.0 55.9 63.8 0 .0 Iner Delay (d2), s/veh 9.9 0 .2 18.9 1 .1 0 .3 0 .0 353.4 0.0 0 .0 0 .7 9 .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(95%),veh/lrfi.0 8.7 40.6 5 .0 22.8 0 .0 42.7 0.0 0 .0 4 .3 7 .2 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 75.5 14.9 46.3 64.6 21.6 0.0 409.5 0.0 0.0 56.6 72.8 0.0 LnGrp LOS E B D E C F E E
Approach Vol, veh/h 2011 2726 1365 174
Approach Delay, s/veh 31.1 23.4 409.5 66.2
Approach LOS C C F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t2.2 92.2 12.5 23.0 15.8 88.7 20.0 15.6 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 * 5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l~,s 60.0 7.2 0.0 11.0 79.1 16.6 9.7 Green Ext Time (p_c), s 0 .1 0.0 0.1 0.0 0.2 0.0 0 .0 0 .5 Intersection Summa
HCM 7th Control Delay, s/veh 111.0
HCM 7th LOS F
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build AM

Page 1085 of 1283 ends

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
2040 Build AM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
2040 Build AM

Page 1086 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel 2040 Build AM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 225 1490 414 259 3740 141 728 250 263 214 291 663 Future Volume (veh/h) 225 1490 414 259 3740 141 728 250 263 214 291 663 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 239 1585 0 276 3979 0 774 266 0 228 310 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 283 2543 318 2605 433 709 272 547
Arrive On Green 0.08 0.50 0.00 0.09 0.51 0.00 0.13 0.20 0.00 0.08 0.16 0.00 Sat Flow, veh/h 3428 5066 1572 3428 5066 1572 3428 3526 1572 3428 3526 1572 Grp Volume(v), veh/h 239 1585 0 276 3979 0 774 266 0 228 310 0 Grp Sat Flow(s),veh/h/ln1714 1689 1572 1714 1689 1572 1714 1763 1572 1714 1763 1572 Q Serve(g_s), s 13.1 43.1 0.0 15.1 97.7 0.0 24.0 12.4 0.0 12.5 15.5 0.0 Cycle Q Clear(g_c), s 13.1 43.1 0.0 15.1 97.7 0.0 24.0 12.4 0.0 12.5 15.5 0.0 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 283 2543 318 2605 433 709 272 547 V/C Ratio(X) 0.84 0.62 0.87 1.53 1.79 0.38 0.84 0.57
Avail Cap(c_a), veh/h 530 2543 433 2605 433 709 520 547 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 0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 85.9 34.3 0.0 85.1 46.1 0.0 83.0 65.6 0.0 86.3 74.3 0.0 Iner Delay (d2), s/veh 6.8 1 .2 0 .0 1 .4 237.6 0 .0 363.5 1 .5 0 .0 6 .8 4.2 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(95%),veh/lt0.1 24.6 0 .0 8 .0 135.8 0 .0 50.7 9.7 0 .0 9 .8 11 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 92.7 35.4 0.0 86.5 283.7 0.0 446.5 67.1 0.0 93.0 78.5 0.0 LnGrp LOS F D F F F E F E
Approach Vol, veh/h 1824 4255 1040 538
Approach Delay, s/veh 42.9 270.9 349.4 84.7
Approach LOS D F F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc),i1.3 103.5 21.3 43.9 23.6 101.2 30.0 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+lfl!), t 99.7 14.5 14.4 17.1 45.1 26.0 17.5 Green Ext Time (p_c), s 0 .6 0.0 0 .6 1.1 0.5 15.4 0.0 1.4 Intersection Summa
HCM 7th Control Delay, s/veh 214.2
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build AM

Page 1087 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 1 : S Abel S/N Abel St & W Calaveras Blvd 2040 Build PM .,> ---+ ..... "f
~
'- ~ t I" '-. ~ ,.I
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,, ttt .,, ,, ttt .,, ,, tt .,, ,, tt .,, Traffic Volume (veh/h) 253 2302 32 357 1349 198 69 517 998 263 360 307 Future Volume (veh/h) 253 2302 32 357 1349 198 69 517 998 263 360 307 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 258 2349 0 364 1377 0 70 528 1018 268 367 313 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 291 1643 386 1893 90 785 350 169 942 420
Arrive On Green 0.16 0.32 0.00 0.21 0.37 0.00 0.05 0.22 0.22 0.09 0.26 0.26 Sat Flow, veh/h 1795 5147 1598 1795 5147 1598 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 258 2349 0 364 1377 0 70 528 1018 268 367 313 Grp Sat Flow(s),veh/h/ln 1795 1716 1598 1795 1716 1598 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 16.9 38.3 0.0 24.0 27.7 0.0 4.6 16.2 26.3 11.3 10.1 21.5 Cycle Q Clear(g_c), s 16.9 38.3 0.0 24.0 27.7 0.0 4.6 16.2 26.3 11.3 10.1 21.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 291 1643 386 1893 90 785 350 169 942 420 V/C Ratio(X) 0.89 1.43 0.94 0.73 0.78 0.67 2.91 1.59 0.39 0.74 Avail Cap(c_a), veh/h 468 1643 386 1893 199 785 350 169 942 420 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 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.2 40.8 0.0 46.4 32.7 0.0 56.3 42.9 46.8 54.3 36.3 40.5 Iner Delay (d2), s/veh 11 .6 197.1 0 .0 31 .5 2 .5 0 .0 13.1 2 .3 866.1 289.6 0 .3 7 .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(95%),veh/ln 13.2 69.0 0 .0 19.9 17.1 0.0 4 .3 11 .8 148.3 29.7 7 .9 14.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 237.9 0.0 77.9 35.2 0.0 69.4 45.2 912.9 343.9 36.6 47.6 LnGrp LOS E F E D E D F F D D
Approach Vol, veh/h 2607 1741 1616 948
Approach Delay, s/veh 220.4 44.1 592.9 127.1
Approach LOS F D F F
ifimer - Assi9ned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.0 43.0 10.7 36.3 24.2 48.8 16.0 31.0 Change Period (Y+Rc), s 4.2 4.7 4.7 4.7 4.7 * 4.7 4.7 4.7 Max Green Setting (Gmax), s 25.8 36.3 13.3 26.3 31 .3 * 30 11 .3 26.3 Max Q Clear Time (g_c+l1 ), s 26.0 40.3 6.6 23.5 18.9 29.7 13.3 28.3 Green Ext Time (p_c), s 0.0 0 .0 0.1 1 .0 0.6 0 .5 0 .0 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 250.3
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build PM

Page 1088 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 2: S Mil(2itas Blvd/N Mil(2itas Blvd & E Calaveras Blvd 2040 Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 560 2022 941 187 1344 277 478 376 172 286 451 353 Future Volume (veh/h) 560 2022 941 187 1344 277 478 376 172 286 451 353 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 589 2128 0 197 1415 0 503 396 181 301 475 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 667 1655 229 1326 727 748 334 666 685
Arrive On Green 0.19 0.32 0.00 0.13 0.26 0.00 0.21 0.21 0.21 0.19 0.19 0.00 Sat Flow, veh/h 3483 5147 1598 1795 5147 1598 3483 3582 1598 3483 3582 1598 Grp Volume(v), veh/h 589 2128 0 197 1415 0 503 396 181 301 475 0 Grp Sat Flow(s),veh/h/ln1742 1716 1598 1795 1716 1598 1742 1791 1598 1742 1791 1598 Q Serve(g_s), s 18.8 36.7 0.0 12.3 29.4 0.0 15.2 11.2 11.5 8.7 14.1 0.0 Cycle Q Clear(g_c), s 18.8 36.7 0.0 12.3 29.4 0.0 15.2 11.2 11.5 8.7 14.1 0.0 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 667 1655 229 1326 727 748 334 666 685 V/C Ratio(X) 0.88 1.29 0.86 1.07 0.69 0.53 0.54 0.45 0.69 Avail Cap(c_a), veh/h 788 1655 328 1326 727 748 334 666 685 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.8 38.7 0.0 48.7 42.3 0.0 41.7 40.1 40.2 40.8 43.0 0.0 Iner Delay (d2), s/veh 10.3 133.2 0 .0 14.8 44.8 0.0 5 .3 2 .7 6 .2 2.2 5.7 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lt8.7 52.0 0 .0 10.4 25.3 0 .0 11 .2 8 .8 8 .7 7 .0 10.9 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.1 171.8 0.0 63.5 87.1 0.0 47.1 42.8 46.5 43.0 48.7 0.0 LnGrp LOS E F E F D D D D D
Approach Vol, veh/h 2717 1612 1080 776
Approach Delay, s/veh 146.5 84.2 45.4 46.5
Approach LOS F F D D
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t8.7 41.3 28.0 26.0 26.0 34.0 26.0 28.0 Change Period (Y+Rc), s 4.2 4.6 4.2 4 .2 4.2 4.6 4.2 4.2 Max Green Setting (Gmai9),.8 30.4 23.8 21 .8 25.8 25.4 21 .8 23.8 Max Q Clear Time (g_c+lfl4,:S 38.7 17.2 16.1 20.8 31.4 10.7 13.5 Green Ext Time (p_c), s 0 .3 0.0 1.1 1 .4 1 .1 0.0 0 .8 2.2 Intersection Summa
HCM 7th Control Delay, s/veh 100.1
HCM 7th LOS F
otes
Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build PM

Page 1089 of 1283 ends

HCM 7th Signalized Intersection Summary
3: S Mil(2itas Blvd & Yosemite Dr
.,,;.
~
ovement EBL EBT
Lane Configurations 11 f.

Traffic Volume (veh/h) 90 41
Future Volume (veh/h) 90 41
Initial Q (Qb), veh 0 0
Lane Width Adj. 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 92 42
Peak Hour Factor 0.98 0.98
Percent Heavy Veh, % 2 2
Cap, veh/h 207 224
Arrive On Green 0.06 0.16
Sat Flow, veh/h 1781 1429
Grp Volume(v), veh/h 92 0
Grp Sat Flow(s),veh/h/ln1781 0
Q Serve(g_s), s 4.4 0.0
Cycle Q Clear(g_c), s 4.4 0.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 207 0
V/C Ratio(X) 0.44 0.00
Avail Cap(c_a), veh/h 234 0
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 0.00
Uniform Delay (d), s/veh 34.4 0.0
Iner Delay (d2), s/veh 1.5 0 .0
Initial Q Delay(d3), s/veh 0.0 0.0
%ile BackOfQ(95%),veh/lr8.5 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.9 0.0
LnGrp LOS D
Approach Vol, veh/h 145
Approach Delay, s/veh 36.7
Approach LOS D
ifimer - Assi9ned Phs 2
Phs Duration (G+Y+Rc), ~.0 44.4
Change Period (Y+Rc), s 4.0 5.0
Max Green Setting (Gmai1,.& 25.0
Max Q Clear Time (g_c+04,is 16.4
Green Ext Time (p_c), s 0 .0 2.4
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
"t f

EBR WBL
11 11 272
11 272
0 0

1.00 1.00

1.00 1.00
1870 1870
11 278

0.98 0.98
2 2
59 377

0.16 0.07
374 1781
53 278
1803 1781

2.6 7.5

0.21 1.00
282 377

0.19 0.74
534 377

1.00 1.00

37.7 38.1

0.3 7 .4

0.0 0 .0

2.1 6 .6

38.1 45.5
D D
3 4

12.0 20.6

4.5 4 .5

7.5 30.5

9.5 4.6

0.0 0.2

64.2 E
~
'-

WBT WBR
f.
10 219
10 219
0 0

1.00 1.00

1.00 1.00 1.00
No
1870 1870
10 223

0.98 0.98
2 2
12 262

0.17 0.17
68 1527
0 233
0 1595

0.0 14.6

0.96 0 274

0.00 0.85
0 472

1.00 1.00

0.00 1.00

0.0 41.4

0.0 7 .3

0.0 0.0

0.0 10.2

0.0 48.7
D
511

47.0 D
5 6

0.0 70.4

4.0 5.0

16.0 31 .0

0.0 16.0

0.0 5 .3
~ t ~ '.

NBL NBT NBR SBL
11 tt+ 11
0 420 198 519
0 420 198 519
0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1870 1870 1870 1870
0 429 202 530

0.98 0.98 0.98 0.98
2 2 2 2
2 899 419 380

0.00 0.38 0.38 0.21
1781 2353 1097 1781
0 323 308 530
1781 1777 1673 1781

0.0 14.1 14.4 22.0

1.00 0.66 1.00
2 679 639 380

0.00 0.48 0.48 1.39
277 679 639 380

1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00

0.0 24.0 24.1 40.5

0.0 2.4 2.6 192.3

0.0 0.0 0.0 0.0

0.0 10.2 9 .9 45.0

0.0 26.4 26.7 232.8
C C F
631

26.5 C
7 8

10.5 22.2

4.5 4.5

7.5 30.5

6.4 16.6

0.0 1.1
!
SBT
tt+
926
926
0 1.00

1.00 No
1870
945

0.98 2
2207

0.63 3478
483
1777

14.0 14.0
1128

0.43 1128

1.00 1.00

9.4 1.2

0.0 8.8

10.6 B
1514

88.4 F
1000 Gibraltar Dr- LTA
..,,
SBR
38 38
0 1.00

1.00 1.00
1870
39 0.98
2 91

0.63 144
501
1845

14.0 14.0

0.08 1171

0.43 1171

1.00 1.00

9.4 1.1

0.0 9.0

10.6 B
2040 Build PM
Synchro 12 Report
2040 Build PM

Page 1090 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 4: S Mil(2itas Blvd & D1/Ames Ave 2040 Build PM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ,, tt+ ,, tt+
Traffic Volume (veh/h) 0 0 0 109 0 34 0 570 34 34 1196 0 Future Volume (veh/h) 0 0 0 109 0 34 0 570 34 34 1196 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0 0 0 112 0 35 0 588 35 35 1233 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 231 0 206 2 43 2 2365 141 58 2739 0
Arrive On Green 0.00 0.00 0.00 0.12 0.00 0.12 0.00 0.69 0.69 0.03 0.77 0.00 Sat Flow, veh/h 0 1870 0 1093 19 347 1781 3408 203 1781 3647 0 Grp Volume(v), veh/h 0 0 0 147 0 0 0 306 317 35 1233 0
Grp Sat Flow(s),veh/h/ln 0 1870 0 1459 0 0 1781 1777 1834 1781 1777 0 Q Serve(g_s), s 0.0 0.0 0.0 8.7 0.0 0.0 0.0 5.7 5.8 1.7 11.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 8.8 0.0 0.0 0.0 5.7 5.8 1.7 11.0 0.0 Prop In Lane 0.00 0.00 0.76 0.24 1.00 0.11 1.00 0.00
Lane Grp Cap(c), veh/h 0 231 0 251 0 0 2 1233 1273 58 2739 0 V/C Ratio(X) 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.25 0.25 0.61 0.45 0.00 Avail Cap(c_a), veh/h 0 333 0 483 0 0 317 1233 1273 317 2739 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 38.4 0.0 0.0 0.0 5.1 5.1 43.0 3.6 0 .0 Iner Delay (d2), s/veh 0.0 0 .0 0 .0 2.2 0.0 0 .0 0 .0 0 .5 0 .5 9 .8 0 .5 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lrO.0 0.0 0 .0 5 .8 0 .0 0 .0 0 .0 3 .2 3 .3 1 .6 4 .5 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 0.0 40.6 0.0 0.0 0.0 5.6 5.6 52.8 4.2 0.0 LnGrp LOS D A A D A
Approach Vol, veh/h 0 147 623 1268
Approach Delay, s/veh 0.0 40.6 5.6 5.5
Approach LOS D A A
ifimer - Assi9ned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.9 67.5 15.6 0.0 74.4 15.6
Change Period (Y+Rc), s 4.0 5.0 * 4.5 4.0 5.0 4.5
Max Green Setting (Gma~.& 35.0 *16 16.0 35.0 25.5
Max Q Clear Time (g_c+lt),s 7.8 0.0 0.0 13.0 10.8
Green Ext Time (p_c), s 0 .0 3 .7 0.0 0 .0 9.1 0.6
Intersection Summa
HCM 7th Control Delay, s/veh 8.1
HCM 7th LOS A
otes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build PM

Page 1091 of 1283 ends

HCM 7th TWSC
5: S Milpitas Blvd & D2
ntersection
Int Delay, s/veh 1.2
ovement EBL EBR
Lane Configurations V
Traffic Vol, veh/h 12 43
Future Vol, veh/h 12 43
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 96 96
Heavy Vehicles, % 2 2
Mvmt Flow 13 45
ajar/Minor Minor2
Conflicting Flow All 1757 683
Stage 1 1360
Stage 2 396
Critical Hdwy 6.84 6.94
Critical Hdwy Stg 1 5.84
Critical Hdwy Stg 2 5.84
Follow-up Hdwy 3.52 3.32
Pot Cap-1 Maneuver 76 392
Stage 1 204
Stage 2 649
Platoon blocked,%
Mov Cap-1 Maneuver 68 392
Mov Cap-2 Maneuver 149
Stage 1 181
Stage 2 649
fi'pproach
HCM Ctrl Dly, s/v 20.54

HCM LOS C
inor Lane/Ma'or Mvmt NBL
Capacity (veh/h) 245
HCM Lane V/C Ratio 0.09
HCM Ctrl Dly (s/v) 12.9
HCM Lane LOS B
HCM 95th %tile Q(veh) 0.3
1000 Gibraltar Dr - LTA
NVS

NBL NBT
4't
43 589
43 589
0 0
Free Free
- None
0 0
96 96
2 2
45 614
Major1
1367 0

4.14 2.22
498
498

2.02 NBTEBLn1
- 289
- 0.198

1.2 20.5
A C

0.7 SBT SBR
ti.
1300 12
1300 12
0 0
Free Free
- None
0 0
96 96
2 2
1354 13
Major2
0 SB
0 SBT SBR
1000 Gibraltar Dr- LTA
2040 Build PM
Synchro 12 Report
2040 Build PM

Page 1092 of 1283 ends

HCM 7th Signalized Intersection Summary
6: S Mil(2itas Blvd & Gibraltar Dr/ABC Dwl
.,>
ovement EBL
Lane Configurations ,,
Traffic Volume (veh/h) 10
Future Volume (veh/h) 10
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1885
Adj Flow Rate, veh/h 11
Peak Hour Factor 0.95
Percent Heavy Veh, % 1
Cap, veh/h 0
Arrive On Green 0.00
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Iner Delay (d2), s/veh
Initial Q Delay(d3), s/veh
%ile BackOfQ(95%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 4.6
Change Period (Y+Rc), s 4.5
Max Green Setting (Gmax), s 27.5
Max Q Clear Time (g_c+l1 ), s 2 .1
Green Ext Time (p_c), s 0.0
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+ ..... "f

EBT EBR WBL
.,,
0 196 24
0 196 24
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
0 1885 1885
0 206 25

0.95 0.95 0.95
0 1 1
0 0 33

0.00 0.00 0.03
0 1102

0.0 39
1719

3.1 3.1

0.64 51

0.76 348

1.00 1.00

65.5 27.7

0.0 3.1

93.2 F
2 4
122.8 8.5

5.0 4.5

35.0 27.5

6.0 5.1

10.3 0.2

15.9 B
~
WBT
4'
0 0
0 1.00

1.00 No
1885
0 0.95
1 0

0.00 0
0 0

0.0 0.0
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0.0
39 93.2
F
5 10.3

4.5 27.5

6.3 0.2
'- ~ t

WBR NBL NBT
,, tf.
13 55 607
13 55 607
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1885 1885 1885
14 58 639

0.95 0.95 0.95
1 1 1
18 76 3044

0.03 0.04 0.87
617 1795 3514
0 58 325
0 1795 1791

0.0 4.3 4.0

0.36 1.00
0 76 1551

0.00 0.76 0.21
0 363 1551

1.00 1.00 1.00

0.00 1.00 1.00

0.0 64.4 1.5

0.0 19.4 0.3

0.0 0.0 0.0

0.0 4 .3 1 .5

0.0 83.8 1.8
F A
722

8.4 A
6 117.2

5.0 35.0

72.5 0.0
1000 Gibraltar Dr- LTA
I"
NBR
24 24
0 1.00

1.00 1.00
1885
25 0.95
1 119

0.87 137
339
1860

4.0 4.0

0.07 1612

0.21 1612

1.00 1.00

1.5 0.3

0.0 1.5

1.8 A
2040 Build PM
'-. ~ ,.I

SBL SBT SBR
,, + .,,
1 1339 1
1 1339 1
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1885 1885 1885
1 1409 1

0.95 0.95 0.95
1 1 1
2 1555 1318

0.00 0.82 0.82
1795 1885 1598
1 1409 1
1795 1885 1598

0.1 70.5 0.0

1.00 1.00
2 1555 1318

0.51 0.91 0.00
363 1555 1318

1.00 1.00 1.00

67.9 8.3 2.1
167.8 9.2 0.0

0.0 0.0 0.0

0.2 30.1 0 .0
235.6 17.5 2.1
F B A
1411

17.6 B
Synchro 12 Report
2040 Build PM

Page 1093 of 1283 ends

HCM 7th TWSC
7: Milpitas Town Center Dwy/D3 & Gibraltar Dr
1000 Gibraltar Dr- LTA
2040 Build PM
ntersection
Int Delay, s/veh 1.6
ovement EBL EBT EBR WBL
Lane Configurations 4+
Traffic Vol, veh/h 0 147 0 3
Future Vol, veh/h 0 147 0 3
Conflicting Peds, #/hr 0 0 0 0
Sign Control Free Free Free Free
RT Channelized - None
Storage Length
Veh in Median Storage, # - 0
Grade,% 0
Peak Hour Factor 79 79
Heavy Vehicles, % 2 2
Mvmt Flow 0 186
ajar/Minor Major1
Conflicting Flow All 61 0
Stage 1
Stage 2
Critical Hdwy 4.12
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy 2.218
Pot Cap-1 Maneuver 1543
Stage 1
Stage 2
Platoon blocked,%
Mov Cap-1 Maneuver 1543
Mov Cap-2 Maneuver
Stage 1
Stage 2
fi'pproach EB
HCM Ctrl Dly, s/v 0

HCM LOS
inor Lane/Ma'or Mvmt NBLn1
Capacity (veh/h) 856
HCM Lane V/C Ratio 0.025
HCM Ctrl Dly (s/v) 9.3
HCM Lane LOS A
HCM 95th %tile Q(veh) 0.1
1000 Gibraltar Dr - LTA
NVS
79 79
2 2
0 4
Major2
0 186
- 4.12
- 2.218
- 1388
- 1388
WB

0.45 EBL EBT
1543
0 A
0 WBT WBR NBL NBT NBR SBL SBT SBR
ft 4+ 4+
30 18 0 0 17 18 0 0
30 18 0 0 17 18 0 0
0 0 0 0 0 0 0 0
Free Free Stop Stop Stop Stop Stop Stop
- None - None - None
0 0 0
0 0 0
79 79 79 79 79 79 79 79
2 2 2 2 2 2 2 2
38 23 0 0 22 23 0 0
Minor1 Minor2
0 0 232 254 186 243 243 49
- 186 186 57 57
46 68 - 186 186
- 7.12 6.52 6.22 7.12 6.52 6.22
- 6.12 5.52 - 6.12 5.52
- 6.12 5.52 - 6.12 5.52
- 3.518 4.018 3.318 3.518 4.018 3.318
- 723 649 856 711 659 1019
- 816 746 - 955 847
- 968 838 - 816 746
- 721 647 856 691 657 1019
- 721 647 - 691 657
- 816 746 - 952 845
- 966 836 - 795 746
NB SB

9.31 10.39
A B
EBR WBL WBT WBRSBLn1
- 1388 - 691
- 0.003 - 0.033

7.6 - 10.4
A B
0 0.1
Synchro 12 Report
2040 Build PM

Page 1094 of 1283 ends

HCM 7th TWSC
8: Gibraltar Dr & D4
ntersection
Int Delay, s/veh 2.7
ovement WBL WBR
Lane Configurations V
Traffic Vol, veh/h 7 31
Future Vol, veh/h 7 31
Conflicting Peds, #/hr 0 0
Sign Control Stop Stop
RT Channelized - None
Storage Length 0
Veh in Median Storage, # 0
Grade,% 0
Peak Hour Factor 60 60
Heavy Vehicles, % 2 2
Mvmt Flow 12 52
ajar/Minor Minor1
Conflicting Flow All 343 48
Stage 1 92
Stage 2 252
Critical Hdwy 6.63 6.93
Critical Hdwy Stg 1 5.83
Critical Hdwy Stg 2 5.43
Follow-up Hdwy 3.519 3.319
Pot Cap-1 Maneuver 640 1010
Stage 1 922
Stage 2 789
Platoon blocked,%
Mov Cap-1 Maneuver 616 1010
Mov Cap-2 Maneuver 616
Stage 1 922
Stage 2 760
fi'pproach
HCM Ctrl Dly, s/v 9.28

HCM LOS A
inor Lane/Ma'or Mvmt NBT
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Ctrl Dly (s/v)
HCM Lane LOS
HCM 95th %tile Q(veh)
1000 Gibraltar Dr - LTA
NVS

NBT NBR SBL SBT
tt. 4'
52 6 31 89
52 6 31 89
0 0 0 0
Free Free Free Free
- None - None
0 0
0 0
60 60 60 60
2 2 2 2
87 10 52 148
Major1 Major2
0 0 97 0
- 4.13
- 2.219
- 1496
- 1496
SB
0 1.94
NBRWBLn1 SBL SBT
- 904 465
- 0.07 0.035

9.3 7.5 0
A A A

0.2 0.1
1000 Gibraltar Dr- LTA
2040 Build PM
Synchro 12 Report
2040 Build PM

Page 1095 of 1283 ends

HCM 7th Signalized Intersection Summary
9: S Mil(2itas Dr & Monta9ue Exe:t
.,>
ovement EBL
Lane Configurations
""
Traffic Volume (veh/h) 587
Future Volume (veh/h) 587
Initial Q (Qb), veh 0
Lane Width Adj. 1.00
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 599
Peak Hour Factor 0.98
Percent Heavy Veh, % 2
Cap, veh/h 508
Arrive On Green 0.15
Sat Flow, veh/h 3456
Grp Volume(v), veh/h 599
Grp Sat Flow(s),veh/h/ln 1728
Q Serve(g_s), s 33.8
Cycle Q Clear(g_c), s 33.8
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 508
V/C Ratio(X) 1.18
Avail Cap(c_a), veh/h 508
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.17
Uniform Delay (d), s/veh 98.1
Iner Delay (d2), s/veh 84.6
Initial Q Delay(d3), s/veh 0.0
%ile BackOfQ(95%),veh/ln 26.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 182.7
LnGrp LOS F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
ifimer - Assi9ned Phs
Phs Duration (G+Y+Rc), s 40.0
Change Period (Y+Rc), s 6.2
Max Green Setting (Gmax), s 33.8
Max Q Clear Time (g_c+l1 ), s 35.8
Green Ext Time (p_c), s 0.0
Intersection Summa
HCM 7th Control Delay, s/veh
HCM 7th LOS
1000 Gibraltar Dr - LTA
NVS
---+
EBT
lttf.
2680
2680
0 1.00

1.00 No
1870
2735

0.98 2
3055

0.47 6566
2009
1609

87.7 87.7
2245

0.89 2245

1.00 0.17

56.3 1.1

0.0 39.4

57.5 E
3380

80.1 F
2 90.0

5.8 84.2
51 .6

15.8 ..... "f

EBR WBL
""
45 132
45 132
0 0

1.00 1.00

1.00 1.00
1870 1870
46 135

0.98 0.98
2 2
51 168

0.47 0.05
110 3456
772 135
1851 1728

88.0 8.9

0.06 1.00
861 168

0.90 0.80
861 361

1.00 1.00

0.17 1.00

56.4 108.3

2.9 8 .6

0.0 0.0

45.5 7 .6

59.3 116.9
E F
3 4

35.0 65.0

5.8 5.6

29.2 54.4

3.6 61.4

0.0 0 .0
142.4
F
~
WBT
tttl
1601
1601
0 1.00

1.00 No
1870
1634

0.98 2
2355

0.37 6434
1634
1609

49.6 49.6
2355

0.69 2355

1.00 1.00
61 .9

1.7 0.0

27.9 63.7
E
1996

66.3 E
5 17.2

6.0 24.0

10.9 0.3
'- ~ t

WBR NBL NBT
.,,
""
ti.
222 27 116
222 27 116
0 0 0

1.04 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1945 1870 1870
227 28 118

0.98 0.98 0.98
2 2 2
603 439 498

0.37 0.13 0.28
1648 3456 1777
227 28 118
1648 1728 1777

23.3 1.6 11.8

1.00 1.00
603 439 498

0.38 0.06 0.24
603 439 498

1.00 1.00 1.00

53.6 88.4 63.9

1.8 0 .3 1 .1

0.0 0.0 0.0

15.3 1.4 9.4

55.4 88.6 65.0
E F E
352

71.0 E
6 7 8
112.8 30.0 70.0

5.8 5.8 5.6

94.2 24.2 64.4

90.0 26.2 26.7

3.9 0 .0 2.0
1000 Gibraltar Dr- LTA
I"
NBR
202
202
0 1.00

1.00 1.00
1870
206

0.98 2
444

0.28 1585
206
1585

24.7 24.7

1.00 444

0.46 444

1.00 1.00

68.5 3.5

0.0 15.8

72.0 E
2040 Build PM
'-. ~ ,.I

SBL SBT SBR
""
tt .,,
547 243 769
547 243 769
0 0 0

1.00 1.00 1.00

1.00 1.00

1.00 1.00 1.00
No
1870 1870 1870
558 248 785

0.98 0.98 0.98
2 2 2
364 918 409

0.11 0.26 0.26
3456 3554 1585
558 248 785
1728 1777 1585

24.2 12.8 59.4

1.00 1.00
364 918 409

1.53 0.27 1.92
364 918 409

1.00 1.00 1.00

1.00 1.00 1.00
102.9 68.0 85.3
254.0 0 .7 421.9

0.0 0.0 0.0

36.8 10.0 112.5
356.9 68.7 507.2
F E F
1591
386.2
F
Synchro 12 Report
2040 Build PM

Page 1096 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 10: E Caeitol Ave/Great Mall Pkwl & Monta9ue Exel 2040 Build PM .,,;. ~---.. f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i tltl .,, 'i'i tltl .,, 'i'i ttt .,, 'i'i ttt .,, Traffic Volume (veh/h) 294 2409 352 203 1461 551 198 427 121 867 1742 82 Future Volume (veh/h) 294 2409 352 203 1461 551 198 427 121 867 1742 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 300 2458 0 207 1491 562 202 436 0 885 1778 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 335 2993 235 2804 691 230 926 685 1594
Arrive On Green 0.10 0.47 0.00 0.07 0.44 0.44 0.07 0.18 0.00 0.20 0.31 0.00 Sat Flow, veh/h 3456 6434 1585 3456 6434 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 300 2458 0 207 1491 562 202 436 0 885 1778 0 Grp Sat Flow(s),veh/h/ln1728 1609 1585 1728 1609 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 23.2 89.3 0.0 16.0 45.9 83.7 15.6 20.6 0.0 53.5 84.3 0.0 Cycle Q Clear(g_c), s 23.2 89.3 0.0 16.0 45.9 83.7 15.6 20.6 0.0 53.5 84.3 0.0 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 335 2993 235 2804 691 230 926 685 1594 V/C Ratio(X) 0.90 0.82 0.88 0.53 0.81 0.88 0.47 1.29 1.12 Avail Cap(c_a), veh/h 695 2993 312 2804 691 298 1027 685 1594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.44 0.44 0.44 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veH20.6 62.5 0.0 124.7 55.9 66.6 125.0 98.9 0.0 108.2 92.8 0.0 Iner Delay (d2), s/veh 0.9 0 .2 0 .0 9 .9 0 .3 4 .7 20.5 0.4 0.0 142.3 61 .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(95%),veh/lt£.2 39.4 0.0 10.6 23.6 41 .3 12.4 14.2 0 .0 54.5 61 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay( d), s/veh 121.4 62.7 0.0 134.6 56.2 71.3 145.5 99.3 0.0 250.6 154.0 0.0 LnGrp LOS F E F E E F F F F
Approach Vol, veh/h 2758 2260 638 2663
Approach Delay, s/veh 69.1 67.2 113.9 186.1
Approach LOS E E F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc),31.9 123.5 60.0 54.6 24.0 131.4 24.6 90.0 Change Period (Y+Rc), s 5.7 5.8 6.5 5.7 5.6 5.8 6.7 5.7 Max Green Setting (GmaiJ,.3 84.2 53.5 54.3 24.4 114.2 23.3 84.3 Max Q Clear Time (g_c+0!),2l 85.7 55.5 22.6 18.0 91 .3 17.6 86.3 Green Ext Time (p_c), s 1 .0 0.0 0 .0 2.9 0.3 18.5 0.3 0 .0 Intersection Summa
HCM 7th Control Delay, s/veh 109.5
HCM 7th LOS F
otes
Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build PM

Page 1097 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 11: Trade Zone Blvd/McCandless Dr & Monta9ue Exel 2040 Build PM .,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ttt .,, 11 ttt .,, 1111 +t .,, 11 +t .,, Traffic Volume (veh/h) 147 2919 1624 319 1372 64 836 81 290 68 189 211 Future Volume (veh/h) 147 2919 1624 319 1372 64 836 81 290 68 189 211 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 2979 1657 326 1400 0 739 243 0 69 193 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 177 2177 676 350 2663 523 333 200 227
Arrive On Green 0.10 0.43 0.43 0.20 0.52 0.00 0.10 0.18 0.00 0.05 0.12 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3563 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 150 2979 1657 326 1400 0 739 243 0 69 193 0 Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 11.6 59.7 59.7 25.2 25.3 0.0 14.6 17.2 0.0 4.7 14.2 0.0 Cycle Q Clear(g_c), s 11.6 59.7 59.7 25.2 25.3 0.0 14.6 17.2 0.0 4.7 14.2 0.0 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 177 2177 676 350 2663 523 333 200 227 V/C Ratio(X) 0.85 1.37 2.45 0.93 0.53 1.41 0.73 0.34 0.85 Avail Cap(c_a), veh/h 383 2177 676 387 2663 523 395 302 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.79 0.79 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 62.0 40.2 40.2 55.3 22.1 0.0 51.2 54.3 0.0 50.5 60.2 0 .0 Iner Delay (d2), s/veh 1.1 166.1 653.9 23.5 0 .6 0 .0 197.1 5 .5 0 .0 1 .0 8 .6 0 .0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 %ile BackOfQ(95%),veh/lr6.3 76.2 222.1 18.6 14.4 0.0 26.1 13.4 0.0 3 .9 11 .8 0 .0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.1 206.3 694.1 78.9 22.7 0.0 248.2 59.8 0.0 51.5 68.8 0.0 LnGrp LOS E F F E C F E D E
Approach Vol, veh/h 4786 1726 982 262
Approach Delay, s/veh 370.7 33.3 201.6 64.3
Approach LOS F C F E
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), t8.8 78.8 12.1 30.4 32.1 65.5 20.0 22.4 Change Period (Y+Rc), s 4.9 5.8 5.3 5.4 4.6 5.8 5.4 * 5.4 Max Green Setting (Gmai9),. t 44.2 14.7 29.6 30.4 44.2 14.6 * 30 Max Q Clear Time (g_c+l1Q,& 27.3 6.7 19.2 27.2 61 .7 16.6 16.2 Green Ext Time (p_c), s 0 .3 8.6 0.1 0.9 0 .3 0 .0 0 .0 0 .9 Intersection Summa
HCM 7th Control Delay, s/veh 263.9
HCM 7th LOS F
otes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build PM

Page 1098 of 1283 ends

HCM 7th Signalized Intersection Summary
11: Trade Zone Blvd/McCandless Dr & Montague Expy
1000 Gibraltar Dr- LTA
2040 Build PM
Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA
NVS
Synchro 12 Report
2040 Build PM

Page 1099 of 1283 ends

HCM 7th Signalized Intersection Summary 1000 Gibraltar Dr- LTA 12: Oakland Rd/S Main St & Monta9ue Exel 2040 Build PM
.,,;.
~ "t f
~
'- ~ t ~ '. ! ..,,
ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i ttt .,, 'i'i ttt .,, 'i'i tt .,, 'i'i tt .,, Traffic Volume (veh/h) 326 3562 270 252 1895 203 431 380 497 363 507 297 Future Volume (veh/h) 326 3562 270 252 1895 203 431 380 497 363 507 297 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 329 3598 0 255 1914 0 435 384 0 367 512 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 375 2597 297 2494 437 573 412 552
Arrive On Green 0.11 0.51 0.00 0.09 0.49 0.00 0.13 0.16 0.00 0.12 0.16 0.00 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 329 3598 0 255 1914 0 435 384 0 367 512 0 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 17.8 96.7 0.0 13.8 58.3 0.0 23.9 19.3 0.0 19.9 27.0 0.0 Cycle Q Clear(g_c), s 17.8 96.7 0.0 13.8 58.3 0.0 23.9 19.3 0.0 19.9 27.0 0.0 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 375 2597 297 2494 437 573 412 552 V/C Ratio(X) 0.88 1.39 0.86 0.77 1.00 0.67 0.89 0.93
Avail Cap(c_a), veh/h 535 2597 437 2494 437 573 524 552 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 0.71 0.71 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 83.5 46.7 0.0 85.7 39.8 0.0 83.0 74.9 0.0 82.5 79.2 0.0 Iner Delay (d2), s/veh 11 .4 175.8 0 .0 8 .0 1 .7 0 .0 42.1 6 .1 0 .0 14.6 24.1 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(95%),veh/lt8.3 120.2 0.0 10.0 31 .1 0 .0 19.2 14.4 0.0 14.9 20.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.8 222.5 0.0 93.7 41.4 0.0 125.1 81.0 0.0 97.1 103.3 0.0 LnGrp LOS F F F D F F F F
Approach Vol, veh/h 3927 2169 819 879
Approach Delay, s/veh 211.8 47.6 104.4 100.7
Approach LOS F D F F
ifimer - Assi9ned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), ~.2 98.6 28.8 36.4 22.3 102.5 30.0 35.2 Change Period (Y+Rc), s 5.6 5.8 6.2 5.7 6.0 5.8 6.0 * 5.7 Max Green Setting (Gm~.4 84.2 28.8 24.3 24.0 89.2 24.0 * 30 Max Q Clear Time (g_c+lfl!J,& 60.3 21 .9 21 .3 15.8 98.7 25.9 29.0 Green Ext Time (p_c), s 0 .8 14.9 0.8 0.7 0.5 0 .0 0 .0 0.2 Intersection Summa
HCM 7th Control Delay, s/veh 142.3
HCM 7th LOS F
otes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 1000 Gibraltar Dr - LTA Synchro 12 Report
NVS 2040 Build PM

Page 1100 of 1283 ends

Limited Transportation Analysis for
Gibraltar Drive, Milpitas , CA
Appendix E
Scoping Memo
NIVIS

Page 1101 of 1283 ends

1000 Gibraltar Dr Delivery Facility TS
May 23, 2025

Page 1 ends

TRAFFIC SCOPING DOCUMENT
To:

From:

Date:

Re:

Jessica Dai, P.E. ([email protected])
Michael Fossati, AICP ([email protected])
lsraa Khan, EIT ([email protected])
Amanda Herrera, P.E. ([email protected])
Bethany Judd, P. Eng ([email protected])
May 23, 2025
Memorandum of Traffic Scoping - 1000 Gibraltar Drive, City of Milpitas NVS
This memorandum conveys current information related to the Traffic Scoping (TS) for a proposed delivery facility development in Milpitas , CA. It outlines the study area, study intersections, the trip generation, background growth, and trip distribution for the proposed development.

Site Description
The Local Transportation Analysis (LTA) will comply with all the requirements of the City of Milpitas and Santa Clara Valley Transportation Authority, considering the proposed development's proximity to the roadway network.

The proposed development is located along Gibraltar Drive, adjacent to the intersection of S Milpitas Boulevard and Gibraltar Drive. The project will include 487,564 SF of warehousing facility. The project is expected to be completed by 2026 with a Horizon Year of 2040.

Site Trip Generation
The proposed site is anticipated to generate 3,812 daily, 260 AM and 245 PM Peak Hour trips during the typical commuter peak hours (7:00 - 9:00 a.m. and 4:00 - 6:00 p.m.) as shown in the table below. We recommend assessing the transportation network, capacity, and access driveways using the user data to best serve the community and potential user. A detailed trip schedule can be found in Appendix A. 1De/ivery Facility- Proposed Traffic Schedule
3777 Long Beach Blvd Unit 240 I Long Beach, CA 90807 I www.NV5.com I Office 888.608.3010

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Figure 1. Site Plan
=
Study Intersections
~ --"I~~ --.. _:..-.:--~
=--:;:- •
The following intersections are proposed for analysis and existing data collection. An intersection map can be found below in Figure 2. Please note that Congestion Management Program (CMP) intersections are only included in the study area to replicate realistic traffic flow patterns to the development area. No mitigations, if any, will be applied to these intersections.

1. Abel St & E Calaveras Blvd (CMP Intersection)

2. Milpitas Blvd & E Calaveras Blvd (CMP Intersection)

3. S Milpitas Blvd & Yosemite Dr

4. S Milpitas Blvd & Ames Ave/Project Dwy 1

5. S Milpitas Blvd & Project Dwy 2

6. S Milpitas Blvd & Gibraltar Dr

7. Gibraltar Dr & Project Dwy 3

8. Gibraltar Dr & Project Dwy 4

9. S Milpitas Dr & Montague Expy (CMP Intersection)

10. Great Mall Pkwy/E Capitol Ave & Montague Expy (CMP Intersection)

11. McCandless Dr/Trade Zone Blvd & Montague Expy (CMP Intersection)

12. S Main St/Oakland Rd & Montague Expy (CMP Intersection) NIVIS

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Data Collection
Existing data collection is proposed for the following:

New AM (7-9am) and PM (4-6pm) turning movement counts (TMCs) shall be conducted on Tuesday, Wednesday, or Thursday while schools are in session at the following locations:

1. Abel St & E Calaveras Blvd (CMP Intersection)

2. Milpitas Blvd & E Calaveras Blvd (CMP Intersection)

3. S Milpitas Blvd & Yosemite Dr

4. S Milpitas Blvd & Ames Ave/Project Dwy 1

5. S Milpitas Blvd & Project Dwy 2

6. S Milpitas Blvd & Gibraltar Dr

7. Gibraltar Dr & Project Dwy 3

8. Gibraltar Dr & Project Dwy 4

9. S Milpitas Dr & Montague Expy (CMP Intersection)

10. Great Mall Pkwy/E Capitol Ave & Montague Expy (CMP Intersection)

11. McCandless Dr/Trade Zone Blvd & Montague Expy (CMP Intersection)

12. S Main St/Oakland Rd & Montague Expy (CMP Intersection) The TMC's shall include classification of vehicles as well as pedestrian/bicycle volumes.

NIVl5

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Figure 2. Study Intersections Map
NIVIS

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Trip Distribution
The new distribution center will receive merchandise from the regional fulfillment and sort centers located in Oakland and Tracy and deliver it to local customers of the Milpitas metropolitan area. NV5 developed a directional distribution plan to allocate site traffic to the local roadway network. Trip distribution for the 1000 Gibraltar Drive site varies by vehicle type, with cars and trucks following distinct patterns based on the on the proposed trip schedule and routes designated specific to this location. Figure 3a and 3b illustrate the general distribution patterns for both modes of travel.

The general distribution percentages were developed using the previously approved 1000 Gibraltar Industrial Project Draft LTA (2020) distribution and revised to include the possible delivery locations and specific use of each site driveway. Per Figure 1, delivery trucks are only able to enter the site through Intersection 4 (Project Dwy 1) and exit from Intersection 8 (Project Dwy 4). Based on the driveway configuration, 100% of truck traffic is expected to use S Milpitas Blvd for site entry and exit. Overall, 50% of truck traffic is anticipated to travel to and from the site from the south via 1-680, 20% to the north via S Milpitas Blvd and Calaveras Blvd, and 30% to the west via Montague Expy towards 1-880. A detailed trip distribution map and expected peak hour truck volumes can be found in Appendix B.

Cars are expected to enter and exit the facility via Intersection 5 (Project Dwy 2), Intersection 7 (Project Dwy 3), and Intersection 8 (Project Dwy 4). Overall, 30% of cars are anticipated to travel to and from the site from the south along S Milpitas Blvd towards 1-680, 30% to the north via S Milpitas Blvd and Calaveras Blvd, and 40% to the west via Montague Expy towards 1-880. A detailed trip distribution map and expected peak hour truck volumes can be found in Appendix C.

NIVIS

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Figure 3a. Trip Distribution Map - Cars
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Figure 4b. Trip Distribution Map - Trucks
Intersection Capacity Analysis
The analysis will be conducted using Synchro® 12 and time of day signal plans provided by the City on March 14, 2025. Per the City's direction, the 2040 future volumes will be utilized from the previously completed LTA (2020) for this site. This scope assumes that the LTA will not require the use of the VTA Travel Demand Model.

The following scenarios will be studied:

1. 2025 Existing Conditions

2. 2026 No-Build Conditions

3. 2026 Build Conditions

4. 2040 Future No-Build Conditions

5. 2040 Future Build Conditions

6. 2040 Future Build Conditions with Mitigations
NIVIS

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Pages
Previous Developments in the Project Vicinity

1. Piper Drive Apartments

2. Centre Point Residential Apartments
Local Transportation Analysis
NV5 will conduct a Local Transportation Analysis (LTA) in accordance with the City's requirements. This LTA is intended to replace the previously approved Appendix G Traffic Data: Local Transportation Analysis Report (2020). The LTA will assess the potential impacts of the proposed project on the key intersections in the project vicinity during the typical weekday AM (7-9 AM) and PM (4-6 PM) commute periods. This study will include performance measures such as intersection delay, Level of Service (LOS) and queuing, and provide a high-level evaluation of impacts to transit, bike, and pedestrian circulations.

VMTStudy
An Environmental Impact Report (EIR) was previously certified for the project site in March 2021 for a similar use-warehouse distribution. Although the proposed project is comparable in size and use, it differs slightly in operational characteristics. As such, the new VMT study is intended to replace the previous IV Environmental Impact Analysis - E. Transportation section. A detailed assessment of the project's Vehicle Miles Traveled (VMT) will be conducted using the Santa Clara County (SCC) VMT Evaluation Tool. The updated analysis will not require the use of VTA demand modeling. The VMT report will address the California Environmental Quality Act (CEQA) Guidelines, Appendix G, Section XVII - Transportation, items (a), (b), (c), and (d).

NIVIS

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Appendix A - Trip Schedule
Total 1 (Adj)
Adjusted Avg Weekday
In Out Total
00:00 1 2 3
01:00 64 96 160
02:00 0 0 0
03:00 168 166 335
04:00 166 168 335
05:00 130 130 260
06:00 150 148 297
07:00 131 129 259
08:00 24 26 so
09:00 31 31 62
10:00 58 58 115
11:00 147 168 316
. 12:00 45 47 92
13:00 77 77 155
14:00 148 148 296
15:00 132 78 210
16:00 56 58 114
17:00 103 102 205
18:00 122 123 244
19:00 55 53 108
20:00 0 97 97
21:.00 96 0 96
22:00 0 1 l
23:00 2 0 2
1,906 1,906 3,812
Peak Hours
NIVIS

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NVS

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Appendix B - Truck Trip Distribution and Peak Hour Volumes 3777 Long Beach Blvd Unit 240 I Long Beach, CA 90807 I www.NV5.com I Office 888.608.3010

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

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Appendix C - Car Trip Distribution and Peak Hour Volumes NIVIS

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1000 Gibraltar Drive
15164 Addendum to the 1000 Gibraltar Drive Final EIR

FCS
D.2 - Vehicle Miles Traveled Analysis

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VEHICLE MILES TRAVELED (VMT) ANALYSIS FOR
1000 Gibraltar Drive
Delivery Center
DATE:

August 15, 2025
L
OCATION:

Milpitas, California
PREPARED FOR:

City of Milpitas, CA
WITH:

FCS
PREPARED BY:

NV5 Engineers & Consultants
15092 Avenue of Science, Suite 200
San Diego, CA 92128

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Milpitas, CA Delivery Center VMT

TABLE OF CONTENTS
A. Introduction ..................................................................................................................................... 1 B. Analysis Guidelines ......................................................................................................................... 3 C. Project Trip Generation ................................................................................................................... 4 D. Project Level VMT Analysis ............................................................................................................. 5 E. Mitigation ......................................................................................................................................... 9

LIST OF TABLES
Table 1: Project Trip Generation - Traffic Volume by Vehicle Type ........................................................... 4 Table 2: Freight Vehicle Miles Travels (VMT) for New Delivery Center ..................................................... 5 Table 3: Project VMT Results ...................................................................................................................... 7 Table 4: VMT Significance ........................................................................................................................... 8

LIST OF FIGURES
Figure 1. Vicinity Map .................................................................................................................................. 2

LIST OF ATTACHMENTS
Attachment A – Site Plan
Attachment B – Tenant Supplied Trip Generation Table
Attachment C – VMT Resources

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1 Milpitas, CA Delivery Center VMT
A. Introduction
A new 487,564 square-foot warehouse is planned for construction at 1000 Gibraltar Drive, on what is currently a vacant LifeScan facility, formerly Johnson & Johnson. The project will include demolition of the existing on-site structures. The proposed site (the “Project”) will include a delivery center for the purpose of delivering ecommerce goods to a specific service area. Figure 1 depicts the site location in Milpitas, CA.

To adhere to local and state policies, the following vehicle miles traveled (VMT) study was prepared for the purpose of determining whether the Project may have significant transportation impacts.

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2 Milpitas, CA Delivery Center VMT
Figure 1. Vicinity Map
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3 Milpitas, CA Delivery Center VMT
B. Analysis Guidelines
State Requirements
The California Environmental Quality Act, known as CEQA, was enacted in 1970. In 2013, Governor Brown signed Senate Bill (SB) 743 to better align CEQA with State policies that promote public health, improve air quality, encourage infill development, promote multimodal transportation, and help reduce greenhouse gas emissions to achieve climate action goals.

In December 2018, the Natural Resources Agency certified amendments to the CEQA Guidelines to implement SB 743. Pursuant to the new CEQA Guidelines, as of July 1, 2020, transportation impacts under CEQA are no longer analyzed using LOS and instead use the VMT metric.

Section 15064.3 of the CEQA Guidelines states that “a lead agency has discretion to choose the most appropriate methodology to evaluate a project's vehicle miles traveled, including whether to express the change in absolute terms, per capita, per household or in any other measure. A lead agency may use models to estimate a project's vehicle miles traveled and may revise those estimates to reflect professional judgment based on substantial evidence. Any assumptions used to estimate vehicle miles traveled and any revisions to model outputs should be documented and explained in the environmental document prepared for the project.”
Local Requirements
The City of Milpitas adopted a Transportation Analysis Policy in May 2021 that includes VMT analysis for many discretionary development projects. Consistent with CEQA Guidelines Section 15064.7, Thresholds of Significance, the City of Milpitas adopted the Santa Clara Congestion Management Program baseline average and thresholds set at 85% of the citywide baseline averages for determining whether a project’s VMT will be significant. The citywide baseline average for VMT per employee is

17.54. The 85% (15% below) citywide baseline average is 14.91 VMT per employee per day. Projects that exceed these thresholds may have a significant effect on the environment and may require project revisions and/or mitigation measures may be implemented to reduce the impact to less than significant.

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4 Milpitas, CA Delivery Center VMT
C. Project Trip Generation
The Project, referred to as a “sub-same day” delivery center. is a specialized warehouse that stores a wide range of everyday consumer goods, enabling delivery of those goods within a 4-5 hour window.

Packages are dispatched to customers using private carrier vehicles.

The Project will operate 24/7 to support delivery of packages to customer locations between approximately 3:00 AM and 7:00 PM. The operations are designed to minimize traffic impacts by concentrating most of its morning deliveries between 3:00 AM and 7:30 AM. On-site employees generally work in 4-5 hours shifts beginning at 1:00 AM, 6:00 AM, 11:00 AM, 3:00 PM, and 9:00 PM with exceptions for some managerial staff.

All deliveries are handled via “Flex” drivers, who are independent, private-vehicle carries. Flex drivers generally enter and exit the facility in fifteen minutes intervals; this includes arrival, check-in, loading, and departure. The daily delivery operations will follow a pattern illustrated in the chart below.

At the proposed delivery center, up to 15 line-haul trucks are expected to deliver packages to the delivery center each day. The line-haul trucks arrive at the site between throughout the 24-hour day.

Table 1: Project Trip Generation - Traffic Volume by Vehicle Type Traffic Number of Vehicles Daily Trips
Auto - Employees 363 726
Flex – Commuter 509 1018
Flex – Delivery 509* 3054**
Line-Haul Trucks 15 30
Total 1,396 4,828
*Does not represent new vehicles but are the same vehicles as the Flex-Commuter **Assumes each driver makes 3 round trips, which over-accounts total daily trips by 1018 since Flex delivery drivers do not normally return to the center at the end of their shift. Therefore, the trip information in Table 1 does not match the trip generation shown in Table 3 of the Location Transportation Analysis (LTA). See Section 4 for more details.

0%
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01:00
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13:00
14:00
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18:00
19:00
20:00
21:00
22:00
23:00
Hourly Distribution of Delivery Operations
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5 Milpitas, CA Delivery Center VMT
D. Project Level VMT Analysis
Based on the anticipated daily trip generation for the Project, there are three types of vehicle trips:
• Line-haul truck trips
• Employee commute trips
• Personal delivery vehicles (private carrier - Flex) trips Line-haul Truck Trips
Note: Section 15064.3 of the CEQA Guidelines states that VMT for transportation impacts refers to “… the amount and distance of automobile travel…” Per guidance provided by the California Institute of Transportation Engineers (ITE) SB 743 Task Force (April 2021), SB 743 does not apply to the movement of goods (i.e. trucks). Therefore, line-haul truck trips are not considered in VMT impact calculations.

While not germane to measuring site impacts, line-haul VMT is used in the air quality analysis, and is therefore calculated for inclusion in other studies. Line haul trucks will generally deliver goods to the delivery center from area warehouses. Table 2 shows the estimated VMT for line-haul trips. The likely warehouses that may serve the site include:
• USF1, 750 Laurelwood Rd, Santa Clara, CA 95054 (5 miles from site) • SJC7, 188 S Mountain House Pkwy, Tracy, CA 95377 (41 miles from site) • MCE1, 3200 Fulkerth Rd, Turlock, CA 95380 (92 miles from site) Table 2: Freight Vehicle Miles Travels (VMT) for New Delivery Center Traffic Number Daily Trips
Average
Delivery
Miles
Daily VMT
Line-Haul* 15 30 46 1,380
*Not used in site VMT calculations; included for air quality analysis

The total VMT for the site is the sum of the different vehicle types (except line-haul trucks). The methodology and assumptions for determining the VMT for each vehicle type other than line-haul trucks are provided below. The below analysis provides both the Project generated VMT (per vehicle type and total), as well as the Project’s effect on VMT. The Project’s effect on VMT is analyzed through determining changes to VMT by locating delivery operations closer to customers to reduce overall miles traveled.

Commuter Trips
The analysis assumes that employees (onsite workers) will live within a reasonable commuting distance of the site and follow the same trends as other industrial workers that are now employed ----
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6 Milpitas, CA Delivery Center VMT
within the same area. The Santa Clara Countywide VMT Evaluation Tool – Version 2.1 was used to determine the employee-level VMT for the Project. The model estimates the commute distance for industrial employees who will work at the site is 16.42 vehicle-miles per day.

Employee_Commute_VMT = (Number of Employees * Average Employee VMT) Employee_Commute_VMT = 363 * 16.42 = 5,960 vehicle miles per day.

Delivery Trips
There are two trips associated with delivery operations. The first is the commute trips by the drivers.

For the purposes of this specific analysis, this is assumed to be home-based trips much like the on- site employees. Flex drivers will often complete three (3) round trips in a day, which would, on average require 509 drivers in a day to cover all deliveries.

Flex_Commute_VMT = (Number of Daily Drivers * Average Employee VMT) Flex_Commute_VMT is 509 * 16.42 = 8,358 vehicle miles per day The second type of trip is the delivery of packages to customers. The Tenant delivers packages to zones much like the U.S. Postal Service (the “USPS”), except that the routes the Flex carriers take vary by day and are optimized for the most efficient movement. The analysis estimates the VMT for delivery vehicles (via GIS) by finding the distance from the site to the furthest point within the delivery zone and multiplying by the number of vehicles bound for those zones. The furthest point within the zone is assumed to account for circuitous travel as packages are dropped off throughout a route. (Note: not every Flex vehicle will travel to the furthest point within a zone but the analysis makes that conservative assumption). The total number of private carrier delivery vehicles is shown in Table 1.

Some of the customers from the new delivery center (i.e. the Project) are currently being served by an existing delivery center. The analysis accounts for the shifting of business from two other similar delivery centers: SCA2 - 3745 Bayshore Blvd, Brisbane, CA 94005 and SCA3 - 6045 Giant Hwy, Richmond, CA 94806. Not all of the zip codes that the new site will deliver to are currently being served by the other two centers; some are new and represent an expected expansion of business. For confidential and business proprietary reasons, the locations and number of deliveries to those locations cannot be identified here. However, the percentage of trips to [redacted] zip codes before and after the new site opens is shown in Appendix C.

The private carrier drivers at these types of delivery centers will often return after their first delivery and make additional runs until the end of their day when they will not return to the center. Since the private carriers leave the site and then return, the VMT to the delivery location would be doubled to account for the return trip. In daily practice, the drivers do not normally return to the delivery center after their last delivery; however, since there is no way to account for their trip pattern after at the end of their shift, the analysis assumes they return to the center and then commute home. This likely over estimates the daily VMT but it presents a more conservative analysis.

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7 Milpitas, CA Delivery Center VMT
The delivery VMT is calculated as such:

Delivery_VMTEX = ∑ (Existing Flex Trips to Zip Code * Dist. To Zip Code * 2) Delivery_VMTFU = ∑ (Future Flex Trips to Zip Code * Dist. To Zip Code * 2) - Delivery_VMTEX The Delivery_VMTEX to/from the two existing delivery centers and 46 zip codes they collectively serve is 49,185 per day. The Delivery_VMTFU to/from the new delivery center in Milpitas and 118 zip codes is 34,151. After locating a new delivery center closer to the user’s customers, as well as serving an expanded geographic area, there will be 15,034 less VMT per day than there is currently. The calculations are shown in Appendix C.

The Total Flex VMT would be calculated as follows:

Flex_VMT = Flex_Commute_VMT + Delivery_VMTFU
Flex_VMT = 8,358 + -15,034 = -6,676
Total Site VMT
The future total VMT for the site, including employee trips, is calculated as follows:

Total_VMT = Employee_Commute_VMT + Flex_Commute_VMT + Delivery_VMTFU Total_VMT = 5,960 + 8,358 + (15,034) = -716
VMT/person = Total_VMT / ∑ (All Commuters and Flex Drivers) The per capita VMT is -716 divided by 1,381 personnel or -0.52 per person, per day. The VMT calculation results are shown in Table 3.

Table 3: Project VMT Results
Traffic Personnel Daily Trips VMT per
Day
VMT per
Person per
Day
On-site Commute Trips 363 726 5,960 16.42
Flex Driver Commute
Trips 509 1018 8,358 16.42
Delivery Trips 509 3054 -15,034 -0.79
Total 1,381 4,798 -716 -0.52

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8 Milpitas, CA Delivery Center VMT
VMT Thresholds
As mentioned, employment generating projects (commercial, industrial, manufacturing, etc.) are required to generate less than 14.91 VMT per employee per day. The results show that the proposed Project’s VMT is less than the targeted Citywide VMT, resulting in a less than significant impact on VMT. See Table 4.

Table 4: VMT Significance
Description Project VMT per
Capita per Day
City of Milpitas
Threshold
Compared to
Threshold Impact Significance
Commuter Trips 16.42 14.91 10% higher Potentially Significant Delivery Trips -0.79 14.91 100% lower Less than Significant TOTAL -0.52 14.91 100% lower Less than Significant

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9 Milpitas, CA Delivery Center VMT
E. Mitigation
The VMT for the delivery center can be viewed in three parts:

1. On-site employees who commute to the site (Employee_Commute_VMT)

2. Flex delivery drivers commuting to the site; drivers must use their own vehicles to make deliveries (Flex_Commute_VMT)

3. VMT associated with the delivery of goods and packages to the customer (Delivery_VMT).

The on-site commuter VMT is fairly low at 16.42 per person per day and is due to the relatively close proximity of the workforce expected for industrial uses in Milpitas. While the number is higher than the citywide desired threshold of 14.91, it is still less than the citywide average VMT of 17.54. The potentially feasible mitigation measures to reduce commuter VMT is using transportation demand management (TDM) techniques such as increased bicycle use, carpooling, vanpooling, or transit use for those on-site employees.

For this project, TDM techniques are more likely to be effective for those drivers who work shifts during the day. The 6:00 AM, 11:00 AM, and 3:00 PM shift workers would have the opportunity to take transit or would be candidates for carpooling programs or alternative modes of travels. This represents 204 of the 363 on-site employees. If 20% of those employees arrived by transit or carpooled with someone else, that would equate to a commuter VMT of 14.57 per day, which is under the Citywide significance level. To accomplish this reduction, the Tenant should consider the following TDM measures:
• Carpool matching programs
• Transit passes
• Guaranteed rides home
Transit is readily available in the area with VTA, BART, and Milpitas Microtransit as options. The #217 bus departs the Milpitas Transit Center every 30 minutes and has a stop on Milpitas Blvd near the site.

There are no feasible mitigation measures to reduce delivery operations VMT. This VMT could only be reduced by reducing delivery service, which would defeat the primary purpose of the Project.

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Att
achment A – Site Plan

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Att
achment B – Tenant Specified Trip Schedule

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Cars (Associates Personal Car) 53' Trucks {LmeHaul) - Inbound 53' Trucks {LmeHaul) - NAFC lnJect1on Average Weekday Average Weekday Average Weekday
In Out Total In Out Total In Out Total
00:00 0 0 0 00:00 1 1 2 00:00 0 1
01 :00 64 95 159 01:00 0 1 1 01 :00 0 0
02:00 0 0 0 02:00 0 0 0 02 :00 0 0
03:00 0 0 0 03:00 1 0 1 03:00 1 0
04:00 0 0 0 04:00 0 1 1 04 :00 0 1
05 :00 0 0 0 05:00 0 0 0 05 :00 0 0
06:00 66 64 130 06:00 0 0 0 06 :00 0 0
07 :00 0 0 0 07:00 1 0 1 07 :00 1 0
08:00 0 0 0 08:00 0 1 1 08:00 0 1
09:00 0 0 0 09:00 0 0 0 09:00 0 0
10:00 0 0 0 10:00 0 0 0 10:00 0 0
11:00 43 66 109 11:00 1 0 1 11:00 1 0
12:00 0 0 0 12:00 0 1 1 12:00 0 1
13:00 0 0 0 13:00 0 0 0 13:00 0 0
14:00 0 0 0 14:00 0 0 0 14:00 0 0
15:00 95 43 138 15:00 1 0 1 15:00 1 0
16:00 0 0 0 16:00 0 1 1 16:00 0 1
17:00 0 0 0 17:00 1 0 1 17:00 0 0
18:00 0 0 0 18:00 0 1 1 18:00 0 0
19:00 0 0 0 19:00 1 0 1 19:00 1 0
20:00 0 95 95 20:00 0 1 1 20:00 0 1
21:00 95 0 95 21:00 1 0 1 21:00 0 0
22:00 0 0 0 22:00 0 1 1 22:00 0 0
23:00 0 0 0 23:00 1 0 1 23:00 1 0
363 363 726 9 9 18 6 6
OP {FLEX Car)
Average Waekday
In Out
1 00:00 0 0
0 01:00 0 0
0 02 :00 0 0
1 03:00 166 166
1 04 :00 166 166
0 05 :00 130 130
0 06:00 84 84
1 07:00 129 129
1 08:00 24 24
0 09:00 31 31
0 10:00 58 58
1 11:00 102 102
1 12:00 45 45
0 13:00 77 77
0 14:00 148 148
1 15:00 35 35
1 16:00 56 56
0 102 102
0 122 122
1 1
0 0
1 12
Total
0 0
0 333
333
260
167
257
48 62
115
205
90 155
296
70 112
00 :00
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21 :00
22:00
23:00
Total (AdJ)
Adjusted Avg Weekday
In Out Total
1 2 3
64 96 160
0 0 0
168 166 335
166 168 335
130 130 260
150 148 297
131 129 259 .
24 26 sol
31 31 62 .
58 58 115
147 168 316
45 47 92
77 77 155
148 148 296
132 78 210
56 58 114 1
103 102 205 1
122 123 244 1
55 53 108
0 97 97
96 0 96
0 1 1
2 0 2
1,906 1,906 3,812 1

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Attachment C – VM T Resources

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Santa Clara Countywide VMT Evaluation Tool - Version 2.1 - Report Project Details
Timestamp of
Analysis
July 10, 2025, 08:32:53 AM
Project Name Delivery Center - 1000 Gibraltar
Drive
Project Description eCommerce delivery hub
Project Location Map
Jurisdiction:

Milpitas

APN TAZ
08642033 279
Analysis Details
Data Version VTA Countywide Model December
2019
Analysis
Methodology
TAZ
Baseline Year 2026
Project Land Use
Residential:

Single Family DU:

Multifamily DU:

Total DUs: 0
Non-Residential:

Office KSF:

Local Serving Retail KSF:

Industrial KSF: 487564
Residential Affordability (percent of all
units):

Extremely Low Income: 0 %
Very Low Income: 0 %
Low Income: 0 %
Parking:

Motor Vehicle Parking: 450
Bicycle Parking:

Proximity to Transit Screening
Inside a transit priority area? No (Fail)
Southwestern
Great Mall of
the Bay Area
"' ~
1 0
0 < n
::,-
0 ~
~
Y,A
alley
Transportation
Authority

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Santa Clara Countywide VMT Evaluation Tool - Version 2.1 - Report Industrial Vehicle Miles Traveled (VMT) Screening Results Land Use Type 1: Industrial
VMT Metric 1: Home-based Work VMT per Worker
VMT Baseline Description 1: City Average
VMT Baseline Value 1: 17.54
VMT Threshold Description 1 / Threshold Value 1: -15% / 14.91 Land Use 1 has been Pre-Screened by the Local Jurisdiction: N/A Without Project With Project & Tier 1-3
VMT Reductions
With Project & All VMT
Reductions
Project Generated Vehicle
Miles Traveled (VMT) Rate

16.43 16.43 15.53
Low VMT Screening
Analysis
No (Fail) No (Fail) No (Fail)
18 1
16 14
~ 12
~ 10
8 6
4 2
0,--1---_a•••:i:a:~oa:::DJ_ __ _
VMT Metric Value
Before Project 1
VMT With Project and
Tier 1-3 VMT
Reductions
Y,A
alley
Transportation
Authority
VMT With Project and
All VMT Reductions
- Land Use 1 Threshold VMT: 14.91 ■ ■ ■ Land Use 1 Max Reduction Possible: 13.14 ■ VMT Values

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Santa Clara Countywide VMT Evaluation Tool - Version 2.1 - Report Tier 4 TDM Programs
TP13 Ride-Sharing Programs
Expected Percent of Ride-Sharing
Participants:
10 %
Y,A
alley
Transportation
Authority

Page 1149 of 1283 ends

Distance
Between
Site and Zip
Code
Percent Trips Total
Trips VMT
Distance
Between
Site and Zip
Code
Percent Trips Total
Trips VMT
SCA2 SSJ1 94022 32.63 1.600% 10.6 689.4 25.58 1.037% 10.6 540.7 -148.7 SSJ1 94023 14.51 0.001% 0.0 0.4 0.4
SCA2 SSJ1 94024 34.24 1.658% 10.9 749.4 16.70 1.074% 10.9 365.6 -383.7 SCA2 SSJ1 94025 23.97 3.410% 22.5 1078.6 20.73 2.210% 22.5 933.5 -145.2 SSJ1 94026 18.55 0.001% 0.0 0.5 0.5
SCA2 SSJ1 94027 23.17 0.697% 4.6 213.3 21.89 0.452% 4.6 201.6 -11.7 SCA2 SSJ1 94028 31.70 0.659% 4.3 275.7 28.38 0.427% 4.4 247.0 -28.7 SSJ1 94035 11.21 0.006% 0.1 1.4 1.4
SSJ1 94039 11.94 0.000% 0.0 0.0 0.0
SCA2 SSJ1 94040 33.07 2.282% 15.1 995.9 14.38 1.479% 15.1 433.5 -562.5 SCA2 SSJ1 94041 31.68 1.124% 7.4 470.2 13.05 0.729% 7.4 193.8 -276.5 SSJ1 94042 11.94 0.000% 0.0 0.1 0.1
SCA2 SSJ1 94043 31.73 2.349% 15.5 983.7 13.41 1.522% 15.5 415.9 -567.8 SCA2 SSJ1 94061 21.80 2.416% 15.9 695.3 23.90 1.566% 16.0 762.5 67.2 SCA2 SSJ1 94062 32.45 2.508% 16.6 1074.3 34.08 1.625% 16.6 1128.7 54.4 SCA2 SSJ1 94063 20.95 1.796% 11.9 496.6 22.63 1.164% 11.9 536.8 40.2 SSJ1 94064 21.44 0.001% 0.0 0.5 0.5
SCA2 SSJ1 94085 33.96 1.532% 10.1 686.8 10.37 0.993% 10.1 209.8 -477.0 SCA2 SSJ1 94086 35.45 2.784% 18.4 1302.9 11.57 1.804% 18.4 425.4 -877.6 SCA2 SSJ1 94087 36.33 3.205% 21.2 1536.8 13.77 2.077% 21.2 582.7 -954.0 SSJ1 94088 8.30 0.003% 0.0 0.5 0.5
SCA2 SSJ1 94089 34.30 1.362% 9.0 616.3 8.90 0.882% 9.0 160.1 -456.2 SCA2 SSJ1 94301 25.68 1.343% 8.9 455.2 17.15 0.870% 8.9 304.2 -151.0 SSJ1 94302 16.87 0.001% 0.0 0.3 0.3
SCA2 SSJ1 94303 27.74 2.262% 14.9 828.2 17.67 1.466% 14.9 527.9 -300.3 SCA2 SSJ1 94304 30.18 0.458% 3.0 182.5 25.72 0.297% 3.0 155.6 -26.9 SCA2 SSJ1 94305 26.37 1.156% 7.6 402.4 17.99 0.749% 7.6 274.6 -127.8 SCA2 SSJ1 94306 28.41 1.879% 12.4 704.6 16.72 1.218% 12.4 414.8 -289.8 SSJ1 94309 18.42 0.001% 0.0 0.4 0.4
SCA3 SSJ1 94536 41.26 5.009% 33.1 2728.0 16.21 3.246% 33.1 1072.4 -1655.5 SCA3 SSJ1 94537 39.61 0.003% 0.0 1.5 13.07 0.002% 0.0 0.5 -1.0 SCA3 SSJ1 94538 45.27 4.337% 28.6 2591.7 11.35 2.811% 28.6 650.1 -1941.6 SCA2 SSJ1 94539 40.90 3.090% 20.4 1668.0 11.79 2.002% 20.4 481.2 -1186.8 SCA3 SSJ1 94555 38.14 2.081% 13.7 1047.9 16.12 1.349% 13.7 443.0 -604.8 SCA3 SSJ1 94560 42.94 3.419% 22.6 1938.0 14.79 2.216% 22.6 667.6 -1270.4 SCA3 SSJ1 94587 38.56 3.768% 24.9 1917.7 17.51 2.442% 24.9 871.3 -1046.4 SCA2 SSJ1 95002 36.10 0.124% 0.8 59.2 5.90 0.080% 0.8 9.7 -49.5 SSJ1 95003 43.77 1.354% 13.8 1208.2 1208.2
SSJ1 95005 35.97 0.339% 3.5 248.3 248.3
SSJ1 95006 38.26 0.436% 4.4 339.7 339.7
SSJ1 95007 34.28 0.032% 0.3 22.4 22.4
SCA2 SSJ1 95008 43.14 4.058% 26.8 2310.8 13.90 2.630% 26.8 745.0 -1565.8 SSJ1 95009 11.56 0.001% 0.0 0.3 0.3
SSJ1 95010 38.35 0.435% 4.4 340.1 340.1
SSJ1 95011 11.46 0.001% 0.0 0.3 0.3
SSJ1 95013 19.15 0.001% 0.0 0.5 0.5
SCA2 SSJ1 95014 38.29 3.682% 24.3 1861.0 16.37 2.386% 24.3 795.9 -1065.1 SSJ1 95015 13.91 0.002% 0.0 0.5 0.5
SSJ1 95018 38.11 0.397% 4.1 308.7 308.7
SSJ1 95030 18.36 0.908% 9.3 339.7 339.7
SSJ1 95031 16.76 0.004% 0.0 1.4 1.4
SSJ1 95032 17.85 1.618% 16.5 588.7 588.7
SSJ1 95033 29.81 0.450% 4.6 273.6 273.6
SCA2 SSJ1 95035 43.49 4.087% 27.0 2346.2 5.10 2.649% 27.0 275.1 -2071.1 SSJ1 95036 2.17 0.001% 0.0 0.1 0.1
SSJ1 95041 34.03 0.033% 0.3 23.0 23.0
SSJ1 95044 22.25 0.004% 0.0 1.9 1.9
SCA2 SSJ1 95050 39.24 2.557% 16.9 1324.1 9.20 1.657% 16.9 310.8 -1013.4 SCA2 SSJ1 95051 38.63 3.467% 22.9 1768.2 10.34 2.247% 22.9 473.3 -1294.9 SSJ1 95052 6.93 0.001% 0.0 0.1 0.1
SSJ1 95053 7.17 0.047% 0.5 6.8 6.8
SCA2 SSJ1 95054 37.00 2.035% 13.4 993.8 6.89 1.319% 13.4 185.1 -808.7 SSJ1 95055 8.67 0.002% 0.0 0.3 0.3
Net VMT
Change
(Proposed –
Existing)
Existing Delivery Station Proposed Project Site Zip Code Existing Distribution Site Proposed Project Site
0 UJ
r-u
<! 0
UJ
0::
0 UJ
r-u
<! 0
UJ

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Distance
Between
Site and Zip
Code
Percent Trips Total
Trips VMT
Distance
Between
Site and Zip
Code
Percent Trips Total
Trips VMT
Net VMT
Change
(Proposed –
Existing)
Existing Delivery Station Proposed Project Site Zip Code Existing Distribution Site Proposed Project Site
SSJ1 95056 5.86 0.002% 0.0 0.2 0.2
SSJ1 95060 47.54 1.874% 19.1 1815.7 1815.7
SSJ1 95062 39.88 1.565% 15.9 1271.9 1271.9
SSJ1 95064 39.94 0.311% 3.2 253.3 253.3
SSJ1 95065 38.92 0.391% 4.0 310.3 310.3
SSJ1 95066 32.16 0.773% 7.9 507.0 507.0
SSJ1 95067 32.28 0.004% 0.0 2.9 2.9
SCA2 SSJ1 95070 41.95 2.479% 16.4 1372.8 21.60 1.607% 16.4 707.2 -665.6 SSJ1 95071 14.25 0.001% 0.0 0.4 0.4
SSJ1 95073 38.25 0.541% 5.5 422.0 422.0
SSJ1 95109 7.01 0.000% 0.0 0.0 0.0
SCA2 SSJ1 95110 42.60 1.097% 7.2 617.0 9.13 0.711% 7.2 132.3 -484.7 SSJ1 95111 14.35 1.594% 16.2 466.3 466.3
SSJ1 95112 8.93 1.873% 19.1 340.8 340.8
SCA2 SSJ1 95113 41.63 0.495% 3.3 272.2 7.98 0.321% 3.3 52.2 -219.9 SSJ1 95116 6.56 1.024% 10.4 137.0 137.0
SCA2 SSJ1 95117 41.55 1.459% 9.6 800.3 11.06 0.946% 9.6 213.2 -587.1 SSJ1 95118 15.54 1.443% 14.7 457.1 457.1
SSJ1 95119 17.06 0.570% 5.8 198.3 198.3
SSJ1 95120 20.81 2.033% 20.7 862.1 862.1
SSJ1 95121 16.15 1.008% 10.3 331.8 331.8
SSJ1 95122 12.05 1.123% 11.4 276.0 276.0
SSJ1 95123 9.80 2.709% 27.6 540.9 540.9
SCA2 SSJ1 95124 46.60 3.428% 22.6 2108.6 16.27 2.222% 22.6 736.7 -1371.8 SSJ1 95125 16.10 2.568% 26.2 842.7 842.7
SCA2 SSJ1 95126 42.27 2.343% 15.5 1307.3 12.54 1.518% 15.5 388.2 -919.1 SSJ1 95127 10.45 1.802% 18.4 383.8 383.8
SCA2 SSJ1 95128 41.77 2.269% 15.0 1250.9 10.04 1.470% 15.0 300.8 -950.1 SCA2 SSJ1 95129 39.96 2.081% 13.7 1097.6 10.99 1.349% 13.7 301.9 -795.7 SCA2 SSJ1 95130 40.89 0.787% 5.2 424.8 13.80 0.510% 5.2 143.5 -281.4 SCA2 SSJ1 95131 41.32 1.580% 10.4 861.4 13.35 1.024% 10.4 278.5 -582.9 SCA2 SSJ1 95132 44.20 2.053% 13.5 1197.4 3.98 1.330% 13.6 107.8 -1089.6 SSJ1 95133 5.44 0.812% 8.3 89.9 89.9
SCA2 SSJ1 95134 38.48 1.732% 11.4 879.8 5.27 1.123% 11.4 120.6 -759.2 SSJ1 95135 5.34 0.797% 8.1 86.8 86.8
SSJ1 95136 14.74 1.749% 17.8 525.5 525.5
SSJ1 95138 14.29 0.793% 8.1 230.8 230.8
SSJ1 95139 16.80 0.301% 3.1 103.0 103.0
SSJ1 95141 17.76 0.002% 0.0 0.7 0.7
SSJ1 95148 24.16 1.426% 14.5 702.1 702.1
SSJ1 95150 11.58 0.001% 0.0 0.3 0.3
SSJ1 95151 10.97 0.002% 0.0 0.4 0.4
SSJ1 95152 8.80 0.006% 0.1 1.0 1.0
SSJ1 95153 3.74 0.001% 0.0 0.1 0.1
SSJ1 95154 14.35 0.001% 0.0 0.4 0.4
SSJ1 95155 13.11 0.001% 0.0 0.2 0.2
SSJ1 95156 9.57 0.001% 0.0 0.3 0.3
SSJ1 95157 6.68 0.001% 0.0 0.1 0.1
SSJ1 95158 11.18 0.002% 0.0 0.5 0.5
SSJ1 95159 12.89 0.001% 0.0 0.4 0.4
SSJ1 95160 8.86 0.001% 0.0 0.3 0.3
SSJ1 95161 2.87 0.002% 0.0 0.1 0.1
SSJ1 95164 3.49 0.000% 0.0 0.0 0.0
SSJ1 95173 8.60 0.000% 0.0 0.0 0.0
SSJ1 95192 6.96 0.002% 0.0 0.3 0.3

0.00 100% 660 49,185 3.74 100% 1019 34,151 (15,034) TOTAL

REDACTED I

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AGENDA ITEM: IX-1

MILPITAS PLANNING COMMISSION

STAFF REPORT

September 10, 2025

APPLICATION: NEW INDUSTRIAL BUILDING (WAREHOUSING AND
DISTIRBUTION) – 1000 GIBRALTAR DR – P-SD24-0006, –
P-EA24-0002, and P -TR25-0021: A request for a Site
Development Permit, Environmental Assessment, and Tree
Removal Permit to remove and replace 25 -ordinance sized trees, demolish all existing structures on the site including four industrial/office buildings, surface parking lots, and as sociated improvements and develop a new, one -story, 487,564-square foot tilt-up concrete industrial building with office space and associated site improvements on an approximately 28.96 -acre site in the M2 (Heavy Industrial) Zoning District located at 1000 Gibraltar Drive (also known as 1001 S . Milpitas Blvd.). The height of the new building will be approximately 46 -feet and 6 -inches above grade level (up to a maximum height of 49 -feet and 6 -inches to top of parapet). Proposed site improvements include new internal roadways, landscaping, offsite public improvements, and a new surface parking lot with 781 vehicle parking spaces, 50 oversiz ed parking stalls for tractor -trailers, and 27 loading dock doors. As a Lead Agency, the City has prepared an Addendum to the 1000 Gibraltar Drive Final Environmental Impact Report (SCH No. 2020069024) in accordance with the California Environmental Quality Act (CEQA) Guidelines Sections 15162 and 15164.

RECOMMENDATION: Staff recommends that the Planning Commission open and close the public hearing, consider the Addendum to the 1000
Gibraltar Drive Final Environmental Impact Report (SCH No. 2020069024) in accordance with CEQA Guidelines Sections 15162 and 15164, and adopt Resolution 25-012, approving Site Development Permit No. SD24 -0006, Environmental
Assessment No. 24-0002, and Tree Removal Permit No. 25-0021 subject to the findings and Conditions of Approval.

PROJECT LOCATION:

Addresses and Assessor's
Parcel Number (APN): 1000 Gibraltar Drive (also known as 1001 S. Milpitas Blvd.) / (086-42-033)
Area of City: West of South Milpitas Boulevard, North and East of Gibraltar Dr.

PEOPLE:

Project Applicant on
behalf of Property Owner: Steve Beauchamp and Todd Chandler Panattoni Development Company, Sacramento, CA

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Consultant(s): Architect: Stantec, Irvine, CA
Civil Engineer: Kier + Wright, Livermore, CA
Landscape Architect: Green Design Landscape Architects, Inc. , Reno, NV

Project Planner: Kristina Phung, AICP, Senior Planner

LAND USE:

General Plan Designation: Manufacturing (MFG)
Zoning District : Heavy Industrial (M2)

ENVIRONMENTAL: An Addendum to the 1000 Gibraltar Drive Final Environmental Impact Report (FEIR) (State Clearinghouse No. 2020069024) , approved by the Planning Commission on March 24, 2021
(Resolution No. 21 -007), has been prepared pursuant to CEQA Guidelines Section 15162 and 15164. The Addendum finds that the impacts of the proposed Project remain consistent with the impacts previously analyzed in the certified FEIR, and no further environmental analysis pursuant to CEQA is required.

EXECUTIVE SUMMARY
The Applicant, Panattoni Development Company, on behalf of the current p roperty owner, requests Planning Commission approval of the following planning entitlements to apply for building permits to demolish all existing onsite buildings, parking lots, and associated structures to develop a new, 487,564-square foot tilt -up concrete industrial building with associated site improvements for one tenant at 1000 Gibraltar Drive (also known as 1001 S. Milpitas Blvd) (APN:
086-42-033) (the “Project”). The following is a summary of the Applicant’s request:

• Site Development Permit (P-SD24-0006): Develop a new, one-story, 487,564-square foot tilt-up concrete industrial building with office space and associated site improvements on an approximately 28.96-acre site in the M2 (Heavy Industrial) Zoning District located at 1000 Gibraltar Drive (also known as 1001 S . Milpitas Blvd.). The height of the new building will be approximately 46-feet and 6-inches above grade level (up to a maximum height of 49-feet and 6-inches to top of parapet). Proposed site improvements include new internal roadways, landscaping, offsit e public improvements, and a new surface parking lot with 781 vehicle parking spaces, 50 oversized parking stalls for tractor-trailers, and 27 loading dock doors; and
• Environmental Assessment (P-EA24-0002): Consider an Addendum to the 1000 Gibraltar Drive Final Environmental Impact Report (State Clearinghouse No. 2020069024) (“Addendum”); and

• Tree Removal Permit (P -TR25-0021): To remove 25 -ordinance sized trees pursuant to Section X-2-4.02 of the Milpitas Municipal Code.

Staff has found that the required entitlements comply with the policies, standards, and processes outlined in the City of Milpitas 2040 General Plan, the Zoning Ordinance, and other provisions of the Milpitas Municipal Code (MMC). Staff recommends that the Planning Commission conduct a

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public hearing and adopt Resolution No. 25-012, approving Site Development Permit No. SD24- 0006, Environmental Assessment No. EA24-0002, and Tree Removal Permit No. TR25-0021 subject to the findings and attached Conditions of Approval.

Map 1: Project Site with Aerial View

Map 2: Project Site with Zoning Map

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BACKGROUND
History
The Project site was historically used as a corporate campus with four existing industrial/office buildings, totaling approximately 397,009-square feet with surface parking lots, ancillary structures, and associated landscaping. Lifescan, Inc., a research and development company specializing in medical devices, was the longest operator of the site until operations ceased in 2015.

Lifescan, Inc. acquired the property in 1986 with two existing buildings developed on the site, circa 1980. The third and fourth buildings on the site include a 144,000-square foot research and development building constructed in 1990, and a 125,000-square foot office building constructed in 1996. Subsequent improvements included a building expansion, equipment enclosure , and parking lot alterations.

The City of Milpitas (City) building permit records show minimal and short-term activity with no major long-term tenants on the site between 2015 and ending in late 2017, including minor interior tenant improvements and mechanical/electrical work for two different industrial companies.

Overall, the Project site has been vacant since 2018.

Previous Project Iteration - Expired Planning Entitlements on March 21, 2024 On March 24, 2021, the Planning Commission adopted Resolution No. 21 -006 and 21 -007, approving a Site Development Permit (P-SD19-0008), Tree Removal Permit (P-TR19-0007), and Environmental Assessment (P-EA20-0004) to remove and replace 88 ordinance -size trees with approximately 215 new trees, demolish existing onsite buildings, surface parking lots, and associated improvements, and construct a new 491,040 square -foot tilt-up concrete distribution center with office space, new surface parking lots, and associated site improvements at the Project site. For the environmental assessment, the City a s Lead Agency, prepared an Environmental Impact Report (SCH #2020069024) in accordance with the California Environmental Quality Act (CEQA), pursuant to Public Resources Code Sections 21080(d) and 21082.2(d) and CEQA Guidelines Section 15064, that was certified by the Planning Commission on the same date.

After the prior Project entitlements were approved, t he former applicant (Overton Moore Properties “OMP”), on behalf of the former property owner (CTC Property, LLC), sold the existing entitlements and Project site to a new property owner . In May 2022, the City received an application for a time extension (P-TE22-0003) pursuant to MMC Section XI-10-64.06, Expiration of Permit or Approvals, for the prior entitlements to allow more time to conduct due diligence regarding the potential business use at the site and did not anticipate obtaining the necessary building permits to vest the planning entitlements before expiring on March 21, 2023.

Subsequently, the Planning Commission approved the time extension request on June 22, 2022, to extend the prior entitlements until March 21, 2024.

The prior application was submitted before the global COVID -19 pandemic began and received approval of its entitlements in the midst of the pandemic during unstable market conditions and at a time when costs to construct and finance the development were at its peak. As a result, the potential development was put on hold until speculative market conditions improved, and the prior entitlements were not vested before the extended expiration date . As market conditions began to improve over time, the current property owner wanted to use a new applicant team to propose a similar but modified warehouse and distribution center designed more as a “last mile” facility for one tenant instead of the previous “cross-docking” speculative design for up to two tenants. The

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modified Project proposal is summarized above in the Executive Summary and is detailed in the remainder of the staff report.

PROJECT DESCRIPTION
Overview of Proposed Project’s Planning Entitlements
On September 19, 2024, Panattoni Development Company (Applicant), submitted a development application for a Site Development Permit, Environmental Assessment, and Tree Removal Permit to demolish all existing onsite build ings, representing 397,009 -square feet of industrial/office space, parking lots, and associated improvements, to construct a new, single-story industrial concrete tilt up building, totaling 487,564-square feet in size, with associated site improvements including new internal roadways and surface parking lots , landscaping , and offsite public improvements on a trapezoidal shaped lot located at 1000 Gibraltar Drive , also known as 1001 South Milpitas Boulevard.

The application is submitted pursuant to Milpitas Municipal Code (MMC) Section XI-10-

57.03(C), which requires Planning Commission approval for new main buildings. Additionally, although the Heavy Industrial (M2) Zoning District per MMC XI -10.7.03 does not have a maximum building height, the Planning Commission must make a finding that prior to construction of any structure that exceeds 35 -feet in height, that such excess height will not be detrimental to the light, air or privacy of any other structure or use currently existing or anticipated.

The proposed rectangular-shaped warehouse building will c onsist of approximately 476,864- square feet of warehouse space and 10,700 -square feet of office space located in the southeast corner of the building . The Project includes 27 loading dock doors, 50 oversized trailer parking stalls, 781 vehicle parking stalls, a backup generator, and new stormwater detention basins. The height of the new building will be approximately 46 -feet and 6-inches above grade level, up to a maximum height of 49-feet and 6-inches to top of parapet. The Applicant has indicated the Project is designed as a built -to-suit for a major web-based retail tenant with a 36-foot-tall clear vertical height inside the warehouse. The primary proposed use for the new building will be warehousing and distribution, a permitted by right use in the M2 Zoning District and is intended to accommodate one tenant with office space supporting the Project’s primary operations.

The Project’s new landscaping improvements are proposed around the perimeter of the lot and within portions of the new surface parking lot with new grasses, shrubs, perennials, and trees .

Additionally, new stormwater detention basins will be constructed on the site. The Tree Removal Permit proposes to remove 25 1-ordinance sized trees and will meet the minimum 2:1 required planting ratio by adding approximately 234 new trees to the site, in addition to retaining 58 existing trees, bringing the new onsite tree total to approximately 292. Sheets LC1.1 and LC1.2 of the Project Plans (Attachment B) shows details of the proposed landscaping plans.

Figure 1 shows the proposed Project’s site plan, and additional specific details of the proposed site and architectural design, access and circulation, and more are discussed under the Project Analysis section.

1 Per the City’s Tree Removal Ordinance per MMC Sec. X -2-7.01 on developed industrial property, a protected tree is designated as one that has thirty -seven-inch (37"), or greater circumference of its trunk measured 4 1/2 feet from the ground. The Project considers the total count for the Tree Removal Permit to remove a total of 25-ordinance sized trees to retroactively account for s even ordinance sized trees removed without a permit between certification of the previous FEIR and the proposed Project’s proposal to remove eighteen (18) additional ordinance sized trees.

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Figure 1: Proposed Project Site Plan

Location and Context
The Project site is located within the south-central portion of the City, bounded by South Milpitas Boulevard to the east, Gibraltar Drive to the south and west, and by a multi-tenant office building to the north on a 29.86-acre trapezoidal-shaped lot in the Heavy Industrial (M2) Zoning District.

The site is surrounded by a mix of one- and two- story industrial and commercial office buildings.

Map 1 shows an aerial view of the area and Map 2 shows the existing zoning around the Project site, and Table 1 summarizes the General Plan land use designations and zoning for the Project site and surrounding area.

Table 1: Surrounding Zoning and Land Uses
General Plan Zoning Uses
Subject
Site
Manufacturing
(MFG)
Heavy Industrial
(M2)
Vacant;
Industrial/Commercial Corporate
Office Campus
North Manufacturing
(MFG)
Heavy Industrial
(M2)
Multi-Tenant
Industrial/Commercial Office
Building
South Manufacturing
(MFG)
Heavy Industrial
(M2)
Gibraltar Dr.;
Industrial/Commercial Office
Building
East Manufacturing
(MFG)
Heavy Industrial
(M2)
S. Milpitas Blvd.;
Industrial/Commercial Office
Buildings

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West Manufacturing
(MFG)
Heavy Industrial
(M2)
Gibraltar Dr.;
Industrial/Commercial Office
Building

PROJECT ANALYSIS
General Plan and Zoning Ordinance Conformance
Milpitas 2040 General Plan
The City’s 2040 General Plan land use designation for the Project site is Manufacturing (MFG).

The General Plan details the goals, objectives, and policies for the City’s Manufacturing land use designation, which encompasses a variety of light and heavy industrial activities, such as manufacturing, packaging, processing, warehousing and distribution, and ancillary support uses at a Floor Area Ratio (FAR) up to 1.0. The proposed Project is in conformance with the applicable policies and standards in the City’s General Plan, as outlined in Table 2:

Table 2: General Plan Consistency
Policy Consistency Finding
ED 1 -3: Strengthen the City’s position as a
premier regional location for high-tech
industrial and advanced manufacturing uses in
Silicon Valley.

Consistent: The City embarked on a multi -
year process to update the City’s General Plan
in 2016, which included several consultant-
prepared studies including economic
development projections, which at the time
saw increasing potential growth of attracting
new high-tech industrial and advanced
manufacturing uses in the City. The previously
approved project was submitted before the
unprecedented global COVID-19 pandemic
and was approved in the midst of the pandemic
in March 2021, at a time of uncertain economic
conditions and high construction costs . As
such, construction of the previous project
became financially infeasible, resulting in
expired entitlements. As economic conditions
began to improve over time, renewed interest
in redeveloping this subject lot with a modified
Project proposal ensued.

Approval of the proposed Project would attract
an established web-based retail tenant or
similar prospective tenants to invest in the site
and City as a viable “last mile” warehousing
and distribution facility and ensure the lot
remains as an industrial use and strengthens
the City’s position as a premier regional
location in Silicon Valley . The Project site is
also strategically located near major freeways

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and the Applicant has strategically modified
the Project’s surface parking lot design from
the previous ly approved entitlements for
efficiency, including separating locations for
access and circulation for trucks,
employee/visitor vehicles, and flex delivery
parking in designated areas of the surface
parking lot with gates separating internal
access into the truck yard area.

ED 1 -5: Make Milpitas a more predictable
place for companies to do business by
reducing impediments to growth and actively
planning to provide adequate space for
companies to meet long-term growth needs.

Consistent: The proposed Project’s new
concrete tilt up industrial warehouse building
and site planning was carefully modified from
the expired entitlements to plan for the future
growth of a web -based retail tenant to meet
long-term growth needs and add an
employment center with local job
opportunities. The Addendum prepared to the
1000 Gibraltar Drive Final Environmental
Impact Report estimates the Project to
generate an average of 363 employees, which
also accounts for seasonal fluctuations.

The large 28.96-acre site has been vacant and
underutilized since 2018 , and the City’s
General Plan 2040 prioritizes the maintenance
of its industrial lands with active uses and
tenants that are consistent the intent of the
Manufacturing land use designation .

Additionally, the City’s Office of Economic
Development provided a letter of support for
the Project (Attachment C).

LU 7 -3: Encourage the development of new
industrial, manufacturing, and business park
areas and the redevelopment of existing older
or marginal areas with new similar uses,
especially those in locations which facilitate
efficient multi -modal commute patterns. Use
available public financing to provide
necessary infrastructure improvements to
encourage economic development and
revitalization.

Consistent: The redevelopment of the
existing, outdated, and underutilized site will
lead to a new state-of-the-art modern industrial
warehousing building with careful site
planning, such as locating all oversized trucks
and trailers in the parking lot to be separated
by different entry points with two protective
gates, while ensuring adequate parking, access
and circulation remains for other passenger
vehicle types with new improved pedestrian
walkways.

Through these ongoing coordination efforts
with City staff, the Applicant has agreed to
several off-street public improvements
including but not limited to pavement
restoration along portions of Gibraltar Drive

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and S. Milpitas Blvd., sidewalk replacements
along perimeter of the lot to meet ADA
requirements, and operational upgrades to
traffic signals at the S. Milpitas Blvd./Ames
Avenue and Gibraltar Drive intersections. The
improvements will be coordinated by the
City’s Engineering Division with the
Applicant and are included as Conditions of
Approval (Exhibit 1 to Resolution 25-012).

CD 1 -2: Encourage infill development
projects to accommodate contemporary uses
and design and planning approaches and
requirements in manner that minimizes
conflicts with the surrounding existing
development.

Consistent: This infill Project will
accommodate a new warehouse/distribution
building to serve the needs of a contemporary
business that would be constructed with a
modern design to replace a dilapidated
corporate industrial office campus site that was
constructed over 45 years ago around 1980.

The Project site is surrounded by a mix of other
commercial, office, manufacturing, and
industrial uses and the Project will retain its
industrial land use . Therefore, the proposed
Project will not create a conflict with the
surrounding development and will add to the
diversity of contemporary building types in the
area.

Zoning Ordinance
The zoning designation for the Project site is Heavy Industrial (M2), defined by the Zoning Ordinance per MMC Section XI-10-7.01 as reserved for the construction, use, and occupancy of buildings and facilities for office, research, general manufacturing, warehousing and distribution and other uses compatible with the district. The proposed Project will construct a facility for warehousing and distribution, which is a permitted by right use, and will be designed as a last mile facility. The Project is consistent with the City ’s development standards for the M2 Zoning District, as outlined in Table 3.

Table 3: Heavy Industrial (M2) Zoning District Development Standards Conformance Standards M2
Requirements Proposed Complies
Front Setback
(Min.) 35 feet from face of curb 65 feet, 9 inches Yes
Street Side
Setback (Min.) 35 feet from face of curb 73 feet Yes
Rear Setback
(Min.) None 217 feet Yes

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Standards M2
Requirements Proposed Complies
Floor Area
Ratio
(FAR)

1.0 0.387 Yes
Landscaping Required front yard area
and required side yard area
New landscaped
areas within
required front
yard and side
yard areas
Yes
Parking
Office: 1 per 350 sq. ft.

Warehouse:1 per 1,500 sq.
ft.
349 stalls required
781 stalls Yes
Building
Height
(Max.)
None. However, prior to
construction of any structure
that exceeds three (3) stories
or thirty-five (35) feet in
height, the Planning
Commission must make a
finding as stated in the
Complies column
46 feet, 6
inches;
up to 49 feet, 6
inches to top of
parapet
Yes, if the Planning
Commission makes the
following finding:

That any such excess
height will not be
detrimental to the light, air
or privacy of any other
structure or use currently
existing or anticipated.

Proposed Project Details
Specific details about the proposed Project are provided below to aid the Planning Commission in making its decision:

Site & Architectural Design
The Applicant has mai ntained a similar modern and contemporary design concept from the previously entitled/expired project iteration , which will impr ove the architectural design on the site when compared to the existing onsite buildings . Figure 2 shows a partial ground level view from the parking lot of the existing vacant one- to two-story industrial/office buildings with an outdated architectural style constructed around 1980. Although the Project will be one -story tall overall, t he exterior façade of the Project includes three, two -story glass corners including a prominent main entry for the office as seen from S. Milpitas Bouevard and surrounding site vantage points while the bulk of the structure is offset by various façade movement and vertical undulation (Figure 3). Clearstory glazing occurs frequently on the exterior façade between the building corners to allow for ample natural light into the building. Concrete panel elements are used as accent pieces and multi-colored paint patterning breaks down the scale of the concrete tilt- up walls on all elevations of the building.

The proposed Project’s façade includes a total of four different paint colors including three contrasting gray shades and one blue accent shade. Two different glass materials would be included, providing contrasting glazing colors as a darker color (spandrel glass) and a lighter color (vision glass), adding additional visual appeal to the warehouse building. Additional elevation drawings are provided in Sheets A301 and A302 of the Project Plans ( Attachment B). Figures 4

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and 5 provide realistic renderings of the proposed Project’s design and massing. Overall, t he proposed Project incorporates high-quality site planning, materials, and building design so the Project meets the intent of the General Plan goals and policies and the development standards of the M2 Zoning District.

Figure 2: Partial View of Existing Onsite Buildings

Figure 3: Enlarged North Elevation View from S. Milpitas Blvd.

Figure 4: Southwest Corner Exterior Façade Rendering View from S. Milpitas Blvd.

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Figure 5: Aerial Rendering View of Truck Yard from S. Milpitas Blvd.

Access, Circulation, and Parking
The access and circulation for the Project has been designed to ensure the safe and efficient movement of cars and trucks throughout the site , including designated areas for tr ucks, employee/visitor parking, and flex delivery drivers. Construction of the Project would involve modifying seven existing driveways/curb cuts into four and include new surface parking lots. A total of four driveways ranging in widths of 30- to 50-feet would be provided along South Milpitas Boulevard and Gibraltar Drive, with two at each street frontage.

On Gibraltar Drive, the existing 45 -foot driveway along the southern property line will remain, two existing driveways along the western property line will be removed, and an existing driveway entry along the northwest corner of the lot will be removed and relocated slightly south with a new 40-foot-wide driveway to accommodate the new truck exit route and automobile ingress and egress. On South Milpitas Boulevard, the existing 50-foot-wide driveway along the intersection of Ames Avenue and South Milpitas Boulevard will remain for truck route entry, and a new 26-foot- wide driveway will be constructed south of the truck access entry as the primary driveway entrance for staff and visitors to park by the office.

To ensure the safe access and circulation of the oversized trucks, a designated one-way entry and exit route has been designed as part of the Project . The trucks are proposed to enter at the South Milpitas Boulevard and Ames Avenue intersection and travel north to either use loading truck docks or oversized trailer parking. To exit, they would travel west along the northern side of the lot on a new one-way internal driveway path to exit onto Gibraltar Drive. The northwestern portion of the parking lot is designed to be limited to the larger trucks and will be protected by immediate entry from passenger vehicles with the installation of two new sliding metal gates with Knox boxes, one located at the driveway entrance of South Milpitas Boulevard and Ames Avenue, with the second gate proposed south of the end of the designated truck parking and loading area. No other internal driveways would be gated. Additionally, the truck parking area would be screened along the South Milpitas Boulevard frontage with a new 8-foot-tall concrete tilt up screen wall.

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Employee and visitor parking wraps around the southeast corner of the lot to be located adjacent to the office entry. Additionally, flex delivery parking stalls are allocated to the western elevation of the building. Figure 1 shows the site plan and the aforementioned designated areas for parking and circulation between the trucks including the truck access route shown with red arrows , employees/visitors, and flex delivery drivers.

The total floor area of the proposed building is 487,564-square feet, with 10,700-square feet of office space and 476,864-square feet of warehouse space. The City’s Zoning Ordinance requires the following parking ratios:
- One parking space for every 350-square feet of office space; and - One parking space for every 1500 square feet of warehouse space.

Therefore, the Project requires a minimum total of 318 parking stalls. However, the proposed Project is providing 781 surface parking stalls, resulting in a surplus of 463 parking stalls. Of these parking stalls, 90 stalls would be prepared as electric vehicle (EV) ready and 20 stalls as an Electric Vehicle Charging Station (EVCS). In addition, the Project includes 50 oversized trailer stalls, 27 loading docks, and 24 bicycle parking stalls (12 short-term, 12-long term) with the exterior of the building flexibly designed in consideration of future tenant needs with 55 knock out panels and one grade level knock out panel that could be converted into loading docks.

The City’s Transportation and Traffic Engineering Division and the Fire Prevention Division staff reviewed the proposed site plan with its new circulation and ingress/egress routes to meet minimum requirements and have provided conditional approvals to the Project as included in Exhibit 1 of Attachment A.

Local Transportation Analysis (LTA) and Vehicle Miles Traveled (VMT) Analysis In compliance with the City’s Transportation Analysis Guidelines and CEQA Guidelines Section 15064.3(b), the proposed Project had an LTA and VMT analys is prepared by the traffic engineering and transportation firm, NV5 , included as Appendix D to the Addendum as Appendices D.1 and D.2, respectively (Attachment G). The City’s Traffic and Engineering staff reviewed the scope of work for the LTA report in compliance with the City’s Transportation Analyses and closely coordinated with the Applicant and NV5.

The LTA and VMT reports confirm that the proposed Project aligns with the City’s 2040 General Plan, Valley Transportation Authority (VTA) standards, and Plan Bay Area 2040, with no conflicts in circulation systems for vehicles, bicycles, pedestrians, or transit. The Project incorporates 24 bicycle parking spaces, ADA-compliant pedestrian connections, and is located in close proximity (0.4-miles away) to the Milpitas BART station and transit center to support multimodal access.

The LTA reviewed intersection level of service (LOS) and queuing at 12 study intersections and found all intersections to remain acceptable under existing (2024), near-term (2026), and horizon year (2040) conditions with minimal delay increases, that emergency access is maintained via the four driveways with adequate turning radii, with no identified no geometric design hazards.

The VMT analysis found that the VMT impacts are less than significant per CEQA Guidelines and City thresholds due to delivery efficiencies related to using the site for one tenant compared to the previous project’s two tenants and via the implementation a Travel Demand Management (TDM) mitigation measure (MM TRANS -1) (Exhibit 3 of Attachment A), requiring an employee

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commute trip reduction program. Overall and as further discussed in the Addendum to the 1000 Gibraltar Drive FEIR , the proposed Project will have n o new or more severe identified VMT impacts compared to the previously entitled project.

Building Height
The Heavy Industrial (M2) Zoning District development standards do not prescribe a maximum building height. However, per MMC XI -10-7.03, prior to the construction of any structure that exceeds three (3) stories or thirty -five (35) feet in height in this zoning district, the Planning Commission must make the following finding : “T hat any such excess height will not be detrimental to the light, air or privacy of any other structure or use currently existing or anticipated.”

To assist the Planning Commission in making the finding, the following facts are provided:

- The previously approved project for a similar building required the same Planning Commission request for excess height and was proposed at a maximum height of 44-feet to the top of parapet with a 36-foot clear interior height. In comparison, the proposed Project also proposes the same internal height clearance, with a maximum building height to the top of the parapet at 49 .5- feet to accommodate structural and roof elements.
o The City’s Planning Code per MMC XI -10-55.02(B), Structures Permitted Above Height Limit, allows exceptions to height as such roof structures housing elevators, stairways, tanks, ventilating fans or other similar equipment required to operate the building may be necessary, and as screened per MMC XI-10-54.16, Trash Enclosures, Equipment and their Screening . This section requires all rooftop equipment to be screened and not visible from any ground-level viewpoint such as t he parking lot or public right of way. The Applicant has demonstrated compliance with this code section by including a line-of-sight study on Sheet A501 of the Project Plans (Attachment B), and allowing the Project’s increased height to account for the parapet walls would allow for adequate rooftop equipment screening.

- The Applicant has indicated that industry standards for industrial warehouses now favor a minimum 36- to 40-foot-tall internal ceiling height for density and cost savings, as lower heights limit scalability and competitiveness. The additional height allowance would allow the warehouse to accommodate taller pallet racking (up to 6-7 levels vs. 5 at 32-35-feet of internal ceiling feet), increases storage capacity by 15-25% without expanding the footprint and allows more surface parking to be provided . Allowing the additional height also supports automated material handling equipment (e.g., forklifts reaching over 35-feet), fire suppression systems, and efficient vertical stacking for high-volume e-commerce/delivery operations.

- The proposed building will be centered towards the middle of the expansive 28.96-acre lot and surrounded by surface parking lots with new landscaping and tree improvements. The property only abuts one lot to the north, with the remainder of the property further substantially separated from any other adjacent lots with existing structures to the east, west, and south by two major arterial roadways, Gibraltar Drive and South Milpitas Boulevard. The surrounding lots also have one- to two-story industrial office/commercial buildings, with a majority of the neighboring buildings constructed closer to the ir rear property line with a larger portion of surface parking lot in the front, providing greater distance separation. Additionally, no existing residential development is immediately surrounding the subject property.

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Figures 4 and 5 show renderings of the scale, bulk, and design of the Project relative to its surroundings and while considering all of the above facts, demonstrates that the Project’s excess height request over 35-feet will not be detrimental to the light, air or privacy of any other structure or use currently existing or anticipated.

Landscaping and Tree Removal Permit
The M2 Zoning District requires landscaping along the required front and street side yard areas of industrial projects. The proposed Project’s landscaping plan as shown in Figure 6 is in compliance as it places heavy emphasis on a strong street frontage tree layout with new and existing trees and retains existing groundcover landscaping along the perimeter of the lot , as well as incorporates landscaping improvements at drive way and pedestrian entries. New groundcover and tree plantings are also proposed within parking areas of the new surface parking lot . Additionally, stormwater infrastructure, in the form of detention basins, would be incorporated into onsite landscaping and open space with larger basins located along the Project site’s northern boundary and southwestern corner.

The proposed Project w ould remove 25 of the existing 98 onsite trees that classify as protected/ordinance sized trees under MMC Section X-2-7.01, but would include the planting of 234 new trees, exceeding the required tree replacement ratio of 2:1. The new planted trees would range in size from a minimum of 15 gallons or 24 -inch box size . The Project would also retain approximately 58 existing tees along the perimeter of the lot, for a net total of approximately 292 trees. Overall, t he Project will be increasing the urban canopy on this site from its existing condition. Refer to the landscaping sheets LC1.1 and LC1.2 of the Project Plans (Attachment B) for details.

Figure 6: Proposed Landscaping Plan

Lighting
The exterior lighting is required per MMC XI-10-54.17 to be shielded or recessed so that direct glare and reflections are contained within the boundaries of the parcel and directed downward

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and away from adjoining properties and public rights-of-way, which is demonstrated on Sheets E101, E201, and E301 of the Project Plans (Attachment B).

Offsite Public Improvements
The City’s Traffic and Engineering Division worked closely with the Applicant on required offsite public improvements to improve and maintain the surrounding transportation network as a result of construction and operation of the proposed Project . Details of the Project’s required offsite public improvements are listed in the attached Conditions of Approval (Exhibit 1 of Attachment A). Some of the offsite public improvements include equipment upgrades to traffic signals at the South Milpitas Boulevard/Ames Avenue and South Milpitas Boulevard/ Gibraltar Drive intersections, replacement of non-ADA compliant sidewalks along South Milpitas Boulevard and Gibraltar Drive to meet ADA requirements, replacement of existing curb ramps for ADA accessibility, and crosswalks/curb ramps at the northern/western leg of South Milpitas Boulevard/Ames Avenue, and replacement of curb ramps at the intersection of South Mil pitas Boulevard/Gibraltar Drive with new sid ewalks meeting the City’s standard engineering requirements.

The Applicant will also provide improvements to the existing conditions of public roadways immediately surrounding the Project site. Pavement restoration efforts will include the installation of full street width concrete repairs and improvements on Gibraltar Drive and the intersection of Gibraltar Dr./South Milpitas Boulevard by including a 3-inch Asphalt Concrete (AC) grind and overlay (G&O) layer. Other pavement restoration efforts will include full street width crack and slurry seal on South Milpitas Blvd . along the Project site’s frontage with base repairs as needed .

Restriping of both South Milpitas Blvd. and Gibraltar Dr. will occur after pavement restoration efforts have been completed.

Utilities and Infrastructure
The proposed Project would connect to the City’s existing utility and service systems and would include the construction of sanitary sewer lines that would connect to two existing sanitary sewer lines in South Milpitas Boulevard and Gibraltar Drive. Existing fire hydrants on South Milpitas Boulevard and Gibraltar Drive would serve the proposed Project. An existing fire hydrant on South Milpitas Boulevard would be relocated to the east to allow for driveway access. The proposed Project’s new domestic water lines would connect to 8 - to 14-inch water lines on South Milpitas Boulevard. Fire service water would be served to the Project site via connections in Gibraltar Drive. Electricity would be provided by Pacific, Gas, and Electric Company (PG&E), which currently serves the site.

Drainage
The proposed Project would construct new detention basins and storm drains that would connect to existing 15 - to 18 -inch storm drains on -site and on Gibraltar Drive. The proposed Project includes the construction of Low Impact Development (LID) stormwater management systems, including proposed bioretention treatment and pervious pavement (self -retaining) areas, which would allow stormwater runoff from the Project site to infiltrate the ground surface and would treat, as well as reduce runoff from the site. As shown in the proposed civil and landscaping plans, a combination of on-site bioretention basins and landscaping will be used to manage stormwater ran drainage on the Project site. All drainage facilities will comply with the C.3 design requirements of the Santa Clara Valley Urban Runoff Pollution Prevention Program and will be assessed by the City’s Engineering Division in detail during the building permit review phase.

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Development Fees
The Project is subject to the following impact fees and have been added as Conditions of Approval:

Public Art Fee
The Project will comply with the City's Public Art Requirements for Private Development, as set forth in MMC Section XI-10-14. This fee is currently set at one -half of one percent of building development costs. The proposed Project will pay the fee based on the construction valuation at the building permit issuance.

Non-Residential Affordable Housing Impact Fee
In accordance with MMC Sections XII-1-5.01 and XII-1-5.02, the Applicant is required to pay a non-residential affordable housing impact fee, which shall be paid prior to issuance of the building permit. This fee is subject to change and will be officially calculated during the building permit review process once the gross non-residential space is finalized and the building permit is close to approval.

Engineering Division Impact Fees
The Applicant will have to pay for any necessary utility connection fees as required by the City’s Engineering Division and detailed in the attached Conditions of Approval as applicable, including but not limited to water, sewer, and wastewater treatment. The Applicant may also have to contribute to the Calaveras Boulevard Widening Traffic Impact Fee pursuant to Resolution No. 7894. The fee rates are subject to change and the exact fee amount is calculated at the time of building permit issuance. All fees must be paid prior to building permit issuance.

FINDINGS FOR APPROVAL
A finding is a statement of fact relating to the information that the Planning Commission has considered in making a decision. Findings shall identify the rationale behind the decision to take a certain action.

Site Development Permit
To approve the Site Development Permit for the new building, the following findings must be made pursuant to Milpitas Municipal Code Section XI-10-57.03(F)(1):

1. The layout of the site and design of the proposed buildings, structures and landscaping are compatible and aesthetically harmonious with adjacent and surrounding development.

The proposed Project’s architecture is reflective of a modern and ‘Contemporary’ architectural style that incorporates various wall planes and massing elements that adds interest to the proposed elevations and was modeled to be similar from the previo usly approved building. The high -quality architecture sets a new standard for future development in the heavy industrial zoned area. Although the proposed warehouse will be one-story tall, the proposed architectural design with alternating colors, delineations, and materials provides the illusion that the building could be more than one-story. The exterior façade of the Project includes three, two-story glass corners including the main office entry and surrounding site vantage points while the bulk of the structure is offset by various

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façade elements including concrete panel accents and mu lti-colored paint patterns with three different shades of gray and a blue accent trim and two types of blue-glazed glass.

The proposed landscaping plan is compatible as it adds a variety of drought tolerant groundcovers and approximately 234 new trees, in addition to retaining approximately 58 existing trees along the perimeter of the sit e and will include modern stormwater bioretention areas. The proposed new surface parking lots will also be a substantial improvement from the existing unmaintained site with new striped parking stalls, EV ready and EV charging stalls, landscaping, and delineated areas for trucks, employee/vis itor parking, and flex delivery drivers.

Generally, buildings surrounding the Project site vary in height. At a maximum height of

46.5-feet up to 49.5 -feet to the top of parapet , the proposed building complements neighboring one- to two-story buildings that are also industrially zoned uses. The varying rooflines add to the building’s aesthetic and the Applicant has provided line of sight studies in the proposed plan set to ensure that rooftop equipment is adequately screened by parapets from any ground or street level vantage point, as well as realistic renderings which demonstrate that the proposed Project will be compatible to the neighborho od in scale, bulk, and height and will be aesthetically harmonious with adjacent and surrounding development.

2. The Project is consistent with the Milpitas Zoning Ordinance.

The Project site is zoned M2 (Heavy Industrial). It is anticipated that the facility would operate as a warehousing and distribution center and is a permitted use per MMC Table XI-10-7.02-1 “Industrial Zone Uses” . As demonstrated in Table 3, the Project complies with the required setbacks, number of parking spaces, landscaped area, and maximum floor area ratio. The proposed signage will be reviewed under a future separate permit.

Although the M2 Zoning District does not identify any maximum height limits, the construction of any new building greater than 35 -feet in height requires the Planning Commission to make a finding that any such excess height will not be detrimental to the light, air or privacy of any other structure or use currently existing or anticipated, pursuant to MMC XI -10-7.03. Given that heights of surrounding structures vary and there are sufficient setbacks between the proposed building and structures on adjacent parcels and the Project would be largely centered around the surface parking lot in a large 28.96 -acre lot, the proposed height of the Project would not be detrimental to the light, air, or privacy of any other structure as further demonstrated by the renderings on Sheet A601 of the Project Plans (Attachment B).

Additionally, during the development review process, Planning staff asked the Applicant if it was feasible to reduce the maximum height of the building to 35 -feet or below; however, the Applicant indicated that the proposed height is the minimum required height necessary for the feasibility of the development to occur and support the operations of the Project, provides more storage and shelfing capacity , and is the industry standard to include interior ceiling heights at a minimum of 36 -40 feet. Considering all of the above and if the Planning Commission grants the excess height beyond 35-feet at approximately

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46-feet and 6-inches (up to 49-feet and 9-inches to top of parapet) with an internal 36-foot clear ceiling height, the Project will be consistent with the Milpitas Zoning Code.

3. The Project is consistent with the Milpitas General Plan.

The proposed Project is consistent with the Milpitas General Plan, as demonstrated and outlined in Table 2, and particularly Policy ED 1-5, which wants to make Milpitas a more predictable place for companies to do business by reducing impediments to growth and actively planning to provide adequate space for companies to provide long -term growth needs, and Policy LU 7-3, which encourages the development of new industrial areas and the redevelopment of existing older or marginal areas with new similar uses, especially those in locations which facilitate efficient multi-modal commute patterns. The proposed Project will be developed on an existing corporate industrial/office campus lot spawning

28.96-acres that has been underutilized and vacant since 2018 and is over 45 years old. The Project is also considered an infill development on previously developed land and will be served by existing utilities and will ensure the land continues to be used as an industrial use, providing a desired manufacturing land use as a warehousing and distribution center that is specifically listed in the General Plan’s description for Manufacturing (MFG). The City’s Office of Economic Development has also provided a letter of support. Furthermore, reinvestment into the Project site will help promote additional economic activity into the area and employment opportunities, as well as provide offsite public improvements that was coordinated closely with the Applicant and City’s Engineering Division.

ENVIRONMENTAL REVIEW
The City as Lead Agency determined that pursuant to CEQA Guidelines Sections 15162 and 15164 (Addendum to an EIR or Negative Declaration), an Addendum to the 1000 Gibraltar Drive FEIR (SCH No. 2020069024) should be prepared for the proposed Project and was published on the City’s website on September 5, 2025 . Sections 1.2.1 (Findings) and 1.2.2 (Conclusions) of the Addendum finds that the impacts of the proposed Project remain consistent with the impacts previously analyzed in the certified 1000 Gibraltar Drive FEIR. The Addendum further concludes that proposed Project does not require any substantial revisions to the 1000 Gibraltar Drive FEIR, and that no new significant information or changes in circumsta nces surrounding the proposed Project have occurred since the certification of the 1000 Gibraltar Drive FEIR, and that no subsequent EIR is necessary.

As required by Public Resources Code Section 21081.6(a)(1), an updated Mitigation Monitoring and Reporting Program (MMRP), adapted from the FEIR, was prepared and requires the relevant applicable mitigation measures from the FEIR to apply to the Addendum. The Addendum and its MMRP included as Exhibits 2 and 3 of Attachment A: Resolution No. 25-012, and the supporting technical reports and information to the Addendum included as Attachments D -G to this staff report, demonstrates that the previous analysis completed for the 1000 Gibraltar Drive FEIR remains adequate under CEQA; therefore, no further environmental review is required.

PUBLIC COMMENT/OUTREACH
Staff provided public notice of the application in accordance with City and State public noticing requirements. A notice was published in the Milpitas Post on August 29, 2025. In addition, notices were sent to all owners and occupants within 300 feet of the Project site. A public notice was also

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posted at the Project site, on the City's Website, www.milpitas.gov, and at City Hall. At the time of publishing this report, no public comments have been received.

RECOMMENDATION
Staff recommends that the Planning Commission:

1. Open the Public Hearing to receive comments; and

2. Close the Public Hearing; and

3. Determine that the Addendum to the 1000 Gibraltar Drive Final Environmental Impact Report (State Clearinghouse No. 2020069024) adequately analyzes the potential environmental impacts associated with the Project, and that the Addendum is in compliance pursuant to CEQA Guidelines §15162 and §15164; and

4. Adopt Resolution No. 25-012, recommending that the Planning Commission approve Site Development Permit No. SD 24-0006, Environmental Assessment No. EA24-0002, and Tree Removal Permit No. TR25-0021, subject to the findings and attached Conditions of Approval.

ATTACHMENTS
A: Resolution No. 25-012, with:

Exhibit 1: Conditions of Approval;
Exhibit 2: Addendum to 1000 Gibraltar Drive FEIR; and
Exhibit 3: MMRP to the Addendum to 1000 Gibraltar Drive FEIR B: Project Plans (dated August 8, 2025)
C: Project Letter of Support from the City’s Office of Economic Development D: Appendix A to Addendum (AQ-GHG-Energy Supporting Reports) E: Appendix B to Addendum (Biological Resources Supporting Reports) F: Appendix C to Addendum (Cultural Resources Supporting Reports) G: Appendix D to Addendum (Transportation Supporting Reports)

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RESOLUTION NO. 25-012

A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MILPITAS, APPROVING SITE DEVELOPMENT PERMIT NO. SD24-0006, ENVIRONMENTAL ASSESSMENT NO. EA24-0002, AND TREE REMOVAL PERMIT NO. TR25-0021, TO REMOVE AND REPLACE 25-ORDINANCE SIZED TREES, DEMOLISH ALL

EXISTING STRUCTURES ON THE SITE INCLUDING FOUR INDUSTRIAL/OFFICE

BUILDINGS, SURFACE PARKING LOTS, AND ASSOCIATED IMPROVEMENTS, AND DEVELOP A NEW, ONE-STORY, 487,564-SQUARE FOOT TILT-UP CONCRETE INDUSTRIAL BUILDING WITH OFFICE SPACE, SURFACE PARKING LOTS, 781 VEHICLE PARKING SPACES, 50 OVERSIZED TRUCK TRAILER PARKING

SPACES, AND ASSOCIATED SITE IMPROVEMENTS ON AN APPROXIMATELY

28.96-ACRE SITE IN THE M2 (HEAVY INDUSTRIAL) ZONING DISTRICT LOCATED AT 1000 GIBRALTAR DRIVE (ALSO KNOWN AS 1001 S. MILPITAS BLVD.) (APN 086-42-033); AND ADOPT THE ADDENDUM TO THE 1000 GIBRALTAR DRIVE FINAL ENVIRONMENTAL IMPACT REPORT (SCH NO. 2020069024), MAKING CEQA FINDINGS PURSUANT TO CEQA GUIDELINES SECTION 15162 AND 15164.

WHEREAS, on March 24, 20 21, by adoption of Resolution No. 21-006, the Planning Commission of the City of Milpitas approved to demolish existing onsite buildings, parking lots, and associated improvements and to remove and replace 88 ordinance-sized trees, construct a new, 491,040-square foot tilt-up concrete distribution center with office space, parking lots, 346 vehicle parking spaces, 101 truck trailer spaces, and associated site improvements located at 1000 Gibraltar Drive per Site Development Permit No. SD19-0008, Environmental Assessment EA20- 0007, and Tree Removal Permit TR19-0007 (the “previous project”); and

WHEREAS, in order to evaluate the previous project under the California Environmental Quality Act (“CEQA,” codified at Public Resources Code § 21000, et seq., as further governed by the CEQA Guidelines, found at 14 C.C.R. § 15000, et seq.), an environmental impact report was prepared (the Draft EIR, as revised by the Final EIR’s errata section, together with the other sections of the Final EIR, are collectively referred to herein as the “ 1000 Gibraltar Drive FEIR,” State Clearinghouse No. 2020069024) was certified on March 24, 2021 , by the Planning Commission by adoption of Resolution No. 21 -007 available for review at https://www.milpitas.gov/379/Environmental-Documents-CEQA; and

WHEREAS, on June 22, 2022, by adoption of Resolution No. 22 -008, the Planning Commission of the City of Milpitas approved a time extension request per Time Extension No.

TE22-0005 to extend the expiration date of the previous project’s entitlements, Site Development Permit No. 19-0008 and Tree Removal Permit No. TR19-0007 to March 24, 2024. The approved project entitlements expired as the development did not vest the previous project per Milpitas Municipal Code Section XI-10-64.06, Expiration of Permit or Approvals, and was not constructed; and

WHEREAS, on November 25, 2024, Panattoni Development Company (“Applicant”), on behalf of the property owner , submitted an application to the City of Milpitas for the approvals

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Milpitas City CouncilDecember 2, 2025

Milpitas City Council
December 2, 2025