Agenda packet — Gilroy City Council, October 7, 2024 (part 2 of 2)

Project Understanding
Background
Glen Loma Ranch (GLR) is a 359.6-acre property located in the City of Gilroy, California. The site is bordered by Uvas Creek to the north, Santa Terea Boulevard to the west and south, and existing residential development to the east. The proposed development for GLR consists primarily of residential use with other land uses including open space, commercial, office, etc. The 2005 Traffic Study by Higgins Associates included 1,690 dwelling units and 155,500 square feet of nonresidential uses. It evaluated 23 intersections within the City of Gilroy and proposed intersection improvements to address deficiencies. The development was evaluated in three phases (Phase 1 to 3).

Since the 2005 Traffic Study, the project has built out at lower land use intensity than anticipated, and the Current Projected Buildout (CPB) includes 1,275 residential units, potentially 192 units at Olive Grove Apartments, a fire station, and 12,000 sf of non-residential uses (including office, restaurant, and commercial).

In 2022, Keith Higgins prepared a traffic study for the CPB (Glen Loma Ranch – Current Projected Buildout and Glen Loma Ranch – Comparison of Intersection Mitigations in the 2005 EIR with Current Projected Buildout (CPB)). The 2022 CPB traffic study evaluated trip generation and assignment for the lower land use intensity and compared it with results for the Background Phase 1+2 and Buildout (Phase 1 to 3) scenarios from the 2005 Traffic Study. The 2022 CPB traffic study concluded that since the CPB generates substantially less traffic than anticipated for Phase 1+2 in the 2005 Traffic Study, the 2005 Background phase 1+2 mitigation measures will adequately mitigate the lower land use intensity of the CPB and none of the mitigation measures identified for Phase 3 are required.

Scope of Review
The purpose of this peer review is to confirm whether the mitigation measures for Phase 3 are still required with the reduced project descriptions of CPB. The peer review focuses on the 2022 CPB traffic study documented in the reports Glen Loma Ranch – Current Projected Buildout and Glen Loma Ranch – Comparison of Intersection Mitigations in the 2005 EIR with Current Projected Buildout (CPB). The memos are enclosed as Attachment A and Attachment B. The approved 2005 Traffic Study and the supplemental studies from 2019 to 2021 were used as references in this review.

The peer review will cover the following intersections (numbering based on the 2005 Traffic Study) that have remaining mitigation measures. The intersections are also included in the 2022 CPB traffic study.

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January 30, 2024

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•
•
•
•
•
#1 Santa Teresa Boulevard/Fitzgerald Avenue
#3 Santa Teresa Boulevard/First Street
#9 Uvas Park Drive/Miller Avenue
#17 Thomas Road/Luchessa Avenue
#19 Monterey Street/Luchessa Avenue
The scope of review includes:
•
•
•
•
•
Trip generation assumptions
Trip distribution and assignment
Level of service calculations
Comparison of study results with the previously prepared document Identification of project impacts in relation to the City’s significance criteria and the reduced project
• Necessity of the transportation mitigation measures in the current context Peer Review Findings
The following summarizes the key findings of our review of the 2022 CPB traffic study on reduced project descriptions in CPB.

Trip Generation
Most of the trip generation estimates are consistent with Institute of Transportation Engineers (ITE) trip generation rates. Trip generation rates from the ITE Trip Generation Manual 10th Edition were applied to CPB land uses. Table 1 includes the peer review comments for each of the land uses in CPB listed in Attachment 1 of Glen Loma Ranch – Current Projected Buildout letter. In the CPB analysis, trip generation for residential land uses utilized the fitted curve equations whereas the trip generation for non-residential land uses used the average rates. Attachment C shows the comparison of trip generation for two non-residential land uses, general office and commercial, when fitted curve equations are used instead of average rates.

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Table 1: Trip Generation Peer Review
CPB Land Use1 Size1ITE Trip Generation Code1 Peer Review Comments Single Family
Homes
840 units 210 Single-Family Detached Agree with trip generation estimate.

Housing (per unit)
Townhomes 277 units
80 units
78 units
220 Multifamily Housing
(Low-Rise) (per unit)
Agree with trip generation estimate.

Agree with trip generation estimate.

Apartments 221 Multifamily Housing
(Mid-Rise) (per unit)
Senior Adult
Housing -
Attached
252 Senior Adult Housing -
Attached (per unit)
Fire Station 7,350 sq. ft. 575 Fire and Rescue Station ITE only provides PM peak hour rates and (per 1,000 sq. ft.) source for AM peak hour rates was not provided in the 2022 CPB traffic study.

Based on engineering judgement, the
number of AM peak hour trips included in
the study is reasonable and no further
refinement is needed.

General Office 4,000 sq. ft. 710 General Office
(per 1,000 sq. ft.)
Fitted curve will result in higher trip
generation estimates than average rates;
but difference is negligible and would not
change the conclusions of the results. See
Attachment C.

Quality
Restaurant
4,000 sq. ft. 931 Quality Restaurant
(per 1,000 sq. ft.)
Agree with trip generation estimate.

Commercial 4,000 sq. ft. 820 Shopping Center
(per 1,000 sq. ft.)
Fitted curve will result in higher trip
generation estimates than average rates;
however, average rates provide more
reasonable estimates and no further
refinements are needed. See Attachment C.

Olive Grove
Apartments
192 units 221 Multifamily Housing
(Mid-Rise) (per unit)
Agree with trip generation estimate.

Notes:

1. From Attachment 1 of Glen Loma Ranch – Current Projected Buildout, May 26, 2022.

Source: Keith Higgins, 2022; Fehr & Peers, 2023.

The 2022 CPB traffic study assumes no internal trip reduction between residential and nonresidential uses under CPB. This results in a conservative estimate of trip generation. Even though our assessment of internalization and mode shift lead to less than 10% of trip reduction credit, the conservative approach of no reduction is reasonable.

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Project Intersection Level of Service (LOS) Impacts & Mitigations The 2022 CPB traffic study concluded that due to the substantial reduction in CPB traffic generation compared to the Background Phases 1+2 trips analyzed in the 2005 Traffic Study, the CPB does not trigger any Phase 3 mitigation measures. Since the LOS for the impacted intersections was not close to exceeding the LOS threshold, assigning the additional office trips from using fitted curve equations (25 trips in the morning peak hour) to the intersections is unlikely to result in a change of LOS grade. The trip assignment of the additional trips results in approximately 5 to 10 more trips in individual movements which will not trigger the impact threshold. Therefore, the remaining mitigation measures are not required and the 2022 CPB traffic study conclusion does not change. The remaining eight mitigation measures for the five impacted intersections are summarized in Table 2.

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Table 2: Remaining Intersection Mitigations
Mitigation Description of Mitigation 2022 CPB Traffic Study Conclusion for CPB2
Intersection Status Peer Review Comments for CPB
No. 1 Measures from 2005 TIA1
#1 Santa Teresa
Boulevard/
Fitzgerald
34 Signalize intersection Intersection
signalized
The intersection has been signalized The outstanding mitigation and no additional mitigation
measures are needed for CPB
requiring the eastbound left and
westbound left turn lanes are no
longer needed. The signalization
mitigates the impact from CPB
Add eastbound left and westbound
left turn lanes Avenue
#3 Santa Teresa
Boulevard/First
Street
37 44
35 36
Add second eastbound left and
westbound left turn lanes
No mitigation
measures built
The mitigation can be eliminated
because is it not triggered by CPB
No additional mitigation measures
needed
Add one eastbound and westbound No mitigation
through lane
The mitigation can be eliminated
because is it not triggered by CPB
No additional mitigation measures
measures built needed
#9 Uvas Park
Drive/Miller
Avenue
Add a northbound left turn lane No mitigation
measures built
The mitigation measure is required The mitigation measure is required for the CPB for the CPB
Prepare a traffic management plan of No mitigation
the Miller Avenue section southwest measures built
of the intersection (within Christmas
Hill Park)
Not mentioned in the 2022 study
but addressed in the Glen Loma
Ranch Traffic Study Update, Gilroy,
CA – Detailed Responses to Peer
Review, February 16, 2021
No additional mitigation measures
needed
39 41
Signalize intersection
Add northbound and southbound
left turn lanes
No mitigation
measures built
The mitigation can be eliminated
because is it not triggered by CPB
No additional mitigation measures
needed
#17 Thomas
Road/Luchessa
Avenue
Add a second lane to the
roundabout if the intersection is
converted to a one-lane roundabout to roundabout
Intersection has The mitigation can be eliminated
been converted because is it not triggered by CPB
No additional mitigation measures
needed
Widen Luchessa Avenue Bridge to
four lanes

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Mitigation Description of Mitigation 2022 CPB Traffic Study Conclusion for CPB2
Intersection Status Peer Review Comments for CPB
No. 1 Measures from 2005 TIA1
#19 Monterey
Street/Luchessa
Avenue
43 Add second northbound and
westbound left turn lanes
No mitigation
measures built
The mitigation can be eliminated
because is it not triggered by CPB
No additional mitigation measures
needed
Notes:

1. From Addendum to the Certified Final EIR – Glen Loma Ranch Specific Plan SCN 2003042018 March 24, 2014.

2. From Glen Loma Ranch – Comparison of Intersection Mitigations in the 2005 EIR with Current Projected Buildout (CPB), June 7, 2022.

Source: EMC Planning Group Inc., 2014; Keith Higgins, 2022; Fehr & Peers, 2023.

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Attachment List
•
•
Attachment A: Glen Loma Ranch – Current Projected Buildout, May 26, 2022 Attachment B: Glen Loma Ranch – Comparison of Intersection Mitigations in the 2005 EIR with Current Projected Buildout (CPB), June 7, 2022
• Attachment C: Trip Generation Comparison Table for General Office and Commercial Land Uses

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Attachment A: Glen Loma Ranch –
Current Projected Buildout, May 26,
2022

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Keith Higgins
Traffic Engineer
May 26, 2022
Glen Loma Group
c/o Augie Dent
7888 Wren Ave D143
Gilroy CA 95020
Re: Glen Loma Ranch – Current Projected Buildout
Dear Augie:

The original 2005 Glen Loma Ranch Specific Plan included a maximum of 1,690 dwelling units and 155,500 square feet of non-residential floor area. In connection with the original project approval, my previous firm, Higgins Associates, prepared the “Glen Loma Ranch Specific Plan Traffic Impact Report dated June 6, 2005 (2005 Traffic Study).

Tje project has built out at lower intensity than the maximum anticipated under the original EIR and Specific Plan approval, theCurrent Projected Buildout (CPB) for Glen Loma Ranch is as follows:

1. A maximum of 1,275 residential units on lands controlled by Filice/Christopher (953 units completed or under construction, Vesting Tentative Maps in process for an additional 252 units, and up to an additional 70 units, anticipated to be multi-family units located in the town center flex area).

2. A fire station in the town center flex area.

3. Commercial uses on lands controlled by Filice/Christopher in the Town Center that shall not exceed 12,000 square feet.

4. The potential for 192 multi-family housing units on the Olive Grove site that is owned by the Gilroy Unified School District.

This letter assesses whether the mitigations recommended for GLR Phases 1+2 in the original 2005 EIRwill be adequate for the CPB. First, it compares the trip generation anticipated from the CPB with the trip generation anticipated from GLR 1+2 in the 2005 Traffic Study. Second, a comparison is provided between the CPB and the GLR 1+2 AM and PM traffic assignments used to calculate levels of service and determine corresponding mitigation measures at the 2005 Traffic Study study intersections and street segments.

A. CPB Trip Generation
The CPB is projected to generate 11,762 daily trips, 864 AM peak hour trips and 1,123 PM peak hour trips.

See Attachment 1, Row 2b.
2060 ROCKROSE COURT, GILROY, CA 95020
T 408.201.2752 [email protected] WWW.KEITHHIGGINSTE.COM

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May 26, 2022
B. GLR 1+2 Trip Generation
The 2005 Traffic Study analyzed a development scenario referred to as the “Background Plus Project Phases 1 and 2 Traffic Conditions” (GLR 1+2) which included 1,005 dwelling units and 111,500 square feet of non-residential (primarily retail) floor area.
•
•
•
Phase 1 was projected to generate 4,272 daily trips with 344 in the AM peak hour and 455 in the PM peak hour.

Phase 2 was forecasted to generate 11,766 daily trips including 642 in the AM peak hour and 1,116 in the PM peak hour.

Phases 1 and 2 were expected to generate a total of 16,038 daily trips, 986 AM peak hour trips and 1,571 PM peak hour trips.

The above are tabulated on Table 6, “Project Trip Generation,” of the 2005 Traffic Study which is included herein as Attachment 2. The total GLR 1+2 is summarized in Attachment 1, Row 3c.

C. GLR 1+2 Trip Assignment
It is important to emphasize that no internal trip reduction between residential and retail uses within GLR was credited in the 2005 Traffic Study GLR 1+2 analysis. All GLR 1+2 residential and non-residential trips were assigned to and from locations external to the GLR as shown by Figure 14 of the 2005 Traffic Study, included herein as Appendix A. The corresponding trip assignments at the GLR gateway intersections are tabulated on Attachment 3, totalled on Attachment 4 and summarized on Attachment 1, Row 4. The 2005 Traffic Study GLR 1+2 analysis was very conservative in not applying an internal trip reduction credit and using even higher volumes for the actual intersection level of service analysis on which mitigation recommendations were based.

D. Comparison of CPB with GLR 1+2 Trip Generation Estimates Some important comparisons are:
•
•
•
Attachment 1, Row 5a, the current CPB is expected to generate 4,276 less daily trips, 122 less AM peak hour trips and 448 less PM peak hour trips than the 2005 Traffic Study Phase 1+2 estimate.

The CPB daily, AM peak hour and PM peak hour trip generation totals are about 27%, 12% and 28%, respectively, below the GLR Phase 1+2 trip generation estimates, as indicated on Attachment 1, Row 5b.

The CPB daily, AM peak hour and PM peak hour trip generation totals are about 17% and 30%, respectively, below the GLR Phase 1+2 AM and PM peak hour trip assignments, as indicated on Attachment 1, Row 6b.

The CPB will clearly generate substantially less traffic than anticipated for Phases 1+2 in the 2005 Traffic Study.
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E. GLR Trip Reduction Effect on Traffic Volumes on Access Routes The reduction in overall GLR trip generation is largely due to the reduction in commercial land uses in the Town Center, which is located in the central part of the GLR. As indicated on the “Percent of Total” column on Attachment 2:
•
•
•
78% of GLR traffic was expected to impact the Uvas Park Drive/Miller Avenue (15%), Santa Teresa Boulevard / Miller Avenue (20%) and Luchessa Avenue / Thomas Road (42%) intersections, which are the primary access routes to and from the Town Center.

The current non-residential land uses in the Town Center are expected to generate a total of about 575 daily trips with 24 during the AM peak hour and 53 during the PM peak hour, as indicated on Attachment 1, Row 1j.

This is a reduction of 7,250 daily trips, 303 AM peak hour trips and 662 PM peak hour trips from the 7,825 daily, 327 AM peak hour and 715 PM peak hour trips expected from the Town Center nonresidential trips in GLR 1+2.

Again, all of the considerable GLR 1+2 non-residential trips were assumed to be external to the GLR, much of which were expected to impact the Luchessa Avenue bridge and the Miller Avenue crossing of Uvas Creek.

It is clear that the CPB will result in less traffic on the access routes including Thomas Road - Luchessa Avenue, Miller Avenue and Santa Teresa Boulevard north and south of the GLR than the volumes forecasted in the 2005 Traffic Study. The impacts from the CPB will be less than anticipated from GLR 1+2.

The mitigations recommended in the 2005 Traffic Study for GLR 1+2 will therefore adequately mitigate the CPB impacts.

F. Current GLR Buildout Trip Generation Comparison with 2005 GLR Buildout Finally, it should also be noted that:
•
•
The full buildout of the original GLR was anticipated to generate about 24,294 net daily trips with 1,435 during the AM Peak Hour and 2,399 during the PM Peak Hour (Attachment 1, Row 7c).

The CPB will generate less than one-half as much daily and more significant PM peak hour traffic as the original proposal (Attachment 1, Rows 8 and 9).

G. Summary and Conclusion
Because the CPB trip generation and traffic assignments are substantially less than the original GLR 1+2 trip generation, the GLR 1+2 mitigation measures will adequately mitigate the CPB. No further traffic studies are required. No Phase 3 traffic improvements, including construction of the 10th Street bridge or the Luchessa Ave. bridge widening, are required for the Glen Loma Ranch CPB. 3 10.4
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May 26, 2022
If you have any questions regarding the contents of this letter or need additional information, please do not hesitate to contact me at your convenience. Thank you for the opportunity to assist you with this project.

Respectfully submitted,
Keith B. Higgins, PE, TE
Attachments
4 10.4
p. 185 of 262
ITE

LAND USE
CODE
DAILY
TRIP
RATE

AM PEAK
HOUR
RATE

PM PEAK
HOUR

TRIP GENERATION RATES RATE
Single-Family Detached Housing (per unit)
Multifamily Housing (Low-Rise) (per unit)
Multifamily Housing (Mid-Rise) (per unit)
Senior Adult Housing - Attached (per unit)
210 8.77

7.41 0.72

0.45 0.36

0.20 1.16

0.73 0.94

0.93 0.53

0.44 0.27

1.15 7.80

3.81 220
221
252
710
931
820

5.44 3.69
General Office (per 1,000 sq. ft.)
Quality Restaurant (per 1,000 sq. ft.)
Shopping Center (per 1,000 sq. ft.)

9.74 83.84

37.75 AM PEAK
HOUR
TRIPS

PM PEAK
HOUR
TRIPS

PROJECT SIZE DAILY
CURRENT CPB TOTAL Residential Commercial Municipal/Office TRIPS

1. CPB Without Olive Grove
a. Single Family Homes
b. Townhomes
840 units
277 units
80 units
78 units
7,367
2,053
435
601
126
29 15
12 5
784
146
c. Apartments 35
d. Senior Adult Housing - Attached
e. Fire Station
288 21
0 sq. ft. 7,350 sq. ft.
sq. ft.
sq. ft.
sq. ft.
sq. ft.
50 2
f. General Office 4,000 sq. ft.
4,000 sq. ft.
0 0
39 5
g. Quality Restaurant
h. Commercial
335 3 31
4,000 sq. ft. 0 151 4 15
i. Subtotal 1,275 units 12,000 sq. ft. 7,350 10,718
575
795
24 1,039
j. Town Center Non-Residential (1e+f+g+h) 53

2. CPB With Olive Grove
a. Olive Grove Apartments
b. Subtotal (1i + 2a)
192 units 1,044 69 84
1,467 units 12,000 sq. ft. 7,350 sq. ft. 11,762 864 1,123

3. 2005 TRAFFIC STUDY PHASES 1+2 *
a. Phase 1 464 units 0 sq. ft. 0 sq. ft.
sq. ft.
sq. ft.
4,272
11,766
16,038
7,825
344
642
986
327
455
1,116
1,571
715
b. Phase 2 541 units 81,500 sq. ft. 30,000
c. Phases 1+2 (3a + 3b) 30,000
d. Town Center Non-Residential Subtotal
1,005 units 81,500 sq. ft.

4. Original Phases 1+2 Traffic Assignment per 2005 Traffic Study, Figure 14** 1,037 1,605

5. Net Difference Between CPB With Olive Grove and 2005 Traffic Study Trip Generation a. Net Numerical Difference (2b - 3c) -4,276
-27%
-122 -448
b. Net Percent Difference (5a divided by 3c) -12% -28%

6. Net Difference Between CPB With Olive Grove and 2005 Traffic Study Trip Assignment a. Net Numerical Difference (2b - 4) -173 -482
b. Net Percent Difference (6a divided by 4) -17% -30%

7. ORIGINAL GLR BUILDOUT *
a. Phase 3 Only 685 units 46,500 sq. ft. 27,500 sq. ft. 10,955 26,993
24,294
608 1,095
2,666
2,399
b. Buildout (3c + 8a) 1,690 units 128,000 sq. ft. 57,500 sq. ft. 1,594 c. Net Buildout (7b minus 10% Internal Trips) 1,435

8. Net Difference Between CPB With Olive Grove and Original Buildout (2b - 7c) -12,532 48%
-571
60%
-1,276

9. CPB as Percent of Original Buildout - With Olive Grove (2b divided by 8c) 47% Notes:

1. Trip generation rates - Institute of Transportation Engineers (ITE) "Trip Generation Manual," 10th Edition, 2017.

2. Trip activity for all residential land uses utilize fitted curve equations. Cited trip rates are equivalent rates per housing unit.

3. CPB data cited from Glen Loma Ranch Traffic Study for Remaining Traffic Mitigation Measures Per the Glen Loma Ranch Development Agreement Section 4.4.7, Keith Higgins Traffic Engineer, May 19, 2019. Commercial uses represent current CPB max. size.

4. * - 2005 Traffic Study Trip Generation - "Glen Loma Ranch Specific Plan Traffic Impact Report," Higgins Associates, June 6, 2005. See Attachment 2.

5. ** - 2005 Traffic Study Trip Assignment - "Glen Loma Ranch Specific Plan Traffic Impact Report," Higgins Associates, June 6, 2005. See Attachments 3 and 4.

Attachment 1
Project Trip Generation
Comparison
Keith Higgins
Traffic Engineer

10.4 p. 186 of 262
Attachment 2 - 2005 Traffic Study
Table 6
Project Trip Generation
PE꣈K HO꣊R TRIP R꣈TES & DISTRIBUTIOꢶ
꣈M PE꣈K HOUR
%
PM PE꣈K HO꣊R
ITE %
LAND UꢀE
ꢛODE

DAILY TOTAL

TRIP PEAK
TOTAL

PROJECT PEAK
ꢀIZE
OF OF
RATEꢀ HOUR Dꢣꢄlv Trꢄns IN OUT HOUR Dꢾilv Trins IN OUT._�

TRIP GENERATION RATES
ꢀingle Famꢄꢤy Detachꢂd Housꢄng
Town Homes
Apartments
ꢀenior Housꢄng (Congrꢂgꢾte ꢛaꢍꢂ Facility)
Total ꢶumbeꢻ Housing Units
210
231
220
793 Homes
570 Units
177 Units
15꣎ Units

9.57 5.86
6-72
꣎.75

0.67 0.51

0.16 8%
11%
8%

0.25 ꣎.75 1.01

0.78 ꣎.62
꣎.25
11%
13%
9%
꣎.63 0.37
꣎.42

0.35 0.39

0.25 0.2꣎

0.45 0.75
꣎.8꣎
꣎.55

0.58 ꣎.65
꣎.61
1 251 4.52 4% 5%
1690 Un꣌ts
Generꢾꢤ Retꢣil - ꢀꢁꢂꢃꢄꢅlꢆ Retꢣil
- Vidꢂo ꢀtore
814
896
912
495
ꢀANDAG
931
932
85꣎
71꣎
852
2꣎,꣎꣎꣎ ꢀF
4,0꣎꣎ ꢀF
5,000 ꢀF

44.32 175.0꣎
246.49
114.0꣎
12꣎.꣎꣎

89.95 127.15
1꣎2.24

11.01 0.꣎0

0.꣎꣎

12.34 1.62

4.8꣎
꣎.81

11.52 3.25

1.55 31.2꣎
꣎.00
0%
0%
5%
1%
4%
1%
9%
3%
14%
6%
꣎%
꣎.꣎0

0.꣎꣎

0.56 0.61

0.6꣎

0.5꣎
꣎.52
꣎.61

0.88 ꣎.5꣎

0.00 0.0꣎

0.00 ꣎.44
꣎.39

0.4꣎
꣎.50
꣎.48

0.39 0.12

0.50 0.꣎꣎

2.71 13.60

45.74 1.64

12.꣎0

7.49 1꣎.92
1꣎.45

1.49 6%
8%
19%
1%
10%
8%
9%
10%
14%
7%

0.44 0.46
꣎.5꣎
꣎.29
꣎.50
꣎.67
꣎.61

0.51 0.17

0.49 0.44

0.56 0.54
꣎.50

0.71 0.50

0.33 0.39

0.49 0.83

0.51 0.56
- Bank
Cꢉmmunity Buꢄldꢄꢼg
Commerꢡial/ꢀꢂrvicꢗ
Rꢗstꢾurꢾnts - Quꢾlꢄty
- High Turꢎovꢂr
ꢀupꢂnnꢾrkꢂt
5,0꣎꣎ ꢀF
25,꣎00 ꢀF
1꣎,꣎0꣎ ꢀF
1꣎,0꣎꣎ ꢀF
34,꣎0꣎ ꢀf
35,0꣎0 ꢀF
3,꣎00 SF
Offꢨces
Conveꢎiꢗnꢡꢂ Mꢣrkꢂt (Northern Commeꢰcꢄal)
ꢀpecialty Retꢣiꢤ ꢇꢈꢉꢊꢋꢌꢍꢎ ꢛꢉmmꢂrciꢣl)
Tꢳtal Town Center & ꢏꢐꢑꢒꢓꢔꢕ Commꢓꢻcial
492.00

44.32 34.57
814 4,50꣎ ꢀF 2.71
155,500 SF
6%
Firꢪ ꢀtation
2 3꣎,0꣎꣎ ꢀF 50.꣎꣎ 12.꣎꣎ 24% 6.0꣎ 6.00 2.꣎꣎ °
4 /o

1.00 1.꣎0
-·
NUMBER OF TRIPS.GENER꣈TED
AM PEAK HOUR PM PEAK HO꣊R
ITE
LAND UꢀE
ꢛODE
TOTAL
PEAK
% TOTAL
TRIPꢀ TRIPꢀ PEAK
IN OUT
%

PROJECT
ꢀ!ZE
DAILY OF OF TRIPꢀ TRIPꢀ
TRIPꢀ HOUR Daꢄlv Trins HOUR Dꢾiꢤv Trins IN OUT
PROJECT TRIPS • PH꣈SE 1 (2005 tꢐ 20101
ꢀingle Fꢣmꢄly Dꢂtached Housing
Town Homꢗs
210
231
405 Hꢭmꢗs
59 Units
3,876
396
3꣎4
4꣎
8%
1꣎%
76 1꣎
228
3꣎
4꣎9
46 11%
12%
258
27 151
19 TOTALPROJECT TRIPS - PH꣈SE I (Residential only) 464 Units 4,272 344 8% 86 258 455 11% 285 170 PROJECT TRIPS - PHASE 2 (2010 to 2014}
ꢀingle Fꢣmꢄly Detached Housing
Town Homꢂs
Apꢅrtments.
219
231
22꣎
167 Homꢂs
197 Units
177 Units
541 ꣊꣋꣌꣍
1,598
1,154
1,189
3,941
125
10꣎
9꣎
8%
9%
8%
8%
31 2꣎
18 69
94 80
72 169
122
11꣎
401
11%
11%
9%
1꣎6
79 72
257
63 43
38 Total Tꢻ꣌ps Hꢷusing Units 315 246 10%
Genꢪral Retail - ꢀꢖꢗꢘiꢙlꢚ Rꢂtaꢄl
ꢛꢜꢝꢞꢟꢠꢡꢢꢣꢤꢥꢦꢂꢧꢨꢩꢪ
Rꢂstꢅurꢾnts • Quality
814
ꢀANDAG
931
932
85꣎
71꣎
852
814
1꣎,000 ꢀF
12,500 ꢀF
2,500 ꢀF
2,5꣎0 ꢀF
34,꣎00 ꢀF
12,500 ꢀF
3,000 ꢀF
4,500 SF
81,500 SF
443
1,5꣎0
225
318
3,476
138
1,476
199
0 60
2 29
111
19 94
꣎
0%
4%
1%
9</0
3%
14%
6%
꣎%
4%
꣎
36 1
15 68
17 47
꣎
꣎
24 1
14 43
2 47
꣎
131
27 150
19 27
355
19 1꣎4
12 713
2 6%
10%
8%
12 75
13 16
181
3 51
5 356
1 15
75 6
11 174
16 53
7 - Hꢄgh Turnovꢂr 8%
ꢀupermarket 10%
14%
7%
6%
9%
4%
9%
Offices
Convꢗnience Mꢅrket ꢫꢬꢭꢮꢯꢂꢰꢱ ꢛommꢂrcꢄaꢤ)
ꢀpꢂciꢾꢤty Rꢂtꢣil (Northern ꢛꢭmmercꢄꢾl)
ꢲꢳꢴꢵ Tꢻips Tꢳwn Center & ꢶꢷꢸꢹꢺꢻꢼ Cꢷmmeꢻcial 7,775 315
12 184
6 357
Fire Station 1
2 3꣎,꣎00 ꢀꢽ 5꣎ 24% 6
TOTAL PROJECT TRIPS • PHASE 2 11,766 642 5% 259 383 1,116 614 502 PROJECT TRIPS· PHASE 3 {2014 tꢳ 20181
ꢀinglꢂ Famꢄly Dꢗtachꢂd Hꢉusꢄꢎg
Tꢉwn Homes
ꢀenior Housing (Congregatꢂ Carꢂ ꢽꢾꢿꣀliꢚꣁ1
210
231
252
221 Hꢉmes
314 Units
15꣎ Units
2,115
1,84꣎
678
166
16꣎
25 8%
9%
4%
42 32
11 124
128
14 223
195
37 11%
11%
5%
14꣎
127
23 83
68 14
Total TripsHousing Units 685 Units 4,633 351 8% 85 266 455 10% 290 165 ꢛommunity Buiꢤding
Gꢪnꢪral Rꢓtail - ꢀpꢂciꢅꢤty Rꢟtꢣil
- Vꢄdꢂo ꢀtoꢍe
495
814
896
912
SANDAG
931
5,꣎00 ꢀF
1꣎,0꣎꣎ ꢀF
4,0꣎꣎ ꢀF
5,0꣎꣎ ꢀF
12,500 ꢀF
7,50꣎ ꢀF
7,5꣎꣎ ꢀF
22,5꣎꣎ ꢀF
74,000 SF
57꣎
443
7꣎꣎
1,232
1,50꣎
675
954
248
6,322
8 0
0 82
6꣎
6 86
35 257
1%
꣎%
꣎꣏꣐꣑
5%
4%
1%
9%
14%
4%
5 ꣎
꣎
35 36
3 45
31 155
3 0
꣎
27 24
3 41
4 8
27 54
229
150
56 82
34 640
1%
6%
8%
19%
1꣎%
8%
9%
14%
10%
2 12
25 115
75 38
50 6
15 29
114
75 18
32 28
317
- Bꢙnk
Commerc!a!/ꢀervice
Restauꢰꢾnts - Qualꢄty
- High Turnovꢗr 932
Offiꢃꢪs 710 6
Tꢷtal Trips Tꢷwn Cent꣄r & ꢶꢐꣂꣃ꣄ꣅ꣆ Cꢷmmerciaꢵ 102 323
TOTAL PROJECT TRIPS - P꣇꣈S꣉ 3

TOTAL PROJECT TRIPS - BUILDOUT
Inteꢻnaꢵ Trips
3 (-10%)
10,955
26,993
2,699
608
1,594
159
6%
6%
240
585
59 368
1,009
1꣎1
1,095
2,666
267
10%
10%
613
1,512
151
482
1,154
115
1690 Un꣌ts
155 500 SF

TOTAL PRIMARY PROJECT

BUILDOUTTRIPS
24,294 1,435 6% 526 908 2,399 10% 1,361 1,039
Notes:

Trip gonora1ion rates b!hd by Institute ofTransporation E,
G"7h Edition, 2003, unless noted 1. Based on a Paper Pesened at the ITE 661h A Mooting on Somr Housing Trip Generation and Parking Cc

2. Based on discussions with EngineerAnthony Holiday 3. of non-rosiden1ial trips DUE TO Neghborhd District Land Use

HIGGINS

ASSOCIATES

10.4 p. 187 of 262

7. Santa Teresa Boulevard / Ballybunion Drive -
West Luchessa Avenue 5. Santa Teresa Boulevard / Club Drive 9. Miller Avenue / Uvas Park Drive 192 7 56
(145) (5) (134)
122(92)
0(0)
70(53)
3(2)
0(0)
4(3)
14(34)
Ballybunion Dr. Miller Ave.

Club Dr. W Luchessa Ave.
28(58)
19(29)
34(25)
0(0) 0(0)
86 3 81
(210) (6) (112)

10. Santa Teresa Boulevard / Miller Avenue - Tenth Street 11. Thomas Road / West Luchessa Avenue 107 149
(184) (411)
86(151)
0(0)
21(33)
137(379)
Miller Ave. W. Luchessa Ave.

Tenth St.
0(0) 239(230)
26(26)
91 265
(142) (256)
Attachment 3
Phase 1 and 2
Trip Assignment
AM & PM Peak Hour Volumes
Keith Higgins
Traffic Engineer

10.4 p. 188 of 262
AM Peak Hour
Out
Percent
of Total
PM Peak Hour
Out
Percent
In Total In Total of Total
A. Figure 14 - Trip Assignment - Phase 1 + Phase 2
Intersection
No. Name
5 7
9 Santa Teresa / Club
Santa Teresa / Ballybunion
86 3
56 91
149
385
192
7 81
107
265
652
278
10 137
198
414
1,037
27%
1%
13%
19%
40%
100%
210
6 134
142
411
903
145
5 112
184
256
702
355
11 246
326
667
1,605
22%
1%
15%
20%
42%
100%
Uvas Park / Miller
10 Santa Teresa / Miller
11 Luchessa /
Total
Thomas
B. Table 6 - Project Trip Generation Totals
GLR Phase 1
GLR Phase 2
Phases 1+2
86 259
345
258
383
641
344
642
986
285
614
899
170
502
672
455
1,116
1,571
C. Trip Assignment Increase Above
Trip Generation 40 11 51 4 30 34
D. GLR 1+2 Trip Assignment as
Percent of GLR 1+2 Trip 112% 102% 105% 100% 104% 102%
Source: "Glen Loma Ranch Specific Plan Traffic Impact Report," Higgins Associates, June 6, 2005 (2005 Traffic Study), Table 6 and Figure 14.

Attachment 4
Glen Loma Ranch
Phase 1+2 Trip Assignments
Keith Higgins
Traffic Engineer

10.4 p. 189 of 262

APPENDIX A -
2005 TRAFFIC
STUDY,
FIGURE 14

10.4 p. 190 of 262
Attachment B: Glen Loma Ranch –
Comparison of Intersection Mitigations
in the 2005 EIR with Current Projected
Buildout (CPB), June 7, 2022

10.4 p. 191 of 262
Keith Higgins
Traffic Engineer
June 7, 2022
Glen Loma Group
c/o Augie Dent
7888 Wren Avenue D143
Gilroy, CA 95020
Re: Glen Loma Ranch – Comparison of Intersection Mitigations in the 2005 EIR with Current Projected Buildout (CPB)
Dear Augie:

This letter is in response to a request by Jon Biggs, Gilroy Interim Planning Director, to analyze the effect of the reduced trip generation from the Glen Loma Ranch Current Projected Buildout (CPB) on project traffic distribution, assignment and traffic operations at the following intersections and streets with remaining mitigation measures.

1. Study Intersection 1 – Santa Teresa Boulevard / Fitzgerald Avenue (Mitigation 34)

2. Study Intersection 3 – Santa Teresa Boulevard / First Street (State Route 152) (Mitigations 37 and 44)

3. Study Intersection 9 – Miller Avenue / Uvas Park Drive (Mitigations 35 and 39)

4. Study Intersection 13 – Princevalle Street / Tenth Street (Mitigation 40)

5. Study Intersection 17 – Thomas Road / Luchessa Avenue (Mitigation 41)

6. Study Intersection 18 – Princevalle Street / Luchessa Avenue (Associated with Mitigation 41)

7. Study Intersection 19 – Monterey Road / Luchessa Avenue (Mitigation 43) The locations of these intersections are shown on Attachment A. For reference, the original 2005 Project mitigations for these seven intersections are excerpted in Attachment B.

A. CPB Trip Generation Summary
My letter to you dated May 26, 2022 indicated that the CPB will generate about 11,762 daily trips with 864 in the AM peak hour and 1,123 in the PM peak hour. These are about 27% less daily trips and 17% less AM traffic and 30% less PM traffic than was anticipated for Glen Loma Ranch Phases 1+2 (Phases 1+2). The CPB is also expected to generate about 60% less AM peak hour traffic and 40% less PM peak hour traffic than the 24,294 daily, 1,435 AM and 2,399 PM trips anticipated for the original Glen Loma Ranch Buildout. 2060 ROCKROSE COURT, GILROY, CA 95020
T 408.201.2752 [email protected] WWW.KEITHHIGGINSTE.COM

10.4 p. 192 of 262
Glen Loma Group
June 7, 2022
B. CPB Traffic Volume Forecasts
The CPB AM and PM peak hour trip assignments to the study intersections are illustrated on Attachment C using the same trip distribution and assignment assumptions used in the “Glen Loma Ranch Specific Plan Traffic Impact Report,” June 6, 2005, prepared by my previous firm, Higgins Associates, (2005 Traffic Study). CPB volumes are added to the 2005 Traffic Study Background volumes, the base volumes for the analysis of Phases 1+2 impacts. The resulting CPB volumes are depicted on Attachment D.

C. Background Plus CPB Traffic Operations
Attachment E provides a summary table with Background plus Phases 1+2 (Phases 1+2) levels of service and recommended mitigation measures used as the basis for the mitigation measures described in Attachment B. It also tabulates levels of service and recommended mitigation measures with the lower CPB volumes. The results by intersection are as follows.

1. Study Intersection 1 – Santa Teresa Boulevard / Fitzgerald Avenue (Mitigation 34)
The Santa Teresa Boulevard / Fitzgerald Avenue intersection had four-way stop control at the time when the 2005 Traffic Study was prepared. The mitigation included the installation of a traffic signal for Phases 1+2 traffic conditions. The traffic signal was installed many years ago. No additional mitigations were identified to accommodate Phases 1+2. The CPB will result in less traffic at this intersection, with slightly improved traffic operations compared to what was expected with Phases 1+2 impacts. No additional mitigations are required for the CPB.

2. Study Intersection 3 – Santa Teresa Boulevard / First Street (State Route 152) (Mitigations 37 &44)
The Santa Teresa Boulevard / First Street (State Route 152) intersection was expected to operate at LOS C under Phases 1+2 conditions. CPB traffic operations will be slightly better than what was expected under the Phases 1 + 2 condition. Mitigations 37 and 44 were identified for Phase 3 impacts and thus are not triggered at this intersection by the CPB.

3. Study Intersection 9 – Miller Avenue / Uvas Park Drive (Mitigations 35 & 39) Phases 1+2 mitigation at the Miller Avenue / Uvas Park Drive intersection included the installation of a northbound Uvas Park Drive left turn lane. This mitigation will be required for the CPB as well, although traffic volumes will be lower than expected with Phases 1+2. Mitigation 39 was identified for Phase 3 impacts and thus is not triggered at this intersection by the CPB.

4. Study Intersection 13 – Princevalle Street / Tenth Street (Mitigation 40)
The Princevalle Street / 10th St intersection was signalized in 2005. The mitigation at this intersection included adding left turn traffic signal phasing (left turn arrows) on all four intersection approaches to better accommodate the high amount of pedestrian traffic before and after school hours at Gilroy High School and Glen View 2 10.4
p. 193 of 262
Glen Loma Group
June 7, 2022
Elementary School. The left turn phasing was installed many years ago. No additional mitigation is required for the CPB at this intersection.

5. Study Intersection 17 – Thomas Road / Luchessa Avenue (Mitigation 41)
The mitigation at the Thomas Road / Luchessa Avenue intersection was the conversion of an all-way stop controlled channelized intersection to a one lane roundabout. This was constructed in 2015. It was adequate mitigation for Phases 1+2 and will adequately mitigate the lower volumes now anticipated for the CPB. No additional mitigation is required for the CPB at this intersection.

6. Study Intersection 18 – Princevalle Street / Luchessa Avenue (indirectly associated withMitigation 41 and Luchessa Avenue bridge widening)
The Princevalle / Luchessa Avenue intersection had stop control and no eastbound Luchessa Avenue left turn lane in 2005. Mitigation was recommended to include a traffic signal and eastbound left turn lane, which were installed in 2016. This mitigation is adequate to accommodate Phases 1+2. It will operate better with the lower volume CPB. No additional mitigation is required for the CPB at this intersection.

7. Study Intersection 19 – Monterey Road / Luchessa Avenue (Mitigation 43)
The Monterey Road / Luchessa Avenue intersection was determined in the 2005 EIR to not require mitigation to accommodate Phases 1+2 impacts. The impacts for the CPB will be reduced from the impacts expected under Phases 1 + 2. It will therefore operate acceptably with no mitigation for the CPB. Mitigation 43 was identified for Phase 3 impacts and thus is not triggered at this intersection for the CPB.

D. Summary and Conclusion
Because the CPB trip generation and traffic assignments are substantially less than the original GLR 1+2 trip generation, the Phases 1+2 mitigation measures will adequately mitigate the CPB. The specific CPB mitigations at each study intersection are summarized below.

1. Study Intersection 1 – Santa Teresa Boulevard / Fitzgerald Avenue – No additional mitigations are required for the CPB.

2. Study Intersection 3 – Santa Teresa Boulevard / First Street (State Route 152) – Mitigations at this intersection were identified for Phase 3 impacts and thus are not triggered at this intersection by the CPB.

3. Study Intersection 9 – Miller Avenue / Uvas Park Drive – The existing mitigation measure to construct a northbound Uvas Park Drive left turn lane will be required for the CPB.

4. Study Intersection 13 – Princevalle Street / Tenth Street – Mitigation is complete. No additional mitigation is required by the CPB from what has already been installed.

5. Study Intersection 17 – Thomas Road / Luchessa Avenue – Mitigation is complete. No additional mitigation is required by the CPB from what has already been installed.

6. Study Intersection 18 – Princevalle Street / Luchessa Avenue – Mitigation is complete. No additional mitigation is required by the CPB from what has already been installed. 3 10.4
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Glen Loma Group
June 7, 2022

7. Study Intersection 19 – Monterey Road / Luchessa Avenue – Mitigations at this intersection were identified for Phase 3 impacts and thus are not triggered at this intersection by the CPB.

The major finding is that, due to the substantial reduction in CPB traffic generation compared to the GLR Phases 1+2 analyzed in the 2005 Traffic Study, the CPB does not trigger any Phase 3 mitigation measures.

If you have any questions regarding the contents of this letter or need additional information, please do not hesitate to contact me at your convenience. Thank you for the opportunity to assist you with this project.

Respectfully submitted,
Keith B. Higgins, PE, TE
Attachments
4 10.4
p. 195 of 262

10.4 p. 196 of 262

10.4 p. 197 of 262
Attachment B
Transportation Mitigation Measures for the Subject Intersections from the
Addendum to the Certified Final EIR – Glen Loma Ranch Specific Plan
This information is provided for reference only. SCN 2003042018, Dated: March 24, 2014

3.8 Transportation/Traffic Mitigations for Subject Intersections – Full 2005 Project

34. Signalize the Santa Teresa Boulevard/Fitzgerald Avenue intersection and add eastbound and westbound left tum lanes.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase II.

Note: MM 34 partially implemented – the signal was built at this location and is operational.

35. Add a northbound left tum lane to the Uvas Park Drive/Miller Avenue intersection.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase II.

37. Add second eastbound and westbound left tum lanes to the Santa Teresa Boulevard/First Street intersection.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase III.

39. Signalize the Uvas Park Drive/Miller Avenue intersection and add northbound and southbound left-tum lanes.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase Ill.

40. Convert the signal phasing at the Princevalle Street/Tenth Street intersection from permitted phasing to protected phasing.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase III.

Note: MM 40 has been implemented – the signal modification was installed at this location and is operational.

41. If the Thomas Road/Luchessa Avenue intersection was converted to a one lane modern roundabout, add a second lane to the roundabout and widen the Luchessa Avenue Bridge to four lanes. This would result in LOS A during both the AM and PM peak hours.

OR
If the Thomas Road/Luchessa Avenue intersection was signalized and a northbound right tum lane was added, add a second westbound left tum lane and westbound through lane and widen the Luchessa Avenue Bridge to four lanes.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase III.

10.4 p. 198 of 262
Attachment B
Transportation Mitigation Measures for the Subject Intersections from the
Addendum to the Certified Final EIR – Glen Loma Ranch Specific Plan
This information is provided for reference only. SCN 2003042018, Dated: March 24, 2014

3.8 Transportation/Traffic Mitigations for Subject Intersections – Full 2005 Project (continued)

42. Signalize the Princevalle Street/Luchessa Avenue intersection and add an eastbound left tum lane.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase III.

Note: MM 42 complete – the project was built and is operational.

43. Add second northbound and westbound left tum lanes at the Monterey Street/Luchessa Avenue intersection.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase III.

44. Add an eastbound and westbound through lane on First Street at its intersection with Santa Teresa Boulevard.

The project proponent shall be responsible for paying for the design and implementation of this mitigation measure, prior to the issuance of the first building permit in Phase III.

10.4 p. 199 of 262

3. Santa Teresa Blvd. / First St. 9. Miller Ave. / Uvas Park Dr. 13. Princevalle St. / Tenth St. 0(0)
0(0)
14(12)
0(0)
12(24)
0(0)
0(0)
12(25)
0(0)
Tenth St.

First St. Miller Ave.
0(0) 23(41)
16(20)
28(18)
0(0)
28(18)
0(0)
0(0)
5(10)

17. Thomas Road / Luchessa Ave. 18. Princevalle St. / Luchessa Ave. 19. Monterey Rd. / Luchessa Ave. 114 (265) 114 (265)
0(0)
110(256)
0(0)
24(56)
0(0)
114(265)
Luchessa Ave. Luchessa Ave. Luchessa Ave.
198 (161)
7(8) 99(83)
51(39)
11(6)
198(161)
22(18)
192(154)
199 (162)
Attachment C
Project Trip Assignment
Current Project Buildout
AM & PM Peak Hour Volumes
(Page 1 of 2)
Keith Higgins
Traffic Engineer

10.4 p. 200 of 262

1. Santa Teresa Blvd. / Fitzgerald Ave.
0(0)
0(0)
15(30)
Fitzgerald Ave.
0(0)
0(0)
0(0)
Attachment C
Project Trip Assignment
Current Project Buildout
AM & PM Peak Hour Volumes
(Page 2 of 2)
Keith Higgins
Traffic Engineer

10.4 p. 201 of 262

3. Santa Teresa Blvd. / First St. 9. Miller Ave. / Uvas Park Dr. 13. Princevalle St. / Tenth St. 270(344)
155(285)
246(218)
25(27)
123(79)
56(12)
101(126)
347(536)
115(79)
Tenth St.

First St. Miller Ave.
41(96)
220(275)
111(77)
36(52)
67(27)
164(102)
107(14)
428(376)
126(14)

17. Thomas Road / Luchessa Ave. 18. Princevalle St. / Luchessa Ave. 19. Monterey Rd. / Luchessa Ave. 597 (764) 596 (764)
93(107)
424(671)
24(92)
103(258)
92(285)
193(297)
Luchessa Ave. Luchessa Ave. Luchessa Ave.
703 (477)
171(65) 136(128)
237(152)
216(218)
274(180)
98(24)
533(413)
704 (478)
Attachment D
Background Plus Current Project Buildout
AM & PM Peak Hour Volumes
(Page 1 of 2)
Keith Higgins
Traffic Engineer

10.4 p. 202 of 262

1. Santa Teresa Blvd. / Fitzgerald Ave.
18(20)
6(8)
222(494)
Fitzgerald Ave.
4(0)
4(10)
5(11)
Attachment D
Background Plus Current Project Buildout
AM & PM Peak Hour Volumes
(Page 2 of 2)
Keith Higgins
Traffic Engineer

10.4 p. 203 of 262
Attachment E
Remaining Glen Loma Ranch Intersections
Levels of Service with GLR Phases 1+2 and
CPB Background + Phases 1+2
Level of (2005 TIA)
Service
Standard
2005
Intersection
Control
Background + CPB
Operations
Type
Unmitigated Delay and LOS with

AM PM AM PM
Intersection Del LOS Del

14.8 B
LOS

35.2 E
Del LOS

14.7 B
Del LOS
1 Santa Teresa Fitzgerald County: LOS D All-Way Stop Improvements in place in 2005 31.4 D City: LOS C
Improvements Already Implemented
Delay and LOS With Mitigations
Traffic Signal

21.1 C+ 30.5 C
Traffic Signal

21.0 C+ 29.6 C
Traffic Signal already
installed. None Required. GLR EIR Mitigation N.A.

Traffic Signal already installed.

None Required. Recommended CPB Mitigation
Unmitigated Delay and LOS with
N.A.
3 Santa Teresa First City: LOS C Signal Improvements in place in 2005 Delay and LOS With Mitigations

25.0 C 25.3 C 25.0 C 25.1 C
GLR EIR Mitigation None Required N.A.

Recommended CPB Mitigation N.A. None Required
Unmitigated Delay and LOS with
Improvements in place in 2005
Delay and LOS With NB Uvas Left Only
9 Miller Uvas City: LOS C All-Way
Stop

28.8 D

24.9 C

46.2 E

24.0 C

21.3 C

19.5 C

44.0 E

23.4 C
Add NB Uvas Left Turn Lane GLR EIR Mitigation N.A.

Recommended CPB Mitigation Add NB Uvas Left Turn Lane N.A.

Traffic Signal
with No Left
Turn Phases
Unmitigated Delay and LOS with
Improvements in place in 2005
GLR EIR Mitigation
13 Princevalle
17 Thomas
Tenth City: LOS C
City: LOS C

10.1 B+
LT Phasing all 4 directions is
already in place.

9.1 A 10.2 B+
LT Phasing all 4 directions is
already in place.

9.2 A
Recommended CPB Mitigation
Unmitigated Delay and LOS with
Improvements in place in 2005
Delay and LOS With Mitigations
Luchessa All-Way
Stop

60.8 F

6.9 A
114.1 F

8.7 A

51.1 F

6.6 A

64.7 F

6.9 A
GLR EIR Mitigation 1-Lane Roundabout
Recommended CPB Mitigation 1-Lane Roundabout

25.0 D
Unmitigated Delay and LOS with
Princevalle Improvements in place in 2005
Stop Sign
18 Princevalle Luchessa
Luchessa
City: LOS D 28.4 D 34.9 D 25.8 D
Improvements Already Implemented Traffic Signal Traffic Signal GLR EIR Mitigation None Required
Recommended CPB Mitigation None Required
Unmitigated Delay and LOS with
19 Monterey Improvements in place in 2005
Notes:

Signal 23.9 C 29.4 C 23.4 C 28.0 C
GLR EIR Mitigation None Required
Recommended CPB Mitigation None Required

1. Delays under Background + Phases 1+2 were verified in analysis model, prior to use under Background + CPB, to either match exactly the values in 2005 report or to be no more than 1.0 seconds different.

10.4 p. 204 of 262
Appendix 1
Level of Service Calculations

10.4 p. 205 of 262
Bkgnd+Ph1+2 AM Wed May 4, 2022 14:25:17 Page 2-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
80 12
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.646

15.1 C
******************************************************************************** Street Name:

Approach:

Santa Teresa Blvd Fitzgerald Ave
North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Lanes:

Stop Sign
Include
7 10
Stop Sign
Include
7 10
Stop Sign
Include
Stop Sign
Include
10 10 4 4 4 10 10 10
1 0 1 0 1 1 0 0 1 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 5 386 465 15 201 2 4 4 5 225 6 18
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:
5 386 465 15 201 2 4 4 5 225 6 18

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
5 386 465 15 201 2
0 2
4 0
4 4
0 4
5 225 6
0 6
18 0
18 0 0 0 0 0 0 0
5 386 465 15 201 5 225

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 5 386 465 15 201 2 4 4 5 225 6 18
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.99 0.01 0.31 0.31 0.38 0.91 0.02 0.07 Final Sat.: 578 631 720 508 546 5 156 156 195 509 14 41 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

Delay/Veh:

0.01 0.61 0.65 0.03 0.37 0.37 0.03 0.03 0.03 0.44 0.44 0.44 **** **** **** ****

8.9 16.7 16.0 9.7 12.4 12.4 9.6 9.6 9.6 13.7 13.7 13.7
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.9 16.7 16.0 9.7 12.4 12.4 9.6 9.6 9.6 13.7 13.7 13.7 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

A C

16.3 1.00

16.3 C
C A B

12.2 1.00

12.2 B
B A A

9.6 1.00

9.6 A
A B B

13.7 1.00

13.7 B
B
AllWayAvgQ: 0.0 1.5 1.7 0.0 0.5 0.5 0.0 0.0 0.0 0.7 0.7 0.7 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 206 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9003 Santa Teresa Blvd. / First St.
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
70 12
49 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.646

25.0 C
******************************************************************************** Street Name:

Approach:

Movement:

Santa Teresa Blvd. First St.

East Bound

L - T - R
North Bound South Bound West Bound

L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Include
Protected
Include
Protected
Include
Protected
Ignore
0 0 0 0 0 0 0 0 0 0 0 0

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 89 518 295 445 590 87 41 220 112 249 155 270 89 518 295 445 590 87 41 220 112 249 155 270
User Adj:

PHF Adj:

PHF Volume:

Reduct Vol:

1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 89 518 148 445 590 44
0 41 220 56 249 155 0
0 0
0 0 0 0 0 0 0 0 0 0
Reduced Vol: 89 518 148 445 590 44 41 220 56 249 155
PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 89 518 148 445 590 44 41 220 56 249 155 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Final Sat.: 1750 3800 1750 3150 3800 1750 1750 1900 1750 1750 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.14 0.08 0.14 0.16 0.02 0.02 0.12 0.03 0.14 0.08 0.00 Crit Moves: **** **** **** ****
Green Time: 7.4 14.8 14.8 15.3 22.6 22.6 6.2 12.5 12.5 15.4 21.7 0.0 Volume/Cap: 0.48 0.65 0.40 0.65 0.48 0.08 0.26 0.65 0.18 0.65 0.26 0.00 Uniform Del: 29.5 25.2 23.8 24.9 19.0 16.4 29.7 26.7 24.4 24.8 18.1 0.0 IncremntDel: 2.0 1.8 0.7 2.1 0.3 0.1 0.9 4.3 0.3 3.8 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 31.4 27.1 24.5 27.0 19.3 16.5 30.6 31.0 24.6 28.6 18.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 31.4 27.1 24.5 27.0 19.3 16.5 30.6 31.0 24.6 28.6 18.4 0.0 LOS by Move:

HCM2kAvgQ:

C
3 C
6 C
3 C B- B
1 C
1 C
6 C
1 C B- A
6 5 6 3 0
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 207 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.906

28.8 0 D
******************************************************************************** Street Name:

Approach:

Uvas Park Dr. Miller Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0 0 0 0 0 0 0 0 0 0 0
0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 110 253 12 12 392 64 41 70 170 56 125 25
110 253 12 12 392 64 41 70 170 56 125 25
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 116 266
Reduct Vol:

Reduced Vol: 116 266
13 0
13 413 67
0 67
43 74 179 59 132 26
0 26
0 0 0 0 0 0 0 0 0
13 13 413 43 74 179 59 132
PCE Adj:

MLF Adj:

FinalVolume: 116 266

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13 13 413 67 43 74 179 59 132 26
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.: 148 341

0.29 0.68 0.03 0.02 0.84 0.14 0.15 0.25 0.60 0.27 0.61 0.12 16 14 455 74 70 119 289 118 263 53
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

0.78 0.78 0.78 0.91 0.91 0.91 0.62 0.62 0.62 0.50 0.50 0.50 **** **** **** ****
Delay/Veh: 27.3 27.3 27.3 41.5 41.5 41.5 18.7 18.7 18.7 16.5 16.5 16.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 27.3 27.3 27.3 41.5 41.5 41.5 18.7 18.7 18.7 16.5 16.5 16.5 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

D D

27.3 1.00

27.3 D
D E E

41.5 1.00

41.5 E
E C C

18.7 1.00

18.7 C
C C C

16.5 1.00

16.5 C
C
AllWayAvgQ: 2.4 2.4 2.4 4.8 4.8 4.8 1.2 1.2 1.2 0.7 0.7 0.7 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 208 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9013 Princevalle / Tenth
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
60 6
23 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.419

10.1 B+
******************************************************************************** Street Name:

Approach:

Movement:

Princevalle St. Tenth St.

East Bound

L - T - R
North Bound South Bound West Bound

L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 0 0 0 0 0 0 0 0

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 0 1 0 0 1 0 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 95 148 120 117 203 32 107 433 126 115 349 101 95 148 120 117 203 32 107 433 126 115 349 101
User Adj:

PHF Adj:

PHF Volume:

Reduct Vol:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 95 148 120 117 203 32 107 433 126 115 349 101
0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 95 148 120 117 203 32 107 433 126 115 349 101 PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 95 148 120 117 203 32 107 433 126 115 349 101 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 1.00 0.55 0.45 1.00 0.86 0.14 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Final Sat.: 1750 994 806 1750 1555 245 1750 1900 1750 1750 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.15 0.15 0.07 0.13 0.13 0.06 0.23 0.07 0.07 0.18 0.06 Crit Moves: **** ****
Green Time: 21.3 21.3 21.3 21.3 21.3 21.3 32.7 32.7 32.7 32.7 32.7 32.7 Volume/Cap: 0.15 0.42 0.42 0.19 0.37 0.37 0.11 0.42 0.13 0.12 0.34 0.11 Uniform Del: 13.2 14.6 14.6 13.3 14.3 14.3 6.6 8.1 6.7 6.7 7.6 6.6 IncremntDel: 0.1 0.4 0.4 0.1 0.4 0.4 0.1 0.3 0.1 0.1 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 13.3 15.1 15.1 13.5 14.7 14.7 6.7 8.3 6.8 6.7 7.8 6.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 13.3 15.1 15.1 13.5 14.7 14.7 6.7 8.3 6.8 6.7 7.8 6.7 LOS by Move:

HCM2kAvgQ:

B
1 B
4 B
4 B
2 B
4 B
4 A
1 A
5 A
1 A
1 A
4 A
1 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 209 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

1.133

60.8 0 F
******************************************************************************** Street Name:

Approach:

Thomas Rd. Luchessa Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0 0 0 0 0 0 0 0 0 0 0
0 0 1! 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 115 0 431 0 315 102 405 216 0
115 0 431 0 0 0 0 315 102 405 216 0
0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 115
Reduct Vol:

Reduced Vol: 115
0 431 0
0 0
0 0
0 0
0 0
0 315 102 405 216 0
0 0
0 0 0 0 0 0 0 0
0 431 0 315 102 405 216
PCE Adj:

MLF Adj:

FinalVolume: 115

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 431 0 0 0 0 315 102 405 216 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.: 126

0.21 0.00 0.79 0.00 0.00 0.00 0.00 1.00 1.00 0.65 0.35 0.00 0 471 0 490 542 357 191 0 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

0.91 xxxx 0.91 xxxx xxxx xxxx xxxx 0.64 0.19 1.13 1.13 xxxx **** **** ****
Delay/Veh: 42.8 0.0 42.8 0.0 0.0 0.0 0.0 21.5 10.7 104.7 105 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 42.8 0.0 42.8 0.0 0.0 0.0 0.0 21.5 10.7 104.7 105 0.0 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

E *

42.8 1.00

42.8 E
E * * * * C

18.9 1.00

18.9 C
B F F
104.7

1.00 104.7
F
*
xxxxxx
xxxxx
xxxxxx
*
AllWayAvgQ: 5.6 5.6 5.6 0.0 0.0 0.0 0.0 1.6 0.2 14.5 14.5 14.5 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 210 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
******************************************************************************** Intersection #9018 Princevalle / Luchessa
******************************************************************************** Average Delay (sec/veh): 5.6 Worst Case Level Of Service: D[ 28.4] ******************************************************************************** Street Name:

Approach:

Movement:

Princevalle St. Luchessa Ave.

North Bound

L - T - R
South Bound

L - T - R
East Bound

L - T - R
West Bound

L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Lanes:

Stop Sign
Include
0 0 0 0 0
Stop Sign
Include
1 0 0 0 1
Uncontrolled
Include
0 1 0 0 0
Uncontrolled
Include
0 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 0 0 0 74
74 0 173 172 573 0 0 448 94
94 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
0 0 0 0 173 172 573 0 0 448

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

FinalVolume:
0 0
0 0
0 0
0 0
0 74
0 74
0 173 172 573 0
0 0
0 448 94
0 94
0 0 0 0 0 0
0 173 172 573 0 448
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Critical Gp:xxxxx xxxx xxxxx 6.4 xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:

Cnflict Vol: xxxx xxxx xxxxx 1412 xxxx 495 542 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 154 xxxx 579 1037 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 132 xxxx 579 1037 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.56 xxxx 0.30 0.17 xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx 2.8 xxxx 1.2 0.6 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx 62.5 xxxx 13.9 9.2 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move:

Movement:
* * * F * B A * * * * *

LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.6 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.2 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS:

ApproachDel:

ApproachLOS:
* * * * *

28.4 D
* A * * * * *
xxxxxx
*
xxxxxx
*
xxxxxx
*
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 211 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9019 Monterey / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
90 12
37 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.437

23.9 C
******************************************************************************** Street Name:

Approach:

Monterey Rd. Luchessa Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Ovl
Protected
Ovl
Protected
Ovl
Protected
Ovl
0 0 0 0 0 0 0 0 0 0 0 0

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 256 245 351 83 161 93 156 249 220 92 108 24 256 245 351 83 161 93 156 249 220 92 108 24
User Adj:

PHF Adj:

PHF Volume: 256 245 351
Reduct Vol:

Reduced Vol: 256 245 351

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 83 161 93 156 249 220 92 108 24
0 0 0 0 0 0 0 0 0 0 0 0
83 161 93 156 249 220 92 108 24
PCE Adj:

MLF Adj:

FinalVolume: 256 245 351

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 83 161 93 156 249 220 92 108 24
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 0.82 0.18 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1473 327 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.15 0.06 0.20 0.05 0.04 0.05 0.09 0.13 0.13 0.05 0.07 0.07 Crit Moves: **** **** **** ****
Green Time: 31.2 30.5 41.3 9.8 9.0 29.8 20.7 27.0 58.2 10.8 17.1 26.8 Volume/Cap: 0.42 0.19 0.44 0.44 0.42 0.16 0.39 0.44 0.19 0.44 0.39 0.25 Uniform Del: 22.5 21.1 16.5 37.6 38.0 21.3 29.3 25.4 6.4 36.8 31.9 23.9 IncremntDel: 0.5 0.1 0.4 1.6 0.8 0.1 0.6 0.5 0.1 1.5 0.7 0.2 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 23.0 21.1 16.9 39.2 38.8 21.4 29.9 25.9 6.5 38.2 32.6 24.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 23.0 21.1 16.9 39.2 38.8 21.4 29.9 25.9 6.5 38.2 32.6 24.2 LOS by Move: C+ C+
HCM2kAvgQ:

B
7 D D+ C+
2 C
4 C
6 A
3 D+ C- C
6 2 3 3 3 4 3
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 212 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
90 12
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.980

36.2 E
******************************************************************************** Street Name:

Approach:

Rights:

Min. Green:

Lanes:

Stop Sign
Include
7 10
Stop Sign
Include
7 10
Stop Sign
Include
Stop Sign
Include
10 10 4 4 4 10 10 10
1 0 1 0 1 1 0 0 1 0 0 0 0 1 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol: 8 244 231 21 403 0 0 10 11 507 8 20
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:
8 244 231 21 403 0 0 10 11 507 8 20

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
8 244 231 21 403 0
0 0
0 10 11 507 8
0 8
20 0
20 0 0 0 0 0 0 0 0 0
8 244 231 21 403 0 10 11 507

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 244 231 21 403 0 0 10 11 507 8 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.48 0.52 0.95 0.01 0.04 Final Sat.: 452 485 535 460 492 0 0 202 223 517 20 8
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

0.02 0.50 0.43 0.05 0.82 xxxx xxxx 0.05 0.05 0.98 0.98 0.98 **** **** **** ****
Delay/Veh: 10.7 17.0 14.1 10.8 34.0 0.0 0.0 11.1 11.1 58.5 58.5 58.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.7 17.0 14.1 10.8 34.0 0.0 0.0 11.1 11.1 58.5 58.5 58.5 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

B C

15.5 1.00

15.5 C
B B D

32.9 1.00

32.9 D
* * B

11.1 1.00

11.1 B
B F F

58.5 1.00

58.5 F
F
AllWayAvgQ: 0.0 0.9 0.7 0.0 3.3 3.3 0.0 0.0 0.0 7.4 7.4 7.4 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 213 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9003 Santa Teresa Blvd. / First St.
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
70 12
44 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.584

25.3 C
******************************************************************************** Street Name:

Approach:

Movement:

Santa Teresa Blvd. First St.

East Bound

L - T - R
North Bound South Bound West Bound

L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Include
Protected
Include
Protected
Include
Protected
Include
0 0 0 0 0 0 0 0 0 0 0 0

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 111 356 171 373 481 78 96 275 80 223 285 344 111 356 171 373 481 78 96 275 80 223 285 344
User Adj:

PHF Adj:

PHF Volume: 111 356
Reduct Vol:

Reduced Vol: 111 356

1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 86 373 481 39
0 96 275 40 223 285 0
0 0
0 0 0 0 0 0 0 0 0 0
86 373 481 39 96 275 40 223 285
PCE Adj:

MLF Adj:

FinalVolume: 111 356

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 86 373 481 39 96 275 40 223 285 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Vol/Sat: 0.06 0.09 0.05 0.12 0.13 0.02 0.05 0.14 0.02 0.13 0.15 0.00 Crit Moves: **** **** **** ****
Green Time: 8.5 11.2 11.2 14.2 16.9 16.9 8.7 17.3 17.3 15.3 23.9 0.0 Volume/Cap: 0.52 0.58 0.30 0.58 0.52 0.09 0.44 0.58 0.09 0.58 0.44 0.00 Uniform Del: 28.9 27.2 25.9 25.2 23.0 20.6 28.4 23.2 20.3 24.5 17.9 0.0 IncremntDel: 2.4 1.5 0.6 1.4 0.6 0.1 1.4 1.9 0.1 2.3 0.5 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 31.2 28.7 26.6 26.6 23.6 20.7 29.8 25.1 20.4 26.9 18.4 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 31.2 28.7 26.6 26.6 23.6 20.7 29.8 25.1 20.4 26.9 18.4 0.0 LOS by Move:

HCM2kAvgQ:

C
3 C
5 C
2 C
5 C
5 C+
1 C
3 C
6 C+
1 C B- A
6 5 0
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 214 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

1.056

46.2 0 E
******************************************************************************** Street Name:

Approach:

Uvas Park Dr. Miller Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0 0 0 0 0 0 0 0 0 0 0
0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 168 445 10 13 325 141 91 35 109 12 90 27
168 445 10 13 325 141 91 35 109 12 90 27
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 168 445
Reduct Vol:

Reduced Vol: 168 445
10 0
13 325 141 91 35 109 12 90 27
0 27
0 0 0 0 0 0 0 0 0 0
10 13 325 141 91 35 109 12 90
PCE Adj:

MLF Adj:

FinalVolume: 168 445

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10 13 325 141 91 35 109 12 90 27
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.: 159 422

0.27 0.71 0.02 0.03 0.68 0.29 0.39 0.15 0.46 0.09 0.70 0.21 9 16 396 172 189 73 227 41 311 93
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

1.06 1.06 1.06 0.82 0.82 0.82 0.48 0.48 0.48 0.29 0.29 0.29 **** **** **** ****
Delay/Veh: 76.9 76.9 76.9 30.1 30.1 30.1 15.7 15.7 15.7 13.2 13.2 13.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 76.9 76.9 76.9 30.1 30.1 30.1 15.7 15.7 15.7 13.2 13.2 13.2 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

F F

76.9 1.00

76.9 F
F D D

30.1 1.00

30.1 D
D C C

15.7 1.00

15.7 C
C B B

13.2 1.00

13.2 B
B
AllWayAvgQ: 11.1 11.1 11.1 3.4 3.4 3.4 0.8 0.8 0.8 0.3 0.3 0.3 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 215 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9013 Princevalle / Tenth
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
60 6
23 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.428

9.1 A
******************************************************************************** Street Name:

Approach:

Movement:

Princevalle St. Tenth St.

East Bound

L - T - R
North Bound South Bound West Bound

L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 0 0 0 0 0 0 0 0

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 114 101 73 102 119 16 14 383 14 79 548 126 114 101 73 102 119 16 14 383 14 79 548 126
User Adj:

PHF Adj:

PHF Volume: 114 101
Reduct Vol:

Reduced Vol: 114 101

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 73 102 119 16
0 14 383 14
0 79 548 126
0 0 0 0 0 0 0 0 0 0
73 102 119 16 14 383 14 79 548 126
PCE Adj:

MLF Adj:

FinalVolume: 114 101

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 73 102 119 16 14 383 14 79 548 126
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 1.00 0.58 0.42 1.00 0.88 0.12 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Final Sat.: 1750 1045 755 1750 1587 213 1750 1900 1750 1750 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.10 0.10 0.06 0.08 0.08 0.01 0.20 0.01 0.05 0.29 0.07 Crit Moves: **** ****
Green Time: 13.6 13.6 13.6 13.6 13.6 13.6 40.4 40.4 40.4 40.4 40.4 40.4 Volume/Cap: 0.29 0.43 0.43 0.26 0.33 0.33 0.01 0.30 0.01 0.07 0.43 0.11 Uniform Del: 19.2 19.9 19.9 19.1 19.4 19.4 3.2 4.0 3.2 3.3 4.5 3.4 IncremntDel: 0.4 0.7 0.7 0.3 0.5 0.5 0.0 0.1 0.0 0.0 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 19.6 20.6 20.6 19.4 19.9 19.9 3.2 4.1 3.2 3.4 4.7 3.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 19.6 20.6 20.6 19.4 19.9 19.9 3.2 4.1 3.2 3.4 4.7 3.5 LOS by Move: B- C+
HCM2kAvgQ:

C+
3 B- B- B2A
0 A
3 A
0 A
1 A
5 A
2 3 2 2 1
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 216 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

1.348
114.1
0 F
******************************************************************************** Street Name:

Approach:

Thomas Rd. Luchessa Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0 0 0 0 0 0 0 0 0 0 0
0 0 1! 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 0 297 0 249 32 467 411 0
38 0 297 0 0 0 0 249 32 467 411 0
0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj:

PHF Volume:

Reduct Vol:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 38 0
0 297 0
0 0
0 0
0 0
0 0
0 249 32 467 411 0
0 0
0 0 0 0 0 0 0
Reduced Vol: 38 0 297 0 249 32 467 411
PCE Adj:

MLF Adj:

FinalVolume: 38

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 297 0 0 0 0 249 32 467 411 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

0.11 0.00 0.89 0.00 0.00 0.00 0.00 1.00 1.00 0.53 0.47 0.00 71 0 553 0 561 630 346 305 0 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves: ****

0.54 xxxx 0.54 xxxx xxxx xxxx xxxx 0.44 0.05 1.35 1.35 xxxx **** ****
Delay/Veh: 14.9 0.0 14.9 0.0 0.0 0.0 0.0 13.7 8.6 184.3 184 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 14.9 0.0 14.9 0.0 0.0 0.0 0.0 13.7 8.6 184.3 184 0.0 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

B *

14.9 1.00

14.9 B
B * * * * B

13.2 1.00

13.2 B
A F F
184.3

1.00 184.3
F
*
xxxxxx
xxxxx
xxxxxx
*
AllWayAvgQ: 1.1 1.1 1.1 0.0 0.0 0.0 0.0 0.7 0.1 31.8 31.8 31.8 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 217 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
******************************************************************************** Intersection #9018 Princevalle / Luchessa
******************************************************************************** Average Delay (sec/veh): 4.1 Worst Case Level Of Service: D[ 34.9] ******************************************************************************** Street Name:

Approach:

Movement:

Princevalle St. Luchessa Ave.

North Bound

L - T - R
South Bound

L - T - R
East Bound

L - T - R
West Bound

L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Lanes:

Base Vol: 0 0 0 72
72 0 97
97 67 478 0 0 780 107
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
0 0 0 0 67 478 0 0 780 107

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

FinalVolume:
0 0
0 0
0 0
0 0
0 72
0 72
0 0
0 97
0 97
67 478 0
0 0
0 780 107
0 0 0 0 0
67 478 0 780 107
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: xxxx xxxx xxxxx 1446 xxxx 834 887 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 147 xxxx 371 772 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 137 xxxx 371 772 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.53 xxxx 0.26 0.09 xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx 2.5 xxxx 1.0 0.3 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx 57.6 xxxx 18.1 10.1 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move:

Movement:
* * * F * C B * * * * *

LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.3 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 10.1 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS:

ApproachDel:

ApproachLOS:
* * * * *

34.9 D
* B * * * * *
xxxxxx
*
xxxxxx
*
xxxxxx
*
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 218 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9019 Monterey / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
90 12
56 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.680

29.4 C
******************************************************************************** Street Name:

Approach:

Monterey Rd. Luchessa Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Ovl
Protected
Ovl
Protected
Ovl
Protected
Ovl
0 0 0 0 0 0 0 0 0 0 0 0

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 377 261 138 35 275 229 164 170 220 285 282 92 377 261 138 35 275 229 164 170 220 285 282 92
User Adj:

PHF Adj:

PHF Volume: 377 261 138
Reduct Vol:

Reduced Vol: 377 261 138

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 35 275 229 164 170 220 285 282 92
0 0 0 0 0 0 0 0 0 0 0 0
35 275 229 164 170 220 285 282 92
PCE Adj:

MLF Adj:

FinalVolume: 377 261 138

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 35 275 229 164 170 220 285 282 92
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 0.75 0.25 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1357 443 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.22 0.07 0.08 0.02 0.07 0.13 0.09 0.09 0.13 0.16 0.21 0.21 Crit Moves: **** **** **** ****
Green Time: 28.5 29.5 55.3 8.6 9.6 22.0 12.4 14.2 42.7 25.8 27.5 36.1 Volume/Cap: 0.68 0.21 0.13 0.21 0.68 0.54 0.68 0.57 0.27 0.57 0.68 0.52 Uniform Del: 26.8 21.8 7.3 37.6 38.7 29.6 36.9 35.1 14.2 27.4 27.4 20.4 IncremntDel: 3.4 0.1 0.1 0.6 4.7 1.3 7.6 2.6 0.2 1.6 3.4 0.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 30.2 21.9 7.3 38.2 43.4 30.9 44.6 37.7 14.4 28.9 30.8 21.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 30.2 21.9 7.3 38.2 43.4 30.9 44.6 37.7 14.4 28.9 30.8 21.0 LOS by Move:

HCM2kAvgQ:

C C+
11 A
2 D+
1 D
5 C
7 D D+ B
4 C C C+
3 6 5 8 11 9
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 219 of 262
MITIG8 - Bkgnd+Ph1+2 AM Wed May 11, 2022 11:33:25 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
70 12
49 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.471

21.1 C+
******************************************************************************** Street Name:

Approach:

Movement:

Santa Teresa Blvd Fitzgerald Ave
North Bound

L - T - R
South Bound

L - T - R
East Bound

L - T - R
West Bound

L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Include
7 10
Protected
Include
7 10
Split Phase
Include
Split Phase
Include
10 10 10 10 10 10 10 10

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 0 1 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 5 386 465 15 201 2 4 4 5 225 6 18
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
5 386 465 15 201 2 4 4 5 225 6 18

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
5 386 465 15 201 2
0 2
4 0
4 4
0 4
5 225 6
0 6
18 0
18 0 0 0 0 0 0 0
5 386 465 15 201 5 225

Sat/Lane:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.99 0.01 0.31 0.31 0.38 0.91 0.02 0.07 Final Sat.: 1900 1900 1900 1900 1881 19 585 585 731 1717 46 137 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

0.00 0.20 0.24 0.01 0.11 0.11 0.01 0.01 0.01 0.13 0.13 0.13 **** **** **** ****
Green Time: 13.9 26.7 26.7 7.0 19.8 19.8 10.0 10.0 10.0 14.3 14.3 14.3 Volume/Cap: 0.01 0.53 0.64 0.08 0.38 0.38 0.05 0.05 0.05 0.64 0.64 0.64 Uniform Del: 22.6 16.8 17.7 28.6 20.1 20.1 25.9 25.9 25.9 25.5 25.5 25.5 IncremntDel: 0.0 0.8 2.0 0.2 0.4 0.4 0.1 0.1 0.1 3.6 3.6 3.6 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 22.6 17.6 19.7 28.8 20.6 20.6 26.0 26.0 26.0 29.1 29.1 29.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 22.6 17.6 19.7 28.8 20.6 20.6 26.0 26.0 26.0 29.1 29.1 29.1 LOS by Move: C+ B
7 B9C C+ C+
4 C
0 C
0 C
0 C
6 C
6 C
HCM2kAvgQ: 0 0 4 6
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 220 of 262
MITIG8 - Bkgnd+Ph1+2 AM Thu May 26, 2022 12:14:09 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.895

24.9 0 C
******************************************************************************** Street Name:

Approach:

Uvas Park Dr.

North Bound South Bound
Miller Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0
0 0
0 0
0 0
0 1! 0
0 0
0 0
0 1! 0
0 0
0 0
0 1! 0
0 1 1 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 110 253 12 12 392 64 41 70 170 56 125 25
110 253 12 12 392 64 41 70 170 56 125 25
User Adj:

PHF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume:

Reduct Vol:
116 266 13
0 13 413 67
0 43
0 74
0 179
0 59 132 26
0 0 0 0 0 0 0
Reduced Vol: 116 266 13 13 413 67 43 74 179 59 132 26
PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 116 266 13 13 413 67 43 74 179 59 132 26
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

1.00 0.95 0.05 0.02 0.84 0.14 0.15 0.25 0.60 0.27 0.61 0.12 449 459 22 14 461 75 72 124 301 123 275 55
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.26 0.58 0.58 0.89 0.89 0.89 0.60 0.60 0.60 0.48 0.48 0.48 **** **** **** ****

12.8 18.2 18.2 39.9 39.9 39.9 17.9 17.9 17.9 15.8 15.8 15.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Crit Moves:

Delay/Veh:

Delay Adj:

AdjDel/Veh: 12.8 18.2 18.2 39.9 39.9 39.9 17.9 17.9 17.9 15.8 15.8 15.8 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

AllWayAvgQ:

B C

16.6 1.00

16.6 C
C E E

39.9 1.00

39.9 E
E C C

17.9 1.00

17.9 C
C C C

15.8 1.00

15.8 C
C

0.3 1.1 1.1 4.7 4.7 4.7 1.1 1.1 1.1 0.7 0.7 0.7
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 221 of 262
MITIG8 - Bkgnd+Ph1+2 AM Thu May 26, 2022 12:24:00 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Average Delay (sec/veh): 6.9 Level Of Service: A
******************************************************************************** Street Name:

Approach:

Movement:

Thomas Rd. Luchessa Ave.

North Bound

L - T - R
South Bound

L - T - R
East Bound

L - T - R
West Bound

L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Lanes:

Yield Sign
1 Yield Sign
0 Yield Sign
1 Yield Sign
1 ------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 115 0 429 0 315 102 404 216 0
115 0 429 0 0 0 0 315 102 404 216 0
0 0 0
User Adj:

PHF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 115
Reduct Vol:

Reduced Vol: 115
0 429 0
0 0
0 0
0 0
0 0
0 315 102 404 216 0
0 0
0 0 0 0 0 0 0 0
0 429 0 315 102 404 216
PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 115 0 429 0 0 0 0 315 102 404 216 0
------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 115
0 0
0 115
0 429 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 315 102 404 216 0
0 0
0 0
TruckPCE:

ComboPCE:

BicyclePCE:

AdjVolume:
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0 429 0 315 102 404 216
------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume:

MaxVolume:

PedVolume:

AdjMaxVol:

ApproachVol:

ApproachV/C:

ApproachDel:

ApproachLOS:

Queue:
315
1030
0 1030
544

0.53 7.3
A
735
xxxxxx
0 xxxxxx
xxxxxx

1.00 404
982
0 982
417

0.42 6.3
A
115
1138
0 1138
620

0.54 6.9
A
xxxxxx
*

3.2 xxxx 2.1 3.4
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 222 of 262
MITIG8 - Bkgnd+Ph1+2 PM Wed May 11, 2022 11:35:24 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
80 12
49 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.599

30.5 C
******************************************************************************** Street Name:

Approach:

Santa Teresa Blvd
North Bound South Bound
Fitzgerald Ave
East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Include
Protected
Include
Split Phase
Include
Split Phase
Include
7 10 10

4.0 1
7 10 10

4.0 0
10 10 10

4.0 0
10 4.0 4.0
1! 0
10 10

4.0 0

4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 0 0 1 0 0 0 1 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol: 8 244 231 21 403 0 0 10 11 507 8 20
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
8 244 231 21 403 0 0 10 11 507 8 20

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
8 0
8 244
0 244
231
0 231
21 403 0
0 0
0 0
0 10
0 10
11 0
11 507
0 507
8 0
8 20
0 20
0 0
21 403

Sat/Lane:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.48 0.52 0.95 0.01 0.04 Final Sat.: 1900 1900 1900 1900 1900 905 995 1801 28 71 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves: ****
Green Time: 7.0 17.2 17.2 11.7 21.9
Volume/Cap: 0.05 0.60 0.57 0.08 0.77 0.00 0.00 0.09 0.09 0.77 0.77 0.77

0.00 0.13 0.12 0.01 0.21 0.00 0.00 0.01 0.01 0.28 0.28 0.28 **** **** ****

0.0 0.0 10.0 10.0 29.1 29.1 29.1
Uniform Del: 33.4 28.3 28.1 29.5 26.8 0.0

0.0 0.0

0.0 31.0 31.0 22.5 22.5 22.5
IncremntDel: 0.1 2.4
InitQueuDel: 0.0 0.0

1.8 0.0

0.1 7.1

0.0 0.0

0.0 0.2

0.0 0.0

0.2 0.0

5.5 5.5

0.0 0.0

5.5 0.0
Delay Adj:

Delay/Veh:

1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00

33.6 30.7 29.9 29.6 33.9 0.0 0.0 31.1 31.1 28.0 28.0 28.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 33.6 30.7 29.9 29.6 33.9 0.0
A

0.0 31.1 31.1 28.0 28.0 28.0
LOS by Move:

HCM2kAvgQ:

C0C
6 C
6 C
0 C11A
0 C
1 C
1 C
14 C
14 C
0 14
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 223 of 262
MITIG8 - Bkgnd+Ph1+2 PM Thu May 26, 2022 12:16:21 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.822

24.0 0 C
******************************************************************************** Street Name:

Approach:

Movement:

Uvas Park Dr. Miller Ave.

North Bound

L - T - R
South Bound

L - T - R
East Bound

L - T - R
West Bound

L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0 0 0 0 0 0 0 0 0 0 0
1 0 0 1 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 168 445 10 13 325 141 91 35 109 12 90 27
168 445 10 13 325 141 91 35 109 12 90 27
User Adj:

PHF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 168 445
Reduct Vol:

Reduced Vol: 168 445
10 0
10 13 325 141 91 35 109 12 90 27
0 27
0 0 0 0 0 0 0 0 0 0
13 325 141 91 35 109 12 90
PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 168 445 10 13 325 141 91 35 109 12 90 27
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.: 512 541

1.00 0.98 0.02 0.03 0.68 0.29 0.39 0.15 0.46 0.09 0.70 0.21 12 16 399 173 189 73 226 42 311 93
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

0.33 0.82 0.82 0.81 0.81 0.81 0.48 0.48 0.48 0.29 0.29 0.29 **** **** **** ****
Delay/Veh: 12.9 31.2 31.2 28.6 28.6 28.6 15.0 15.0 15.0 12.7 12.7 12.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 12.9 31.2 31.2 28.6 28.6 28.6 15.0 15.0 15.0 12.7 12.7 12.7 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

B D

26.3 1.00

26.3 D
D D D

28.6 1.00

28.6 D
D B B

15.0 1.00

15.0 B
B B B

12.7 1.00

12.7 B
B
AllWayAvgQ: 0.5 3.4 3.4 3.2 3.2 3.2 0.7 0.7 0.7 0.3 0.3 0.3 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 224 of 262
MITIG8 - Bkgnd+Ph1+2 PM Thu May 26, 2022 12:26:49 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Average Delay (sec/veh): 8.8 Level Of Service: A
******************************************************************************** Street Name:

Approach:

Thomas Rd.

North Bound South Bound
Luchessa Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Lanes:

Yield Sign
1 Yield Sign
0 Yield Sign
1 Yield Sign
1 ------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol: 38 0 297 0 0 0 0 249 32 467 411 0
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
38 0 297 0 0 0 0 249 32 467 411 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
38 0
38 0
0 0
297
0 297
0 0
0 0
0 0
0 0
0 0
0 0
249
0 249
32 0
32 467 411 0
0 0
0 0
467 411

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 38 0 297 0 0 0 0 249 32 467 411 0
------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 38
0 0
0 38
0 0
0 0
0 297
0 0
0 297
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
249
0 0
0 249
32 0
0 0
32 467 411 0
0 0
0 0
TruckPCE:

ComboPCE:

BicyclePCE:

AdjVolume:
0 0
0 0
0 0
467 411
------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume:

MaxVolume:

PedVolume:

AdjMaxVol:

ApproachVol:

ApproachV/C:

ApproachDel:

ApproachLOS:

Queue:
249
1066
0 1066
335

0.31 4.9
A
916
xxxxxx
0 xxxxxx
xxxxxx

1.00 467
948
0 948
281

0.30 5.4
A
38 1179
0 1179
878

0.74 11.3
B
xxxxxx
*

1.4 xxxx 1.2 7.3
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 225 of 262
Bkgnd+CPB AM Wed May 4, 2022 14:48:04 Page 2-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
80 12
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.636

14.7 B
******************************************************************************** Street Name:

Approach:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
7 0
10 1
10 1
7 0
10 0
10 0
4 0
4 1! 0
4 0
10 10
1! 0
10 1 0 1 1 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 5 380 459 15 197 2 4 4 5 222 6 18
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:
5 380 459 15 197 2 4 4 5 222 6 18

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
5 0
5 380
0 380
459
0 459
15 197 2
0 2
4 0
4 4
0 4
5 0
5 222
0 222
6 0
6 18
0 18
0 0
15 197

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 5 380 459 15 197 2 4 4 5 222 6 18
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

1.00 1.00 1.00 1.00 0.99 0.01 0.31 0.31 0.38 0.91 0.02 0.07 581 633 722 510 548 157 157 196 509 14 41 6
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.60 0.64 0.03 0.36 0.36 0.03 0.03 0.03 0.44 0.44 0.44 Crit Moves:

Delay/Veh:

Delay Adj:

AdjDel/Veh:

LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

AllWayAvgQ:
****

8.9 16.2 15.6
****

9.7 12.3 12.3
****

9.5 9.5
****

9.5 13.5 13.5 13.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

8.9 16.2 15.6 9.7 12.3 12.3 9.5 9.5 9.5 13.5 13.5 13.5
A C

15.8 1.00

15.8 C
C A B

12.1 1.00

12.1 B
B A A

9.5 1.00

9.5 A
A B B

13.5 1.00

13.5 B
B

0.0 1.4 1.6 0.0 0.5 0.5 0.0 0.0 0.0 0.7 0.7 0.7
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 226 of 262
Bkgnd+CPB AM Wed May 4, 2022 14:48:04 Page 3-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9003 Santa Teresa Blvd. / First St.
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
70 12
48 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.637

25.0 C
******************************************************************************** Street Name:

Approach:

Santa Teresa Blvd.

North Bound South Bound
First St.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Include
Protected
Include
Protected
Include
Protected
Ignore
0 0 0

4.0 1
0 0 0

4.0 1

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 0 2 0 2 0 1 0 1 0 1 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 88 495 289
289
445 578 87
87 41 220 111
111
246 155 270
270
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:
88 495 445 578 41 220 246 155

1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
88 495 145
0 145
445 578 44
0 44
41 220 56
0 56
246 155 0
0 0
0 0 0 0 0 0 0 0
88 495 445 578 41 220 246 155

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 88 495 145 445 578 44 41 220 56 246 155 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Vol/Sat:

Crit Moves:

Green Time:

0.05 0.13 0.08 0.14 0.15 0.02 0.02 0.12 0.03 0.14 0.08 0.00 **** **** **** ****

7.4 14.3 14.3 15.5 22.4 22.4 6.3 12.7 12.7 15.4 21.9 0.0 Volume/Cap: 0.47 0.64 0.40 0.64 0.47 0.08 0.26 0.64 0.17 0.64 0.26 0.00 Uniform Del: 29.5 25.5 24.1 24.7 19.1 16.6 29.7 26.5 24.2 24.7 18.0 0.0

0.0 0.0
IncremntDel: 1.9 1.8
InitQueuDel: 0.0 0.0

0.7 0.0

2.0 0.3

0.0 0.0

0.1 0.0

0.9 3.9

0.0 0.0

0.3 0.0

3.5 0.2

0.0 0.0
Delay Adj:

Delay/Veh:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00

31.4 27.2 24.9 26.7 19.4 16.6 30.6 30.4 24.5 28.3 18.2 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 31.4 27.2 24.9 26.7 19.4 16.6 30.6 30.4 24.5 28.3 18.2 0.0 LOS by Move: A
HCM2kAvgQ:

C
3 C
6 C
3 C
6 B5B
1 C
1 C
6 C
1 C
6 B3 0
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 227 of 262
Bkgnd+CPB AM Wed May 4, 2022 14:48:04 Page 4-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.810

21.3 0 C
******************************************************************************** Street Name:

Approach:

Uvas Park Dr.

North Bound South Bound
Miller Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0
0 1! 0
0 0
0 0
0 1! 0
0 0
0 0
0 1! 0
0 0
0 0
0 1! 0
0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 108 253 12 12 392 59 36 67 164 56 123 25
108 253 12 12 392 59 36 67 164 56 123 25
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj:

PHF Volume:

Reduct Vol:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 108 253 12
0 12 392 59
0 36
0 67
0 164
0 56 123 25
0 0 0 0 0 0 0
Reduced Vol: 108 253 12 12 392 59 36 67 164 56 123 25
PCE Adj:

MLF Adj:

FinalVolume: 108 253

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12 12 392 59 36 67 164 56 123 25
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

0.29 0.68 0.03 0.02 0.85 0.13 0.13 0.25 0.62 0.27 0.61 0.12 155 364 17 15 484 73 67 124 304 123 271 55
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.70 0.70 0.70 0.81 0.81 0.81 0.54 0.54 0.54 0.45 0.45 0.45 **** **** **** ****

21.0 21.0 21.0 28.0 28.0 28.0 15.4 15.4 15.4 14.5 14.5 14.5 Crit Moves:

Delay/Veh:

Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 21.0 21.0 21.0 28.0 28.0 28.0 15.4 15.4 15.4 14.5 14.5 14.5 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

AllWayAvgQ:

C C

21.0 1.00

21.0 C
C D D

28.0 1.00

28.0 D
D C C

15.4 1.00

15.4 C
C B B

14.5 1.00

14.5 B
B

1.7 1.7 1.7 3.0 3.0 3.0 0.8 0.8 0.8 0.6 0.6 0.6
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 228 of 262
Bkgnd+CPB AM Wed May 4, 2022 14:48:04 Page 5-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9013 Princevalle / Tenth
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
60 6
23 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.421

10.2 B+
******************************************************************************** Street Name:

Approach:

Princevalle St.

North Bound South Bound
Tenth St.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 0 0

4.0 0
0 0

4.0 1
0 0

4.0 1

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 0 1 1 0 0 1 1 0 1 0 1 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 95 147 130
130
117 202 32
32 107 428 126
126
115 347 101
101
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:
95 147 117 202 107 428 115 347

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
95 147 130
0 130
117 202 32
0 32
107 428 126
0 126
115 347 101
0 101
0 0 0 0 0 0 0 0
95 147 117 202 107 428 115 347

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 95 147 130 117 202 32 107 428 126 115 347 101 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 1.00 0.53 0.47 1.00 0.86 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 1750 955 845 1750 1554 246 1750 1900 1750 1750 1900 1750 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.15 0.15 0.07 0.13 0.13 0.06 0.23 0.07 0.07 0.18 0.06 Crit Moves: **** ****
Green Time: 21.9 21.9 21.9 21.9 21.9 21.9 32.1 32.1 32.1 32.1 32.1 32.1 Volume/Cap: 0.15 0.42 0.42 0.18 0.36 0.36 0.11 0.42 0.13 0.12 0.34 0.11 Uniform Del: 12.8 14.3 14.3 13.0 13.9 13.9 6.9 8.4

0.1 0.3

0.0 0.0

7.0 0.1

0.0 7.0 7.9

0.1 0.2

0.0 0.0

6.9 0.1

0.0 IncremntDel: 0.1 0.4
InitQueuDel: 0.0 0.0

0.4 0.0

0.1 0.3

0.0 0.0

0.3 0.0
Delay Adj:

Delay/Veh:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

12.9 14.7 14.7 13.1 14.2 14.2 7.0 8.7 7.1 7.0 8.1 6.9
User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 12.9 14.7 14.7 13.1 14.2 14.2 7.0 8.7 7.1
A

7.0 8.1 6.9
LOS by Move: A
HCM2kAvgQ:

B
1 B
4 B
4 B
2 B
4 B
4 A
1 A
5 A
1 A
1 4 1
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 229 of 262
Bkgnd+CPB AM Wed May 4, 2022 14:48:04 Page 6-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

1.071

51.1 0 F
******************************************************************************** Street Name:

Approach:

Thomas Rd.

North Bound South Bound
Luchessa Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0
0 1! 0
0 0
0 0
0 0
0 0
0 0
0 1
0 1
0 1
0 0
0 0 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 113 429 274 98 404 193 0
113 0 429 0 0 0 0 274 98 404 193 0
0 0 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj:

PHF Volume:

Reduct Vol:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 113
0 0
0 0
429
0 429
0 0
0 0
0 0
0 0
0 0
0 0
274
0 274
98 0
98 404 193 0
0 0
0 0
Reduced Vol: 113 404 193
PCE Adj:

MLF Adj:

FinalVolume: 113

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 429 0 0 0 0 274 98 404 193 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

0.21 0.00 0.79 0.00 0.00 0.00 0.00 1.00 1.00 0.68 0.32 0.00 126 478 491 543 377 180 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves: ****
Delay/Veh:

Delay Adj:

0.90 xxxx 0.90 xxxx xxxx xxxx xxxx 0.56 0.18 1.07 1.07 xxxx **** ****

0.0 18.2 10.6 83.4 83.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

39.4 0.0 39.4 0.0 0.0 0.0 0.0
AdjDel/Veh: 39.4 0.0 39.4 0.0 0.0 0.0
*

0.0 18.2 10.6 83.4 83.4 0.0
LOS by Move: *
ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

AllWayAvgQ:

E *

39.4 1.00

39.4 E
E * * * C

16.2 1.00

16.2 C
B F F

83.4 1.00

83.4 F
xxxxxx
xxxxx
xxxxxx
*

5.1 5.1 5.1 0.0 0.0 0.0 0.0 1.1 0.2 11.4 11.4 11.4
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 230 of 262
Bkgnd+CPB AM Wed May 4, 2022 14:48:04 Page 7-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
******************************************************************************** Intersection #9018 Princevalle / Luchessa
******************************************************************************** Average Delay (sec/veh): 5.2 Worst Case Level Of Service: D[ 25.0] ******************************************************************************** Street Name:

Approach:

Movement:

Princevalle St.

North Bound South Bound
Luchessa Ave.

East Bound West Bound

L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Lanes:

Stop Sign
Include
Stop Sign
Include
Uncontrolled
Include
Uncontrolled
Include
0 0 0 0 0 1 0 0 0 1 0 1 0 0 0 0 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 0 0 0 73
73 0 172
172
171 533 0 0 424
424
93 93
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
0 0 0 0 171 533 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

FinalVolume:
0 0
0 0
0 0
0 0
0 73
0 73
0 0
0 172
0 172
171 533 0
0 0
0 0
0 424
0 424
93 0
93 0 0
171 533
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: xxxx xxxx xxxxx 1346 xxxx 471 517 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 169 xxxx 597 1059 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 146 xxxx 597 1059 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.50 xxxx 0.29 0.16 xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx 2.4 xxxx 1.2 0.6 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx 52.4 xxxx 13.4 9.1 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move:

Movement:
* * * F * B A * * * * *

LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx
Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx

0.6 xxxx xxxxx xxxxx xxxx xxxxx

9.1 xxxx xxxxx xxxxx xxxx xxxxx
Shared LOS:

ApproachDel:

ApproachLOS:
* * * * *

25.0 D
* A * * * * *
xxxxxx
*
xxxxxx
*
xxxxxx
*
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 231 of 262
Bkgnd+CPB AM Wed May 4, 2022 14:48:04 Page 8-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9019 Monterey / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
90 12
37 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.448

23.4 C
******************************************************************************** Street Name:

Approach:

Monterey Rd.

North Bound South Bound
Luchessa Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Ovl
Protected
Ovl
Protected
Ovl
Protected
Ovl
0 0 0

4.0 1
0 0 0

4.0 0

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 2 0 1 0 2 0 1 0 1 0 1 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 269 244 351 83 106 83 136 267 216 92 103 24 269 244 351 83 106 83 136 267 216 92 103 24
User Adj:

PHF Adj:

PHF Volume:

Reduct Vol:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 269 244 351
0 83 106 83
0 136 267 216
0 92 103 24
0 0 0 0 0 0 0 0 0
Reduced Vol: 269 244 351 83 106 83 136 267 216 92 103 24 PCE Adj:

MLF Adj:

FinalVolume: 269 244

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 351 83 106 83 136 267 216 92 103 24
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 0.81 0.19 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1460 340 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.15 0.06 0.20 0.05 0.03 0.05 0.08 0.14 0.12 0.05 0.07 0.07 **** **** **** ****

9.5 6.0 26.3 20.3 28.2 61.4 10.6 18.4 28.0
Volume/Cap: 0.42 0.19 0.45 0.45 0.42 0.16 0.34 0.45 0.18 0.45 0.34 0.23 Uniform Del: 21.2 21.6 17.2 37.8 40.3 23.6 29.2 24.7 5.2 37.0 30.6 23.0 Crit Moves:

Green Time: 33.2 29.7 40.3
IncremntDel: 0.4 0.1
InitQueuDel: 0.0 0.0

0.4 0.0

1.7 1.1

0.0 0.0

0.1 0.0

0.5 0.5

0.0 0.0

0.1 0.0

1.6 0.6

0.0 0.0

0.2 0.0
Delay Adj:

Delay/Veh:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

21.6 21.7 17.6 39.5 41.4 23.8 29.8 25.2 5.3 38.6 31.2 23.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 21.6 21.7 17.6 39.5 41.4 23.8 29.8 25.2 5.3 38.6 31.2 23.2 LOS by Move:

HCM2kAvgQ:

C+
6 C+
2 B
7 D
3 D
2 C
2 C
4 C
6 A
2 D+
3 C
3 C
3 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 232 of 262
Bkgnd+CPB PM Wed May 4, 2022 14:50:35 Page 2-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
90 12
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.943

31.4 D
******************************************************************************** Street Name:

Approach:

Rights:

Min. Green:

Lanes:

Stop Sign
Include
7 10
Stop Sign
Include
7 10
Stop Sign
Include
Stop Sign
Include
10 10 4 4 4 10 10 10
1 0 1 0 1 1 0 0 1 0 0 0 0 1 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol: 8 223 223 21 389 0 0 10 11 494 8 20
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:
8 223 223 21 389 0 0 10 11 494 8 20

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
8 223 223 21 389 0
0 0
0 10 11 494 8
0 8
20 0
20 0 0 0 0 0 0 0 0 0
8 223 223 21 389 0 10 11 494

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 223 223 21 389 0 0 10 11 494 8 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.48 0.52 0.95 0.01 0.04 Final Sat.: 454 487 538 464 497 0 0 206 226 524 21 8
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

0.02 0.46 0.41 0.05 0.78 xxxx xxxx 0.05 0.05 0.94 0.94 0.94 **** **** **** ****
Delay/Veh: 10.5 15.5 13.4 10.6 29.5 0.0 0.0 10.8 10.8 49.4 49.4 49.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.5 15.5 13.4 10.6 29.5 0.0 0.0 10.8 10.8 49.4 49.4 49.4 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

B C

14.4 1.00

14.4 B
B B D

28.5 1.00

28.5 D
* * B

10.8 1.00

10.8 B
B E E

49.4 1.00

49.4 E
E
AllWayAvgQ: 0.0 0.8 0.6 0.0 2.7 2.7 0.0 0.0 0.0 6.1 6.1 6.1 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 233 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9003 Santa Teresa Blvd. / First St.
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
70 12
43 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.570

25.1 C
******************************************************************************** Street Name:

Approach:

Movement:

Santa Teresa Blvd. First St.

East Bound

L - T - R
North Bound South Bound West Bound

L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Include
Protected
Include
Protected
Include
Protected
Include
0 0 0 0 0 0 0 0 0 0 0 0

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 107 321 163 373 462 78 96 275 77 218 285 344 107 321 163 373 462 78 96 275 77 218 285 344
User Adj:

PHF Adj:

PHF Volume: 107 321
Reduct Vol:

Reduced Vol: 107 321

1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 82 373 462 39
0 96 275 39 218 285 0
0 0
0 0 0 0 0 0 0 0 0 0
82 373 462 39 96 275 39 218 285
PCE Adj:

MLF Adj:

FinalVolume: 107 321

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 82 373 462 39 96 275 39 218 285 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Vol/Sat: 0.06 0.08 0.05 0.12 0.12 0.02 0.05 0.14 0.02 0.12 0.15 0.00 Crit Moves: **** **** **** ****
Green Time: 8.3 10.4 10.4 14.5 16.6 16.6 8.9 17.8 17.8 15.3 24.2 0.0 Volume/Cap: 0.51 0.57 0.31 0.57 0.51 0.09 0.43 0.57 0.09 0.57 0.43 0.00 Uniform Del: 28.9 27.7 26.6 24.9 23.2 20.8 28.3 22.8 19.9 24.4 17.6 0.0 IncremntDel: 2.2 1.4 0.7 1.2 0.5 0.1 1.4 1.6 0.1 2.0 0.5 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Delay/Veh: 31.1 29.1 27.3 26.1 23.7 20.9 29.6 24.4 20.0 26.5 18.1 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 31.1 29.1 27.3 26.1 23.7 20.9 29.6 24.4 20.0 26.5 18.1 0.0 LOS by Move:

HCM2kAvgQ:

C
3 C
4 C
2 C
5 C
5 C+
1 C
3 C
6 C+
1 C B- A
5 5 0
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 234 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

1.044

44.0 0 E
******************************************************************************** Street Name:

Approach:

Uvas Park Dr. Miller Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0 0 0 0 0 0 0 0 0 0 0
0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 156 445 10 13 325 122 52 27 102 12 79 27
156 445 10 13 325 122 52 27 102 12 79 27
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 164 468
Reduct Vol:

Reduced Vol: 164 468
11 0
14 342 128 55 28 107 13 83 28
0 28
0 0 0 0 0 0 0 0 0 0
11 14 342 128 55 28 107 13 83
PCE Adj:

MLF Adj:

FinalVolume: 164 468

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11 14 342 128 55 28 107 13 83 28
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.: 157 449

0.25 0.73 0.02 0.03 0.71 0.26 0.29 0.15 0.56 0.10 0.67 0.23 10 17 429 161 142 74 279 47 309 106
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves: ****

1.04 1.04 1.04 0.80 0.80 0.80 0.38 0.38 0.38 0.27 0.27 0.27 **** **** ****
Delay/Veh: 71.7 71.7 71.7 27.3 27.3 27.3 13.7 13.7 13.7 12.6 12.6 12.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 71.7 71.7 71.7 27.3 27.3 27.3 13.7 13.7 13.7 12.6 12.6 12.6 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

F F

71.7 1.00

71.7 F
F D D

27.3 1.00

27.3 D
D B B

13.7 1.00

13.7 B
B B B

12.6 1.00

12.6 B
B
AllWayAvgQ: 10.8 10.8 10.8 3.1 3.1 3.1 0.5 0.5 0.5 0.3 0.3 0.3 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 235 of 262
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-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9013 Princevalle / Tenth
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
60 6
23 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.421

9.2 A
******************************************************************************** Street Name:

Approach:

Movement:

Princevalle St. Tenth St.

East Bound

L - T - R
North Bound South Bound West Bound

L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 Permitted
Include
0 0 0 0 0 0 0 0 0

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 114 101 73 102 117 16 14 375 14 79 536 126 114 101 73 102 117 16 14 375 14 79 536 126
User Adj:

PHF Adj:

PHF Volume: 114 101
Reduct Vol:

Reduced Vol: 114 101

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 73 102 117 16
0 14 375 14
0 79 536 126
0 0 0 0 0 0 0 0 0 0
73 102 117 16 14 375 14 79 536 126
PCE Adj:

MLF Adj:

FinalVolume: 114 101

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 73 102 117 16 14 375 14 79 536 126
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 1.00 0.58 0.42 1.00 0.88 0.12 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Final Sat.: 1750 1045 755 1750 1583 217 1750 1900 1750 1750 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.10 0.10 0.06 0.07 0.07 0.01 0.20 0.01 0.05 0.28 0.07 Crit Moves: **** ****
Green Time: 13.8 13.8 13.8 13.8 13.8 13.8 40.2 40.2 40.2 40.2 40.2 40.2 Volume/Cap: 0.28 0.42 0.42 0.25 0.32 0.32 0.01 0.29 0.01 0.07 0.42 0.11 Uniform Del: 19.0 19.7 19.7 18.9 19.2 19.2 3.3 4.1 3.3 3.4 4.5 3.5 IncremntDel: 0.4 0.7 0.7 0.3 0.5 0.5 0.0 0.1 0.0 0.0 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 19.4 20.4 20.4 19.2 19.7 19.7 3.3 4.2 3.3 3.4 4.8 3.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 19.4 20.4 20.4 19.2 19.7 19.7 3.3 4.2 3.3 3.4 4.8 3.6 LOS by Move: B- C+
HCM2kAvgQ:

10.4 p. 236 of 262
Bkgnd+CPB PM Wed May 4, 2022 14:50:35 Page 6-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

1.138

64.7 0 F
******************************************************************************** Street Name:

Approach:

Thomas Rd. Luchessa Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0 0 0 0 0 0 0 0 0 0 0
0 0 1! 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 28 0 297 0 180 24 467 297 0
28 0 297 0 0 0 0 180 24 467 297 0
0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj:

PHF Volume:

Reduct Vol:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 28 0
0 297 0
0 0
0 0
0 0
0 0
0 180 24 467 297 0
0 0
0 0 0 0 0 0 0
Reduced Vol: 28 0 297 0 180 24 467 297
PCE Adj:

MLF Adj:

FinalVolume: 28

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 297 0 0 0 0 180 24 467 297 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

0.09 0.00 0.91 0.00 0.00 0.00 0.00 1.00 1.00 0.61 0.39 0.00 55 0 588 0 565 635 410 261 0 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves: ****

0.51 xxxx 0.51 xxxx xxxx xxxx xxxx 0.32 0.04 1.14 1.14 xxxx **** ****
Delay/Veh: 13.9 0.0 13.9 0.0 0.0 0.0 0.0 11.7 8.4 100.5 100 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 13.9 0.0 13.9 0.0 0.0 0.0 0.0 11.7 8.4 100.5 100 0.0 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

B *

13.9 1.00

13.9 B
B * * * * B

11.3 1.00

11.3 B
A F F
100.5

1.00 100.5
F
*
xxxxxx
xxxxx
xxxxxx
*
AllWayAvgQ: 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.4 0.0 17.2 17.2 17.2 ******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 237 of 262
Bkgnd+CPB PM Wed May 4, 2022 14:50:35 Page 7-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
******************************************************************************** Intersection #9018 Princevalle / Luchessa
******************************************************************************** Average Delay (sec/veh): 3.4 Worst Case Level Of Service: D[ 25.8] ******************************************************************************** Street Name:

Approach:

Movement:

Princevalle St. Luchessa Ave.

North Bound

L - T - R
South Bound

L - T - R
East Bound

L - T - R
West Bound

L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Lanes:

Stop Sign
Include
0 0 0 0 0
Stop Sign
Include
1 0 0 0 1
Uncontrolled
Include
0 1 0 0 0
Uncontrolled
Include
0 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol: 0 0 0 72
72 0 93
93 65 413 0 0 671 107
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
0 0 0 0 65 413 0 0 671 107

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

FinalVolume:
0 0
0 0
0 0
0 0
0 72
0 72
0 0
0 93
0 93
65 413 0
0 0
0 671 107
0 0 0 0 0
65 413 0 671 107
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: xxxx xxxx xxxxx 1268 xxxx 725 778 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 188 xxxx 429 848 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 177 xxxx 429 848 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.41 xxxx 0.22 0.08 xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx 1.8 xxxx 0.8 0.2 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx 38.8 xxxx 15.7 9.6 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move:

Movement:
* * * E * C A * * * * *

LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.2 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.6 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS:

ApproachDel:

ApproachLOS:
* * * * *

25.8 D
* A * * * * *
xxxxxx
*
xxxxxx
*
xxxxxx
*
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 238 of 262
Bkgnd+CPB PM Wed May 4, 2022 14:50:35 Page 8-1
-------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9019 Monterey / Luchessa
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
90 12
50 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.627

28.0 C
******************************************************************************** Street Name:

Approach:

Monterey Rd. Luchessa Ave.

North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Ovl
Protected
Ovl
Protected
Ovl
Protected
Ovl
0 0 0 0 0 0 0 0 0 0 0 0

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 356 281 138 35 275 180 128 152 218 285 258 92 356 281 138 35 275 180 128 152 218 285 258 92
User Adj:

PHF Adj:

PHF Volume: 356 281 138
Reduct Vol:

Reduced Vol: 356 281 138

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 35 275 180 128 152 218 285 258 92
0 0 0 0 0 0 0 0 0 0 0 0
35 275 180 128 152 218 285 258 92
PCE Adj:

MLF Adj:

FinalVolume: 356 281 138

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 35 275 180 128 152 218 285 258 92
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane:

Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 0.74 0.26 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1327 473 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.20 0.07 0.08 0.02 0.07 0.10 0.07 0.08 0.12 0.16 0.19 0.19 Crit Moves: **** **** **** ****
Green Time: 29.2 31.2 56.9 8.4 10.4 20.9 10.5 12.7 41.9 25.8 27.9 36.3 Volume/Cap: 0.63 0.21 0.12 0.21 0.63 0.44 0.63 0.57 0.27 0.57 0.63 0.48 Uniform Del: 25.8 20.8 6.6 37.7 38.0 29.6 37.9 36.1 14.7 27.4 26.6 19.9 IncremntDel: 2.2 0.1 0.1 0.7 2.9 0.8 6.1 2.9 0.2 1.6 2.3 0.5 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 28.0 20.9 6.7 38.4 40.8 30.4 43.9 39.0 14.9 28.9 28.8 20.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 28.0 20.9 6.7 38.4 40.8 30.4 43.9 39.0 14.9 28.9 28.8 20.4 LOS by Move:

HCM2kAvgQ:

C C+
10 A
2 D+
1 D
5 C
5 D
5 D
5 B
4 C
8 C
9 C+
3 8
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 239 of 262
MITIG8 - Bkgnd+CPB AM Wed May 11, 2022 11:38:16 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
70 12
49 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.466

21.0 C+
******************************************************************************** Street Name:

Approach:

Movement:

Santa Teresa Blvd Fitzgerald Ave
North Bound

L - T - R
South Bound

L - T - R
East Bound

L - T - R
West Bound

L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Min. Green:

Y+R:

Protected
Include
7 10
Protected
Include
7 10
Split Phase
Include
Split Phase
Include
10 10 10 10 10 10 10 10

4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 1 0 0 1 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol: 5 380 459 15 197 2 4 4 5 222 6 18
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
5 380 459 15 197 2 4 4 5 222 6 18

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
5 380 459 15 197 2
0 2
4 0
4 4
0 4
5 222 6
0 6
18 0
18 0 0 0 0 0 0 0
5 380 459 15 197 5 222

Sat/Lane:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 0.99 0.01 0.31 0.31 0.38 0.91 0.02 0.07 Final Sat.: 1900 1900 1900 1900 1881 19 585 585 731 1715 46 139 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves:

0.00 0.20 0.24 0.01 0.10 0.10 0.01 0.01 0.01 0.13 0.13 0.13 **** **** **** ****
Green Time: 13.9 26.7 26.7 7.0 19.8 19.8 10.0 10.0 10.0 14.3 14.3 14.3 Volume/Cap: 0.01 0.52 0.63 0.08 0.37 0.37 0.05 0.05 0.05 0.63 0.63 0.63 Uniform Del: 22.6 16.7 17.7 28.6 20.1 20.1 25.9 25.9 25.9 25.5 25.5 25.5 IncremntDel: 0.0 0.7 1.8 0.2 0.4 0.4 0.1 0.1 0.1 3.4 3.4 3.4 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 22.6 17.5 19.5 28.8 20.5 20.5 26.0 26.0 26.0 28.9 28.9 28.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 22.6 17.5 19.5 28.8 20.5 20.5 26.0 26.0 26.0 28.9 28.9 28.9 LOS by Move: C+ B
7 B9C C+ C+
4 C
0 C
0 C
0 C
6 C
6 C
HCM2kAvgQ: 0 0 4 6
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 240 of 262
MITIG8 - Bkgnd+CPB PM Thu Apr 28, 2022 16:54:34 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.832

23.4 0 C
******************************************************************************** Street Name:

Approach:

Uvas Park Dr.

North Bound South Bound
Miller Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0
0 0 0
0 0
1! 0
0 0
0 0
0 1! 0
0 0
0 0
0 1! 0
0 1 0 1 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 156 445 10 13 325 122 52 27 102 12 79 27
156 445 10 13 325 122 52 27 102 12 79 27
User Adj:

PHF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume:

Reduct Vol:
164 468 11
0 14 342 128
0 55
0 28
0 107
0 13
0 83
0 28
0 0 0 0 0
Reduced Vol: 164 468 11 14 342 128 55 28 107 13 83 28
PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 164 468 11 14 342 128 55 28 107 13 83 28
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

1.00 0.98 0.02 0.03 0.71 0.26 0.29 0.15 0.56 0.10 0.67 0.23 532 563 13 17 431 162 142 74 279 47 309 106
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.31 0.83 0.83 0.79 0.79 0.79 0.38 0.38 0.38 0.27 0.27 0.27 **** **** **** ****

12.3 31.3 31.3 26.2 26.2 26.2 13.2 13.2 13.2 12.2 12.2 12.2

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Crit Moves:

Delay/Veh:

Delay Adj:

AdjDel/Veh: 12.3 31.3 31.3 26.2 26.2 26.2 13.2 13.2 13.2 12.2 12.2 12.2 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

AllWayAvgQ:

B D

26.5 1.00

26.5 D
D D D

26.2 1.00

26.2 D
D B B

13.2 1.00

13.2 B
B B B

12.2 1.00

12.2 B
B

0.4 3.6 3.6 3.0 3.0 3.0 0.5 0.5 0.5 0.3 0.3 0.3
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 241 of 262
MITIG8 - Bkgnd+CPB AM Thu Apr 28, 2022 17:05:31 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Average Delay (sec/veh): 6.6 Level Of Service: A
******************************************************************************** Street Name:

Approach:

Thomas Rd.

North Bound South Bound
Luchessa Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Lanes:

Yield Sign
1 Yield Sign
0 Yield Sign
1 Yield Sign
1 ------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 113 429 274 98 404 193 0
113 0 429 0 0 0 0 274 98 404 193 0
0 0 0 0 0
User Adj:

PHF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol: 113
113
0 0
0 0
429
0 429
0 0
0 0
0 0
0 0
0 0
0 0
274
0 274
98 0
98 404 193 0
0 0
0 0
404 193
PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 113 0 429 0 0 0 0 274 98 404 193 0
------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 113
0 0
0 113
0 0
0 0
0 429
0 0
0 429
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
274
0 0
0 274
98 0
0 0
98 404 193 0
0 0
0 0
TruckPCE:

ComboPCE:

BicyclePCE:

AdjVolume:
0 0
0 0
0 0
404 193
------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume:

MaxVolume:

PedVolume:

AdjMaxVol:

ApproachVol:

ApproachV/C:

ApproachDel:

ApproachLOS:

Queue:
274
1052
0 1052
542

0.52 7.0
A
710
xxxxxx
0 xxxxxx
xxxxxx

1.00 404
982
0 982
372

0.38 5.9
A
113
1139
0 1139
597

0.52 6.6
A
xxxxxx
*

3.0 xxxx 1.8 3.2
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 242 of 262
MITIG8 - Bkgnd+CPB PM Wed May 11, 2022 11:40:44 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Base Volume Alternative)
******************************************************************************** Intersection #9001 Santa Teresa / Fitzgerald
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
80 12
49 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.582

29.6 C
******************************************************************************** Street Name:

Approach:

Rights:

Min. Green:

Y+R:

Protected
Include
Protected
Include
Split Phase
Include
Split Phase
Include
7 10 10

4.0 1
7 10 10

4.0 0
10 10 10

4.0 0
10 4.0 4.0
1! 0
10 10

4.0 0

4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 0 1 0 1 0 0 1 0 0 0 1 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol: 8 223 223 21 389 0 0 10 11 494 8 20
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
8 223 223 21 389 0 0 10 11 494 8 20

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
8 0
8 223
0 223
223
0 223
21 389 0
0 0
0 0
0 10
0 10
11 0
11 494
0 494
8 0
8 20
0 20
0 0
21 389

Sat/Lane:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.48 0.52 0.95 0.01 0.04 Final Sat.: 1900 1900 1900 1900 1900 905 995 1798 29 73 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat:

Crit Moves: ****
Green Time: 7.0 16.9 16.9 11.8 21.8
Volume/Cap: 0.05 0.55 0.55 0.07 0.75 0.00 0.00 0.09 0.09 0.75 0.75 0.75

0.00 0.12 0.12 0.01 0.20 0.00 0.00 0.01 0.01 0.27 0.27 0.27 **** **** ****

0.0 0.0 10.0 10.0 29.2 29.2 29.2
Uniform Del: 33.4 28.2 28.2 29.4 26.6 0.0

0.0 0.0

0.0 31.0 31.0 22.2 22.2 22.2
IncremntDel: 0.1 1.7
InitQueuDel: 0.0 0.0

1.7 0.0

0.1 6.1

0.0 0.0

0.0 0.2

0.0 0.0

0.2 0.0

4.6 4.6

0.0 0.0

4.6 0.0
Delay Adj:

Delay/Veh:

1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00

33.6 29.9 29.9 29.5 32.8 0.0 0.0 31.1 31.1 26.8 26.8 26.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 33.6 29.9 29.9 29.5 32.8 0.0
A

0.0 31.1 31.1 26.8 26.8 26.8
LOS by Move:

HCM2kAvgQ:

C0C
6 C
6 C
0 C11A
0 C
1 C
1 C
13 C
13 C
0 13
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 243 of 262
MITIG8 - Bkgnd+CPB AM Thu Apr 28, 2022 16:57:47 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM 4-Way Stop Method (Base Volume Alternative)
******************************************************************************** Intersection #9009 Uvas Park / Miller
******************************************************************************** Cycle (sec):

Loss Time (sec):

Optimal Cycle:
100
0 Critical Vol./Cap.(X):

Average Delay (sec/veh):

Level Of Service:

0.808

19.5 0 C
******************************************************************************** Street Name:

Approach:

Uvas Park Dr.

North Bound South Bound
Miller Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Rights:

Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Stop Sign
Include
Min. Green:

Lanes:
0 0
0 0 0
0 0
1! 0
0 0
0 0
0 1! 0
0 0
0 0
0 1! 0
0 1 0 1 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:AM Peak Hour
Base Vol:

Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 108 253 12 12 392 59 36 67 164 56 123 25
108 253 12 12 392 59 36 67 164 56 123 25
User Adj:

PHF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:
108 253 12
0 12 392 59
0 36
0 67
0 164
0 56 123 25
0 0 0 0 0 0 0
Reduced Vol: 108 253 12 12 392 59 36 67 164 56 123 25
PCE Adj:

MLF Adj:

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 108 253 12 12 392 59 36 67 164 56 123 25
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:

Final Sat.:

1.00 0.95 0.05 0.02 0.85 0.13 0.13 0.25 0.62 0.27 0.61 0.12 472 484 23 15 485 73 69 128 314 128 282 57
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.23 0.52 0.52 0.81 0.81 0.81 0.52 0.52 0.52 0.44 0.44 0.44 **** **** **** ****

12.0 15.9 15.9 28.1 28.1 28.1 15.1 15.1 15.1 14.2 14.2 14.2

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Crit Moves:

Delay/Veh:

Delay Adj:

AdjDel/Veh: 12.0 15.9 15.9 28.1 28.1 28.1 15.1 15.1 15.1 14.2 14.2 14.2 LOS by Move:

ApproachDel:

Delay Adj:

ApprAdjDel:

LOS by Appr:

AllWayAvgQ:

B C

14.8 1.00

14.8 B
C D D

28.1 1.00

28.1 D
D C C

15.1 1.00

15.1 C
C B B

14.2 1.00

14.2 B
B

0.3 0.9 0.9 3.0 3.0 3.0 0.8 0.8 0.8 0.6 0.6 0.6
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 244 of 262
MITIG8 - Bkgnd+CPB PM Thu Apr 28, 2022 17:07:08 Page 1-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Base Volume Alternative)
******************************************************************************** Intersection #9017 Thomas / Luchessa
******************************************************************************** Average Delay (sec/veh): 6.9 Level Of Service: A
******************************************************************************** Street Name:

Approach:

Thomas Rd.

North Bound South Bound
Luchessa Ave.

East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control:

Lanes:

Yield Sign
1 Yield Sign
0 Yield Sign
1 Yield Sign
1 ------------|---------------||---------------||---------------||---------------| Volume Module:PM Peak Hour
Base Vol: 28 0 297 0 0 0 0 180 24 467 297 0
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse:

User Adj:

PHF Adj:
28 0 297 0 0 0 0 180 24 467 297 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:

Reduct Vol:

Reduced Vol:

PCE Adj:
28 0
28 0
0 0
297
0 297
0 0
0 0
0 0
0 0
0 0
0 0
180
0 180
24 0
24 467 297 0
0 0
0 0
467 297

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 28 0 297 0 0 0 0 180 24 467 297 0
------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 28
0 0
0 28
0 0
0 0
0 297
0 0
0 297
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
180
0 0
0 180
24 0
0 0
24 467 297 0
0 0
0 0
TruckPCE:

ComboPCE:

BicyclePCE:

AdjVolume:
0 0
0 0
0 0
467 297
------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume:

MaxVolume:

PedVolume:

AdjMaxVol:

ApproachVol:

ApproachV/C:

ApproachDel:

ApproachLOS:

Queue:
180
1103
0 1103
325

0.29 4.6
A
792
xxxxxx
0 xxxxxx
xxxxxx

1.00 467
948
0 948
204

0.22 4.8
A
28 1185
0 1185
764

0.64 8.4
A
xxxxxx
*

1.2 xxxx 0.8 5.0
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to CITY OF CAMPBELL

10.4 p. 245 of 262
Attachment C: Trip Generation
Comparison Table for General Office
and Commercial Land Uses

10.4 p. 246 of 262
Trip Generation Comparison Table for General Office and Commercial Land Uses
Trip Generation1
CPB Land Use Size ITE Code
Daily AM Peak Hour PM Peak Hour
Fitted Curve Estimate
General Office [A] 4,000 sq. ft
4,000 sq. ft
710
820
47 30 5
Commercial [B] 674 154 50
2022 CPB Traffic Study Estimate2
General Office [C] 39 5
4 5
Commercial [D] 151 15
Difference
General Office [E] = [A] - [C]
Commercial [F] = [B] - [D]
Notes:
8 25 0
523 150 35

1. Use Institute of Transportation Engineers (ITE) Trip Generation Manual 10th Edition rates.

2. From Attachment 1 of Glen Loma Ranch – Current Projected Buildout, May 26, 2022. Average rates are used for nonresidential land use.

Source: Fehr & Peers, 2023.

10.4 p. 247 of 262
RESOLUTION NO. 2024-XX

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF GILROY

APPROVING THE FOURTH OPERATING MEMORANDUM TO THE

GLEN LOMA RANCH DEVELOPMENT AGREEMENT
WHEREAS, the Glen Loma Ranch Development (the “Project”) involves a 359.6-acre property located in the western rolling foothills of Gilroy between Santa Teresa Boulevard and Uvas Creek; and
WHEREAS, on November 7, 2005, the City of Gilroy adopted the Glen Loma Ranch Specific Plan (Resolution 2005-82); and
WHEREAS, on November 7, 2005, the City of Gilroy adopted and certified an Environmental Impact Report (EIR) and a Mitigation Monitoring Program for the Specific Plan (Resolution 2005-81); and
WHEREAS, on November 21, 2005, the City of Gilroy approved a Development Agreement setting forth certain rights and responsibilities of the City and the Developer (“Glen Loma Ranch”) with regard to the Project that is the subject of the Specific Plan; and WHEREAS, on May 19, 2014, the City of Gilroy City Council adopted an addendum to the certified EIR (Addendum #1), modifying Mitigation Measures #4, #23, #31, and deleting Mitigation Measures #32, and #42 (Resolution 2014-19); and WHEREAS, Pursuant to Section 3.13 of the Development Agreement, the City and Glen Loma Ranch may enter into operating memoranda to make necessary clarifications and minor modifications to the Development Agreement; and
WHEREAS, Pursuant to Section 3.13 of the Development Agreement, the City Attorney is authorized to make the determination when such clarifications or minor modifications may be effectuated by means of an operating memorandum or whether a formal amendment to the Development Agreement is necessary, and such clarifications or minor modifications that do not increase the density or intensity of use or maximum height, bulk, size or architectural style of proposed buildings within the project may be effectuated by operating memoranda; and WHEREAS, on June 21, 2017, the First Operating Memorandum was executed, modifying Section 4.4.1.1 of the Development Agreement; and WHEREAS, on October 5, 2018, the Second Operating Memorandum was executed, modifying Section 4.4.1.2 of the Development Agreement; and WHEREAS, on June 21, 2022, the Third Operating Memorandum was executed, modifying Section 4.4.1.1 of the Development Agreement; and WHEREAS, the City of Gilroy and Glen Loma Ranch now desire to execute a Fourth Operating Memorandum, which is attached hereto as Exhibit A and incorporated herein by this reference; and

10.4 p. 248 of 262
Resolution No. 2024-XX
Fourth Operating Memorandum to Glen Loma Ranch Development Agreement City Council Regular Meeting | October 7, 2024

Page 2 of 3 ends

WHEREAS, The City Attorney has determined, ant the Council hereby concurs that the subject matter of the Fourth Operating Memorandum is appropriate for an operating memorandum; and
WHEREAS, City has prepared Addendum #2 (“Addendum”) to the EIR, which concluded that because the Project has been built out at lower land use intensity than anticipated in the 2005 Glen Loma Ranch Specific Plan Traffic Impact Report, EIR Mitigation Measure 34 has been satisfied through the installed signalization and EIR Mitigation Measures 36, 37, 39, 41, 43, and 44 are not required and no new mitigation measures are required, provided that buildout of the Project does not exceed in total 1467 residential units and 12,000 square feet of commercial space (the “Current Projected Buildout”); and
WHEREAS, the Addendum is the appropriate CEQA document for the City Council’s consideration of this Fourth Operating Memorandum pursuant to CEQA Guidelines Sec. 15164, because it furnishes clarification to the obligations of Glen Loma Ranch and the City under the Development Agreement, and none of the conditions that would require preparation of a subsequent EIR as listed in CEQA Guidelines Sec. 15162 apply; and WHEREAS, if the Current Projected Buildout assumptions change, additional environmental review and CEQA compliance will be required at the expense of the applicant.

NOW, THEREFORE, BE IT RESOLVED, THAT:
1) The Fourth Operating Memorandum to the Glen Loma Development Agreement is hereby approved.
2) The City Administrator is authorized to execute the Fourth Operating Memorandum and to take all actions necessary or convenient to carry out its terms.

PASSED AND ADOPTED this 7th day of October 2024 by the following roll call vote:

AYES: COUNCIL MEMBERS:

NOES: COUNCIL MEMBERS:

ABSENT: COUNCIL MEMBERS:

APPROVED:
______________________________
Marie Blankley, Mayor
ATTEST:

Beth Minor, Interim City Clerk

10.4 p. 249 of 262
Resolution No. 2024-XX
Fourth Operating Memorandum to Glen Loma Ranch Development Agreement City Council Regular Meeting | October 7, 2024

Page 3 of 3 ends

CERTIFICATE OF THE CLERK
I, BETH MINOR, Interim City Clerk of the City of Gilroy, do hereby certify that the attached Resolution No. 2024-XX is an original resolution, or true and correct copy of a City Resolution, duly adopted by the Council of the City of Gilroy at a Regular Meeting of said held on Council held Monday, Date, with a quorum present.

IN WITNESS WHEREOF, I have hereunto set my hand and affixed the Official Seal of the City of Gilroy this Date.
____________________________________
Beth Minor
Interim City Clerk of the City of Gilroy
(Seal)

10.4 p. 250 of 262

Page 1 of 11 ends

ALF\04706099

FOURTH OPERATING MEMORANDUM TO
DEVELOPMENT AGREEMENT – GLEN LOMA RANCH
WHEREAS, this Fourth Operating Memorandum to Development Agreement – Glen Loma Ranch (“Fourth Operating Memorandum”) City of Gilroy (“City”), Glen Loma Corporation (“Developer”), and the owners of Glen Loma Ranch (“Owners,” Owners together with Developer are referred to as “GLR”), entered into a Development Agreement dated November 21, 2005 (the “Development Agreement”) for the development of the Glen Loma Ranch Project, an area composed of approximately 359 acres of land (of which approximately 185 acres will be developed) northeast of Santa Teresa Boulevard and southwest of Uvas Creek, including, among other things, open space, a trail system, parks, a fire station, residential neighborhoods, senior housing, and commercial uses (the “Approved Project”);
WHEREAS, the Approved Project is described in detail in the Glen Loma Ranch Specific Plan (“Specific Plan”), as revised on May 19, 2014 by Ordinance No. 2014-07201, for which a full environmental impact report (the “EIR”) was prepared and certified by the City;
WHEREAS, GLR had been processing a subdivision map which was submitted to the City on September 9, 2020 as TM 20-05 for three neighborhoods within the Approved Project and Specific Plan commonly known as Canyon Creek, Rocky Knoll, and Malvasia II;
WHEREAS, on September 11, 2024, GLR applied for a Tentative Subdivision Map, proposing single-family attached homes only and no commercial uses or parcel, in the Town Center Flex neighborhood, which as conditioned are in conformance with the Specific Plan (“TM 24-02”) and do not require a Specific Plan amendment; WHEREAS, on September 25, 2024, GLR applied for a new Tentative Subdivision Map to replace Tentative Map application TM 20-05, proposing single-family detached homes only and no townhomes in the Canyon Creek, Rocky Knoll, and Malvasia II neighborhoods, which, as conditioned are in conformance with the Specific Plan (TM 24- 03) and do not require a Specific Plan amendment;
WHEREAS, Parcel Q on the Final Map entitled “Tract 10472 Town Center” filed in Book 932 of Maps at Pages 55-61, Santa Clara County Records is intended to be dedicated to the City by GLR under Sections 4.4.1 and 4.4.1.2 of the Development Agreement for the City’s construction and operation of a fire station at Glen Loma Ranch (the “Fire Station Parcel”);
WHEREAS, GLR has previously expended $673,472 for: (i) the architectural and civil design of the fire station, (ii) the HCP fee payment covering the development of the fire station parcel, and (iii) the construction of the street frontage improvements for the Fire Station Parcel;

EXHIBIT A

10.4 p. 251 of 262
4855-4794-2110v10 Page 2 of 11
ALF\04706099
WHEREAS, upon completion of development of the improvements associated with TM 24-02 and TM 24-03, GLR will have completed all development contemplated in the Specific Plan on lands owned by GLR;
WHEREAS, City and Developer/Owners entered into a Third Operating Memorandum to the Development Agreement, which modified Section 4.4.1.1 of the Development Agreement by requiring GLR to pay the City the amount of $2,336,791.00 in lieu of constructing the McCutchin Creek Park, and GLR has made that payment to the City; WHEREAS, City has prepared Addendum #2 (“Addendum”) to the EIR (draft provided by City on September 25, 2024), which concluded that because the Approved Project has been built out at lower land use intensity than anticipated in the 2005 Glen Loma Ranch Specific Plan Traffic Impact Report, EIR Mitigation Measure 34 has been satisfied through the installed signalization and EIR Mitigation Measures 36, 37, 39, 41, 43, and 44 are not required and no new mitigation measures are required, provided that buildout of the Project does not exceed in total 1467 residential units and 12,000 square feet of commercial space (the “Current Projected Buildout”), as reflected in the revised Exhibit D, attached; WHEREAS, the Addendum is the appropriate CEQA document for the City Council’s consideration of this Fourth Operating Memorandum pursuant to CEQA Guidelines Section 15164, because it furnishes clarification to the obligations of GLR and the City under the Development Agreement, and none of the conditions that would require preparation of a subsequent EIR as listed in CEQA Guidelines section 15162 apply; WHEREAS, the Addendum will also be used as the appropriate CEQA documentation for consideration of the Tentative Maps TM 24-02 and TM 24-03; WHEREAS, since 2020 the City and GLR have been negotiating in good faith to resolve matters set forth in this Fourth Operating Memorandum with the understanding that GLR would forego all Traffic Impact Fee reimbursements and any other City reimbursements to discharge any obligations of GLR under the Development Agreement. Developer and Owners agreed that any such funds received from the City would be held in a separate account at Morgan Stanley and could not be withdrawn by Developer and Owners without the consent of the City unless the Development Agreement terminates. All funds held in the Morgan Stanley account shall be used to pay the City the amounts described in this Fourth Operating Memorandum as and when required herein.

WHEREAS Section 3.13 of the Development Agreement anticipates minor refinements and clarifications with respect to the obligations of City and GLR where such minor refinements and clarifications may be effectuated through operating memoranda approved by City and GLR, which, after execution, become a part of the Development Agreement; WHEREAS, the City and GLR have had numerous meetings to discuss certain changes regarding the implementation of the Approved Project which are mutually desirable in order to implement the goals and funding for the fire station at Glen Loma Ranch; WHEREAS, the City and GLR now desire to document such minor refinements and clarifications to the Development Agreement through this Fourth Operating Memorandum as

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permitted by Section 3.13 of the Development Agreement, and the City Attorney has determined that the use of an Operating Memorandum is appropriate.

NOW, THEREFORE, CITY AND GLR agree as follows:
1) In lieu of the requirement contained in Section 4.4.1.2 and 4.4.1.3 of the Development Agreement for GLR to develop and construct a fire station as set forth therein, the City and GLR shall proceed as follows:
a) GLR shall cause the total amount of $7,200,000.00 (“Funding Obligation”) to be paid to the City as described herein. The Funding Obligation is comprised of a combination of cash and GLR foregoing and assigning to the City the Traffic Impact Fee (“TIF”) reimbursement policy amounts. The Funding Obligation total is $7,200,000 and will be executed in a series of Funding Obligation Steps as described in Section 1(a) ($1,589,243), Section 1(b) ($1,000,000), Section 1(c) ($3,610,757) and Section 1(d) ($1,000,000) of this Fourth Operating Memorandum. Subject to the terms of this Fourth Operating Memorandum, GLC will convey the Fire Station Parcel and forego, release and pay funds to the City as follows:

TIF Identified Reimbursements (“TIF Reimbursements”)
Seg. 18a $237,526.00
Seg. 19a $199,386.00
Seg. 22a $598,636.00
Int 29 $ 10,789.00
Cash Payment $542,906.00 (“SCVWD Reimbursement”)
The above TIF Reimbursements and SCVWD Reimbursement totaling $1,589,243 shall be assigned and paid, respectively, to the City, and GLR shall convey the Fire Station parcel to the City upon the occurrence of item (i) below, and the receipt by GLR from the City of items (ii) through (v), below (the “Written Confirmation Documents”):
(i) The Addendum as described above is approved by the City Council as part of the approval of this Fourth Operating Memorandum by the City Council.
(ii) City written confirmation to the terms set forth in Item g), below related to the Uvas Park Drive/Miller Avenue intersection.
(iii) City written confirmation that construction of a Zone 2 water tank contemplated in TM 13-08, Condition of Approval No. 80 shall not be required.
(iv) City written confirmation that commercial uses will not be required in the Town Center Flex area.

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(v) City written confirmation that TM 24-03 containing only single-family detached homes and TM 24-02 containing only single-family attached homes are both consistent with the Specific Plan.
b) GLR shall pay to the City $1,000,000.00 upon Final Approval by the City Council of the Tentative Map TM 24-03 as hereinafter described. c) GLR shall pay the City $3,610,757 upon recordation of a Final Map relative to TM 24-03.
d) GLR shall pay the City $1,000,000 upon the earlier to occur of (1) Final Approval by the City Council of the Tentative Map TM 24-02 or (2) June 2, 2025 (provided that the City and City Staff do not cause delays which result in delaying approvals beyond June 2, 2025).
e) The term “Final Approval” means, individually and collectively as to any City approval related to the Approved Project, (i) all statutory periods to challenge the City approvals of this Operating Memorandum, the Addendum and any tentative or final subdivision maps pertaining to the Approved Project have expired without the filing of any legal challenge, and (ii) if any challenge to the City approvals of this Operating Memorandum, the Addendum or any tentative or final subdivision maps pertaining to the Approved Project has been filed, then such challenge has been resolved by settlement, judgment, or dismissed with prejudice prior to the date that the Development Agreement terminates.
f) The payment/performance method for each of the above four Funding Obligation Steps in Items 1) a) through d) shall be as follows:
(i) First Funding Obligation Step in Item 1(a):

The City shall establish an escrow account with a mutually agreeable escrow/title company (such as, for example, Chicago Title or Old Republic Title, “Escrow Holder”). The parties shall deposit into the Escrow the following: 1) GLR: A fully executed assignment of the TIF Reimbursements (the “Assignment”); cash in the amount of the SCVWD Reimbursement; and the fully executed grant deed (the “Deed”) in recordable form to the Fire Station Parcel and accompanying signed rightof-entry documents granting entry on the Fire Station Parcel to GLR for the purposes of boundary conform grading and related activities (“Rightof-Entry”); 2) City: the Written Confirmation Documents and the signed Right-of-Entry documents. This Fourth Operating Memorandum shall constitute joint escrow instructions (but the parties shall execute such further instructions or other documents required by the Escrow Holder).

When all materials mentioned herein have been duly deposited into Escrow, and the City Council has approved the Addendum as part of its approval of this Fourth Operating Memorandum and Escrow Holder is prepared to issue a policy of title insurance showing title to the Fire Station Parcel vested in the name of the City free and clear of any and all monetary liens (property taxes and assessments shall be prorated) and

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encumbrances save for the Development Agreement, Right-of-Entry agreement, and easements of record (the “Title Policy”), then escrow shall close. Escrow Holder shall then release to City: the Assignment of the TIF Reimbursements to City, and cash in the amount of the SCVWD Reimbursement. Escrow Holder shall release to GLR the above referenced Right-of-Entry documents and the Written Confirmation Documents. The Escrow Holder shall record the Deed and issue to City the Title Policy in the amount of not less than the fair market value of the Fire Station Parcel.

Escrow costs shall be split in the manner customary in Santa Clara County. With respect to the dedication of the Fire Station Parcel, City agrees to cooperate with GLR and to sign gift tax forms (prepared by GLR) as may be requested by GLR from time to time.
(ii) Remaining Funding Obligation Steps in Items 1(b) thru 1(d):

For each remaining Funding Obligation Step, a separate escrow subfile shall be opened with Escrow Holder. This Fourth Operating Memorandum shall constitute joint escrow instructions with respect to each such escrow file (but the parties shall execute such further instructions or other documents required by the Escrow Holder). Escrow costs for these subfiles shall be split between the parties. The escrow for each of these three funding obligations shall be handled as follows:
(A)Item 1(b). No later than ten calendar days prior to the date set for City Council consideration of Tentative Map TM 24-03, GLR shall deposit into Escrow the cash sum of $1,000,000.

Interest on said funds shall accrue to the benefit of GLR.

Immediately upon Final Approval of the Tentative Map TM 24-03, said cash sum shall be paid to the City.
(B) Item 1(c). No later than ten calendar days prior to the date set for City Council consideration of the first final map relative to the Tentative Map TM 24-03, GLR shall deposit into Escrow the cash sum of $3,610,757. Interest on said funds shall accrue to the benefit of GLR. Immediately upon recordation of said final map, the cash sum shall be paid to the City. GLR
expressly waives any and all rights it might have under the Subdivision Map Act or other law that would require City to approve or record said final map, unless said cash sum is paid in full to the City as required herein.
(C) Item 1(d). No later than ten calendar days prior to the date set for City Council consideration of the Tentative Map TM 24-02 (and in any event not later than May 21, 2025), GLR shall deposit into Escrow the cash sum of $1,000,000. Interest on said funds shall accrue to the benefit of GLR. Immediately upon Final Approval of the Tentative Map TM 24-02 (or on

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June 2, 2025, whichever occurs first subject to Paragraph (1)(d) above), said cash sum shall be paid to the City.
g) The City desires that the levee trail at the Uvas Park Drive/Miller Avenue intersection be realigned to cross at the intersection crosswalk location (the “Requested Improvements”). GLR agrees to include the Requested Improvements with the intersection improvement design they are required to complete per Mitigation Measure #35, subject to the following:
i. The City will be the applicant for the application to the Santa Clara Valley Water District and will use its influence in forwarding the processing of all necessary approvals and permits for the Requested Improvements including with the Santa Clara Valley Water District and the US Army Corps of Engineers (collectively, “Necessary Approvals”).
ii. The timing for the construction of the intersection and the Requested Improvements shall be per the revised Exhibit D, attached. iii. If the Necessary Approvals are not obtained by the City in time to comply with the required triggering event in Exhibit D, then GLR will be allowed to construct the intersection without the Requested Improvements and will make a cash payment to the City equivalent to the bid amount for constructing the Requested Improvements. 2) In conformance with Sections 3.3, 3.7, and 14.11 of the Development Agreement and to achieve the mutual goal of the City and GLR to implement this Fourth Operating Memorandum, the City will accept submittals of, and commence with expeditious plan checking of the final maps, improvement plans and all accompanying documents prior to approval of the respective tentative maps, to cause the improvement plans and final map to be ready for City Council action.
3) The City and GLR will cooperate concerning the interface between the TM 24-02 neighborhood and the Fire Station parcel at their common boundary lines. Grading design for the residential areas adjacent to the Fire Station Parcel boundaries will accommodate the improvements shown on Sheet C1 of the “Glen Loma Ranch Fire Station Planning Review Package” prepared for the City by RRM Design Group dated March 12, 2020 (“RRM Plan”). Retaining walls of up to five feet in height, integral with the required masonry boundary wall and conform slopes will be allowed at the common boundary lines to accommodate the RRM Plan and will be constructed by GLR with the residential construction. The City and GLR will execute Right-of-Entry documents granting entry on the Fire Station Parcel to GLR for the purposes of constructing the improvements. 4) The City and GLR acknowledge and agree that upon performance of GLR’s obligations under this Fourth Operating Memorandum, GLR has performed and fully satisfied each and every obligation required under the Development Agreement including, but not limited to, the Fire Station, parks, trails, and all other items listed in Exhibits D and G to the Development Agreement. Assuming such full performance by GLR, City shall have the sole responsibility for construction of the 10th Street Bridge and the Fire Station, and

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accordingly, Sections 4.4.1.2 (Fire Station) and 4.4.6 (Tenth Street Bridge) of the Development Agreement are hereby modified as provided herein. 5) Attached hereto and made a part hereof is ATTACHMENT A, which is a new Exhibit D to the Development Agreement (“Revised Exhibit D”). The original Exhibit D to the Development Agreement is hereby deleted and replaced with Revised Exhibit D. 6) Attached hereto and made a part hereof is ATTACHMENT B, which is a new Exhibit G to the Development Agreement (“Revised Exhibit G”). The existing Exhibit G to the Development Agreement is hereby deleted and replaced with Revised Exhibit G. 7) As provided in Section 2.2 of the Development Agreement, GLR and the City hereby agree that GLR and the City shall take all reasonably necessary actions to process an amendment to the Development Agreement which shall extend the Development Agreement for a period of three years on terms and with conditions consistent with this Fourth Operating Memorandum (“DA Extension”). The DA Extension shall be processed and approved prior to or coincidentally with either Tentative Map TM 24-03 or the Tentative Map TM 24-02, whichever tentative map is approved first. 8) City and GLR acknowledge and agree that unless specifically modified by this Fourth Operating Memorandum, all the terms and conditions of the Development Agreement remain in full force and effect including, without limitation, Section 3.7 of the Development Agreement (Timing of Development). In the event of any conflict or inconsistency between the terms of this Fourth Operating Memorandum and the Development Agreement, the terms of this Fourth Operating Memorandum shall control and prevail.
9) It is the mutual intent of the parties that the actions contemplated herein be completed as soon as reasonably possible. To achieve that goal, the City, City staff, and GLR will act in good faith in accordance with the Development Agreement and use their best efforts to expedite all procedures and approvals. Neither party is obligated to take any of the actions described herein unless/until the conditions for the respective action as described herein has been fulfilled. GLR and the City acknowledge and agree that payments agreed to by GLR in this Fourth Operating Memorandum are in consideration for and subject to the City’s performance of its obligations as described herein and subject to GLR obtaining the Final Approvals as described herein.

After review of these minor revisions and clarifications, the City Council finds that these minor revisions and clarifications are consistent with the Glen Loma Ranch Specific Plan and the Development Agreement, do not increase the density or intensity of use of the Property, do not

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ATTACHMENT A - REVISED EXHBIT ‘D”

FOURTH OPERATING MEMORANDUM

GLEN LOMA RANCH DEVELOPMENT AGREEMENT
Mitigation Phase Earliest Reimbursable Triggering Event Measure of Anticipated for the
Public Improvement Improvement Year of Improvement
Improvement
Castro Valley/U.S. 101 Intersection (fair share contribution only) #29 Phase 1 2006 No Payment with the issuance of the first Ph. 1 building permit Monterey Rd./Masten Avenue (1) #30 Phase 1 2006 Yes Owner's Responsibility is the payment of Impact Fees, only Santa Teresa Bvld./Miller Avenue (1) #31 Phase 1 2006 Yes Operational prior to the issuance of the first building permit in either the Petite Sarah or The Grove Neighborhoods.

Monterey Rd./10th Street Signal Modification #32 Phase 1 2006 No Construction to commence with the first Ph. 1 building permit Thomas Road/Luchessa Avenue Intersection #33 Phase 1 2006 Yes Construction to commence with the first Ph. 1 building permit Princevalle/Luchessa Ave. Intersection Signal (2) #42 Phase 1 2006 Yes Concurrent with the Luchessa/Thomas intersection, above

16.3 Acre City Park Site N/A Phase 1 2008 No Commence construction with the grading of the Mataro Neighborhood Santa Teresa Blvd./ Ballybunion Drive Intersection #38 Phase 2 2008 Yes Operational prior to the issuance of the first building permit for Phase 2 Santa Teresa Blvd./Fitzgerald Ave. Signalization #34 See Triggering Event Unknown Yes If Buildout exceeds 1467 Units + 12,000 s.f. commercial, then the need and timing will be determined through further analysis per CEQA requirements. (2) Fire Station #4 N/A Construction is City's
Responsibility
Unknown No Owner payment schedule per Operating Memorandum No. 4

3.0 Acre City Park N/A Construction is City's
Responsibility
Unknown No Owner payment schedule per Operating Memorandum No. 3 Add left turn lane from Uvas Park Drive onto Miller Avenue 35 Phase 2 2025 Yes Operational prior to the issuance of the last building permit for the Filice Family/Christoper owned lands
Santa Teresa Blvd. / First Street Intersection
First Street - East of Santa Teresa Blvd. Segment
#37#44
See Triggering Event Unknown Yes If Buildout exceeds 1467 Units + 12,000 s.f. commercial, then the need and timing will be determined through further analysis per CEQA requirements. (2) Signalize the Uvas Park Drive/Miller Ave. Intersection and add northbound and southbound left-turn lanes
#39 See Triggering Event Unknown Yes If Buildout exceeds 1467 Units + 12,000 s.f. commercial, then the need and timing will be determined through further analysis per CEQA requirements. (2) Thomas/West Luchessa Intersection Improvement and the W.

Luchessa Ave. Bridge Widening
#41 See Triggering Event Unknown Yes If Buildout exceeds 1467 Units + 12,000 s.f. commercial, then the need and timing will be determined through further analysis per CEQA requirements. (2) Monterey Road/Luchessa Avenue #43 See Triggering Event Unknown Yes If Buildout exceeds 1467 Units + 12,000 s.f. commercial, then the need and timing will be determined through further analysis per CEQA requirements. (2) 10th Street/Luchessa Ave. Intersection N/A Phase 2 2011 Yes Built with surrounding street improvements Uvas Park Drive/10th Street Intersection N/A Construction is City's Responsibility
Unknown Yes Owner's Responsibility is the payment of Impact Fees, only 10th Street Bridge N/A Construction is City's
Responsibility
Unknown Yes Owner's Responsibility is the payment of Impact Fees, only NOTES:

1. Although the Mitigation Measures for these items require that the improvements be installed only prior to Phase-3, the Developer has agreed to move this improvement forward as part of the Development Agreement

2. Section 4.4.7 of the Development Agreement provides for the traffic study update to be completed prior to the issuance of the building permit for the 1001st residential unit, which has been completed and the resulting changes that are documented in Addendum No. 2 to the Final Certified EIR for the Glen Loma Ranch

REVISED EXHIBIT 'D'

LIST OF PUBLIC IMPROVEMENTS

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ATTACHMENT B - REVISED EXHIBIT "G"

FOURTH OPERATING MEMORANDUM

GLEN LOMA RANCH DEVELOPMENT AGREEMENT
Parks and Fire Station
Public Facility Development Summary
Site/Description Size Site Offsite Total Cost
Cydney Casper Park
(previously Glen Loma Ranch Park)

3.3± Acre public park including: picnic area;
playground; and trail to project northerly boundary
(Loma Trail) plus:
• Loma Trail (originally part of old GLR park)
• The ½ street costs for extending Charles Lux Drive
from Cimino Street to Greenfield Drive; and
• A gravel walking path in Christmas Hill park on
City/County property, including connection to
future 10th Street near the new storm water basin;
• A Class 1 loop trail connected to the Santa Teresa
Trail at McCutchin Creek thru new park;
• The purchase of two motorized trail bikes with
related radio and emergency equipment, to be
given to the police department for their use in
patrolling the GLR open spaces and trails.

3.3 ± ac.

Park
$2,097,009 $441,916 $2,538,925
McCutchin Park (Previously Montonico
Park)

4.8 ± acre park with playground, Class 1 trail within
the Park, and playfields, etc.

4.8 ± ac.

Park
$1,345,694 $262,500 $1,608,194

PAYMENTS AND OBLIGATIONS WILL BE PER THE

THIRD OPERATING MEMORANDUM TO THE GLR
DEVELOPMENT AGREEMENT.

CITY WILL DESIGN & CONSTURUCT THE PARK
Fire Station Site
Sunrise Fire Station #3 site plan utilized for cost
projections.

1.5± ac.

Site within
Glen Loma
Town
Center
$4,175,772 $262,500 $4,438,272

PAYMENTS AND OBLIGATIONS WILL BE PER THE

FOURTH OPERATING MEMORANDUM TO THE GLR
DEVELOPMENT AGREEMENT.

CITY WILL DESIGN & CONSTRUCT FIRE STATION
Cost Totals $7,613,501 $971,890 $8,585,391
Notes:

1. The costs may vary between "Site" and "Offsite" for each item, however the “Total Cost” shall be the cost cap per Section 4.4.1.3, adjusted per Note 2, below.

The above cost caps are in Nov. 2005 dollars and are subject to a CCI adjustment per Section 4.4.1.3 of this Development Agreement.

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RESOLUTION NO. 2024-XX

A RESOLUTION OF THE CITY COUNCIL OF THE

CITY OF GILROY AMENDING THE BUDGET FOR
THE CITY OF GILROY FOR 2024-2025 TO

APPROPRIATE FUNDS IN CAPITAL PROJECTS

AND THE TRAFFIC IMPACT FUNDS
WHEREAS, the City Administrator prepared and submitted to the City Council a budget for the City of Gilroy for Fiscal Years 2023-2024 and 2024-2025, and the City Council carefully examined, considered and adopted the same on June 5, 2023; and WHEREAS, City Staff has prepared and submitted to the City Council proposed amendments to the budget for Fiscal Year 2024-2025 for the City of Gilroy in the staff report dated October 7, 2024, Glen Loma EIR Addendum and Development Agreement Operating Memorandum.

NOW, THEREFORE, BE IT RESOLVED THAT the revenue appropriations for Fiscal Year 2024-2025 in Fund 400 – Capital Projects Fund shall be increased by $7,200,000, and the expenditure appropriations for Fiscal Year 2024-2025 in Fund 425 – Traffic Impact Fund shall be increased by $1,046,337 to be transferred out to the Capital Projects Fund (400).

PASSED AND ADOPTED this 7th day of October 2024 by the following roll call vote:

AYES: COUNCIL MEMBERS:

NOES: COUNCIL MEMBERS:

ABSTAIN: COUNCIL MEMBERS:

ABSENT: COUNCIL MEMBERS:

APPROVED:

Marie Blankley, Mayor
ATTEST:
_______________________
Beth Minor, Interim City Clerk

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Gilroy City CouncilOctober 7, 2024

Gilroy City Council
October 7, 2024