Based on Cornerstone’s review of the historical aerial photographs contained in the Phase I ESA report, the commercial buildings noted by RMD were greenhouses and what appear to have been associated outbuildings (e.g., barns or sheds). What appears to have been a residence also was located on the southern portion of the Site. The two existing commercial buildings were constructed by 1982.
Occupants of the existing buildings reportedly have included, Bell North Research (BNR), Northern Telecom, Inc., Global MVLG Communications, Netscape Communications, Verisign Inc., Middlefield Crossing, Siemens Medical Solutions, Symantec, Siemens AG and JD.com.
RMD (2022a) noted that Siemens Medical Solutions, Symantec, JD.com, Verisign, Middlefield Crossing, and Northern Telecom were listed as handlers of hazardous waste at the Site, and Bell Northern Research was listed as a generator of halogenated solvents, including tetrachloroethene (PCE), at the Site in 1983 and 1985.
Prior Studies Reviewed by RMD
Soil Management Plan, July 2017: RMD (2022a) reported that Northgate Environmental Management, Inc. (Northgate) prepared a soil management plan (SMP) for the Site in 2017 as a general guidance document for anyone disturbing the subsurface of the Site. Excavation activities reportedly were conducted on the northern portion of the Site in 2011 and the presence of organochlorine pesticides were identified in soil at concentrations above screening levels for residential land use and commercial land use.
Phase I Environmental Site Assessment, September 2017: Geosyntec Consultants (Geosyntec) reportedly prepared a Phase I for the Site in 2017. A Recognized Environmental Condition (REC1
) was identified by Geosyntec associated with potential chlorinated solvent impacts to groundwater from off-Site sources. Geosyntec reportedly identified the removal of 3,000 cubic yards of soil impacted by pesticides from the northern portion of the Site as a Historical Recognized Environmental Condition (HREC2
). RMD noted that sampling was
conducted from stockpiled soil and that no records were identified indicating that sampling was conducted to confirm that impacts did not remain in the areas that were excavated. The prior agricultural use the Site reportedly was identified by Geosyntec as a Controlled Recognized Environmental Condition3 based on the SMP that was prepared by Northgate. RMD stated that they did not find records indicating that the SMP has been reviewed or approved by a regulatory agency.
The SMP prepared by Northgate and the Phase I ESA prepared by Geosyntec were not provided for review by Cornerstone and details regarding the reported excavation activities in 2011 were not described by RMD.
1 As defined by ASTM E1527-21, the term Recognized Environmental Condition means 1) the presence of hazardous substances or petroleum products in, on, or at the subject property due to a release to the environment; 2) the likely presence of hazardous substances or petroleum products in, on, or at the subject property due to a release or likely release to the environment; or 3) the presence of hazardous substances or petroleum products in, on, or at the subject property under conditions that pose a material threat of a future release to the environment.
2 A previous release of hazardous substances or petroleum products affecting the Site that has been addressed to the satisfaction of the applicable regulatory agency and meeting unrestricted use criteria established by the applicable regulatory agency without subjecting the Site to any controls.
3 A Recognized Environmental Condition that has been addressed to the satisfaction of the applicable regulatory agency with hazardous substances or petroleum products allowed to remain in place subject to the implementation of required controls. 118-150-2
675-685 East Middlefield Road
Mountain View, California
Phase II Site Investigation by RMD
In October 2022, RMD collected soil, soil vapor and groundwater samples from the Site. Four borings were advanced to a maximum depth of 28 feet. Groundwater samples were collected from each boring. Six soil vapor probes were installed in and sampled from the four borings.
Dual-depth nested soil vapor probes were installed in two of the borings. Soil samples were collected from each boring at approximate depths of 1, 5, 10, and 15 feet.
Organochlorine pesticides (OCPs), predominantly dieldrin and toxaphene, were detected in shallow soil at concentrations exceeding their respective residential Environmental Screening Levels (ESLs4
). Total petroleum hydrocarbons as diesel (TPHd) was detected above its residential ESL in the soil sample collected at a depth of 15 feet from boring SB-2.
In groundwater, trichloroethene (TCE) was detected at concentrations up to 2.29 micrograms per liter (µg/L) and exceeded the Tier 1 ESL (1.2 µg/L) in two of the four groundwater samples.
The Tier 1 ESL for TCE is based on potential residential vapor intrusion5 concerns. TPHd was detected in groundwater from boring SB-2 at 1,020 µg/L, exceeding its Tier 1 ESL of 100 ug/L.
The Tier 1 ESL for TPHd is based on potential odor/nuisance concerns in drinking water.
Shallow groundwater at the Site, however, is not used as a drinking water source.
In soil vapor, benzene was detected above its residential ESL of 3.2 micrograms per cubic meter (μg/m3
) in two of the six soil vapor samples at concentrations of 3.55 μg/m3 and 37.1 μg/m3
. The detection of 37.1 μg/m3 in sample SVP-3-D also was above the commercial ESL of 14 μg/m3
. TCE and other chlorinated volatile organic compounds (VOCs) were not detected in soil vapor at concentrations exceeding their respective residential ESLs.
RMD (2022a) identified the OCP impacted soil at the Site as a REC and indicted that impacted soil should be excavated and disposed of in accordance with applicable laws and regulations or capped with hardscape. RMD noted that if capping is selected, a land use covenant (LUC) and associated site management plan may be required by a regulatory agency.
Regarding the detected concentrations of VOCs and TPH in the groundwater and/or soil vapor samples, RMD (2022a) stated that based on the low concentrations reported and considering the anticipated land use (groundwater is not being used as potable water and at least one level of garage beneath occupied spaces), these detections are considered a de minimis condition6 .
Note, however, that based on plans provided to Cornerstone, the current proposed development includes a commercial office building and a below market-rate residential building, both of which will be constructed on grade, with no underlying parking garage. Thus, the assumption by RMD 4 Environmental Screening Levels (ESLs) established by the Water Board (January 2019) are used to screen sites for potential human health concerns where releases of chemicals have occurred. These screening levels are risk-based concentrations derived from standardized equations combining exposure information assumptions with toxicity data. Under most circumstances, the presence of a chemical at concentrations below the corresponding screening level can be assumed not to pose a significant health risk.
5 Vapor intrusion is the movement of chemical vapors from contaminated ground water or soil into a nearby building. Vapors primarily enter through openings in the building’s foundation, such as cracks in the concrete slab and gaps around utility lines. It is also possible for vapors to pass through concrete, which is naturally porous. Once inside the building, vapors may be inhaled posing potential health risks to building occupants.
6 A de minimis condition is defined by the ASTM Standard as a condition related to a release that generally does not present a threat to human health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies.
118-150-2
675-685 East Middlefield Road
Mountain View, California
that at least one level of parking garage will be present beneath occupied spaces does not appear accurate.
RMD (2022b) indicated that if dewatering is to occur during construction activities, groundwater treatment using carbon filters may be required prior to discharge pursuant to standard practices under a sewer discharge permit.
Conclusions and Recommendations
Based on the information obtained during this study, Cornerstone concludes and recommends the following:
Based on the prior sampling, OCPs and TPHd have been detected in Site soil at concentrations exceeding residential ESLs. In groundwater, TCE was detected above its ESL associated with potential residential vapor intrusion concerns. In soil vapor, benzene was identified at concentrations exceeding both residential and commercial ESLs.
The Site is located within the East Whisman Precise Plan area. The January 2020 Integrated Final Environmental Impact Report (EIR) for the East Whisman Precise Plan Project includes the following mitigation measure (MM HAZ-3.1):
Prior to the start of any redevelopment activity, a property-specific Phase I Environmental Site Assessment (ESA) shall be completed in accordance with ASTM Standard Designation E 1527-13 (or the standard that is effective at the time the Phase I ESA is conducted) to identify Recognized Environmental Conditions, evaluate the property history, and establish if the property is likely to have been impacted by chemical releases. Soil, soil vapor, and/or groundwater quality studies shall subsequently be conducted, if warranted based on the findings of the propertyspecific Phase I ESAs, to evaluate if mitigation measures are needed to protect the health and safety of construction workers, the environment, and area residents.
At properties identified as being impacted or potentially impacted by Recognized Environmental Conditions pertaining to contaminated soil, soil vapor and/or groundwater (based on the professional judgement of the environmental professional and/or determination by the City based on the property specific Phase I ESA or subsequent studies), a Site Management Plan (SMP) shall be prepared prior to development activities to establish management practices for handling contaminated soil, soil vapor, groundwater, or other materials during construction activities. The SMP shall be prepared by an Environmental Professional and submitted to the overseeing regulatory agency (e.g., U.S. Environmental Protection Agency [EPA], Regional Water Quality Control Board [RWQCB] and/or County Department of Environmental Health) for review and approval prior to commencing construction activities. Management of site risks during earthwork activities in areas where impacted soil, soil vapor, and/or groundwater are present or suspected, shall be described. Worker training requirements and health and safety shall be described. The SMP shall be submitted to the City of Mountain View Planning Division for review. The project developer shall also submit to the City agency approval of the SMP or provide documentation of a regulatory agency's decision declining involvement in the project.
118-150-2
675-685 East Middlefield Road
Mountain View, California
Although a SMP was prepared for the Site in 20177, we recommend that the SMP be updated under the oversight of a regulatory agency. The preparation of a SMP to establish protocols for handling and management of contaminated soil, soil vapor and groundwater at the Site, and to obtain regulatory agency oversight as required by MM HAZ-3.1 appear appropriate to address the identified contaminants at the Site. The updated SMP should be submitted to the regulatory agency for their review and written approval; a copy of the approval should be provided to the City of Mountain View. To facilitate preparation of the SMP, we recommend that additional sampling be conducted under the oversight of a regulatory agency to further document the lateral and vertical extent of OCPs in Site soil. In addition to the historical presence of row crops, multiple greenhouses and what appear to have been associated outbuildings (e.g., barns or sheds) were previously located on-Site. At agricultural properties, pesticides often were stored within structures such as barns or sheds. Pesticide application practices also often varied between individual greenhouses. The recommended sampling should include an evaluation soil quality in the approximate interior locations of the former greenhouses and outbuildings, as well as within the former agricultural field areas. We also recommend sampling along the exterior of the walls of the former greenhouses to evaluate for OCPs, lead (associated with lead-based paint), and asbestos and polychlorinated biphenyls (PCBs) (often associated with window glazing putty).
Information regarding the reported soil excavations activities conducted in 2011 should also be reviewed to help establish an appropriate sampling plan. What appears to have been a residence also previously was located on the southern portion of the Site. As discussed above, soil adjacent to structures, if painted with leadcontaining paint, can become impacted with lead as a result of the weathering and/or peeling of painted surfaces. Soil near wood-framed structures also can be impacted by pesticides historically used to control termites. Lead and/or pesticides often are identified in soil near old residences. We recommend that soil quality at the former residence location be evaluated.
RMD (2022a) indicated that the anticipated development includes at least one level of below grade parking garage beneath occupied spaces. We understand that the development plans may have since changed and based on plans provided to Cornerstone, the current proposed development includes a commercial office building and a below market-rate residential building, both of which will be constructed on grade, with no underlying parking garage. The RMD project description included one level of parking garage beneath occupied spaces, which is not accurate based on current plans.
Based on the current development plans and because TCE in groundwater and benzene in soil vapor were detected at concentrations exceeding ESLs associated with potential vapor intrusion concerns, we recommend that the need for vapor intrusion mitigation measures be evaluated under regulatory oversight and that such measures, if warranted, be presented in the SMP or in a separate Vapor Mitigation Plan (VMP) that describes the measures to be implemented to help prevent exposure of Site occupants to volatile organic compounds (VOCs) in indoor air as a result of vapor intrusion. The Vapor Mitigation Plan should present the appropriate structural and engineering design features for the proposed occupied spaces to reduce risk of vapor intrusion into 7 The SMP (2017) was not provided for Cornerstone’s review. 118-150-2
675-685 East Middlefield Road
Mountain View, California
buildings.
The SMP and VMP, if prepared, should be submitted to the regulatory agency for their review and written approval; a copy of the approval should be provided to the City of Mountain View.
Mitigation measures for vapor intrusion for new buildings typically include: 1) passive sub-slab ventilation with a vapor barrier (and with the ability to convert the system from passive to active ventilation; 2) monitoring to ensure the long-term effectiveness of the remedy; and 3) the implementation of Institutional controls.
Limitations
Cornerstone performed this investigation to support David J. Powers & Associates in the evaluation of the referenced Site. Conclusions presented in this letter are based on limited, readily available information. This letter, an instrument of professional service, was prepared for the sole use of David J. Powers & Associates and may not be reproduced or distributed without written authorization from Cornerstone. It is valid for 180 days. Cornerstone makes no warranty, expressed or implied, except that our services have been performed in accordance with the environmental principles generally accepted at this time and location.
We thank you for this opportunity to work with you on this important project. Should you have any questions, please contact us at your convenience.
Sincerely,
Cornerstone Earth Group, Inc.
Ron L. Helm, C.E.G.
Senior Principal Geologist
Date: February 17, 2023
Project No.: 118-150-1
Prepared For: Mr. Nick Towstopiat
DAVID J. POWERS & ASSOCIATES, INC.
1871 The Alameda, Suite 200
San Jose, California 95126
Re: Preliminary Soil Corrosion Screening
675 – 685 East Middlefield Road
Mountain View, California
Dear Mr. Towstopiat:
As requested, this letter presents the results of the soil corrosion testing performed for the above reference project. Our services were performed in accordance with our agreement dated September 28, 2022.
CORROSION SCREENING
Four borings (HA-1 to HA-4) were performed using hand-auger/sampling equipment to collect soil samples at depths ranging from about 3 to 6 feet beneath the existing ground surface. The approximate locations of explorations are shown on the attached Site Plan, Figure 1.
We tested four samples from our hand-auger borings for saturated resistivity, pH, soluble sulfates, and chlorides. Sample depths ranged from about 3 to 6 feet. All four tests were performed within lean clay soils. The laboratory test results are summarized in Table 1 and attached to this letter for your reference.
Table 1: Summary of Corrosion Test Results
Sample Location Depth
(inches) Soil pH1 Resistivity2(ohm-cm)
Chloride3
(mg/kg)
Sulfate3,4
(mg/kg)
HA-1 70 6.9 2,388 4 16
HA-2 48 6.7 2,421 4 18
HA-3 54 6.9 2,375 4 25
HA-4 36 7.1 2,615 18 22
(1) ASTM G51
(2) ASTM G57 - 100% saturation
(3) ASTM 4327
(4) 1 mg/kg = 0.0001 % by dry weight
Many factors can affect the corrosion potential of soil including moisture content, resistivity, permeability, and pH, as well as chloride and sulfate concentration. Typically, soil resistivity, which is a measurement of how easily electrical current flows through a medium (soil and/or Project No. 118-150-1 Page 2 February 17, 2023
water), is the most influential factor. In addition to soil resistivity, chloride and sulfate ion concentrations, and pH also contribute to corrosion potential.
PRELIMINARY SOIL CORROSION SCREENING
Based on the laboratory test results summarized in Table 1 and published correlations between resistivity and corrosion potential, the soils may be considered moderately corrosive to buried metallic improvements (Chaker and Palmer, 1989).
In accordance with the 2022 CBC Section 1904.1, alternative cementitious materials for different exposure categories and classes shall be determined in accordance with ACI 318-19 Table 19.3.1.1, Table R19.3.1, and Table 19.3.2.1. Based on the laboratory sulfate test results of the samples at the depths and locations tested, a cement type restriction is not required, although, in our opinion, it is generally a good idea to include some sulfate resistance and to maintain a relatively low water-cement ratio. We have summarized applicable exposure categories and classes from ACI 318-19, Table 19.3.1.1 below in Table 2.
Table 2: ACI 318-19 Table 19.3.1.1 Exposure Categories and Classes
Freezing and
Thawing (F) Sulfate (S, soil) In Contact with
Water (W)
Corrosion
Protection of
Reinforcement (C)
F0¹ S0² W0³ C1⁴
(1) (F0) “Concrete not exposed to freezing-and-thawing cycles” (ACI 318-19) (2) (S0) “Water soluble sulfate in soil, percent by mass” is less than 0.10 (ACI 318-19) (3) (W0) “Concrete dry in service” (ACI 318-19)
(4) (C1) “Concrete exposed to moisture but not to an external source of chlorides” (ACI 318-19) Historic high groundwater is mapped at a depth ranging from 10 to 15 feet in the site vicinity (CGS, Mountain View Quadrangle, 2006). At this time, we are not aware of improvements extending to and below the groundwater depth. However, if the proposed development and concrete improvements will extend to or below the design groundwater depth, an Exposure Class W1, described as “Concrete in contact with water where low permeability is not required,” may be considered for design.
We recommend the structural engineer and a corrosion engineer be retained to confirm the above information and provide additional recommendations, as needed.
CLOSURE
We hope this provides the information you need at this time. Recommendations presented in this letter have been prepared for the sole use of David J. Powers and Associates, Inc., specifically for the 675 – 685 East Middlefield Road project located in Mountain View, California.
Our professional services were performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices at this time and location. No warranties are either expressed or implied.
If you have any questions or need any additional information from us, please call and we will be glad to discuss them with you.
Project No. 118-150-1 Page 3 February 17, 2023
Sincerely,
Cornerstone Earth Group, Inc.
Stephen Ohlsen, P.E.
Project Engineer
SCO:mjs
Attachments: Figure 1: Site Plan
Hand Auger Boring Logs
Corrosivity Tests Summary Results
Copies: Addressee (by email)
East Middlefield Road
Ferguson Drive
On-Ramp to Southbay Freeway (237)
li aR t hgi L ATVli aRt h
gi L
ATV
Approximate
Site Boundary
Base by Google Earth, dated 03/10/2022
Overlay by Sera Architects, Inc., Site Plan - A-002, dated 07/29/2022 Project Number
Figure Number
Date Drawn By
118-150-1
Figure 1
RRN
Site Plan
675-685 East Middlefield Road
Mountain View, CA
February 2023
0 80 160
APPROXIMATE SCALE (FEET)
N
Approximate location of hand auger boring (HA)
Legend
HA-1
HA-2
HA-3
HA-4
Poorly-Graded Gravelly Sand
>50% OF COARSE
FRACTION PASSES
ON NO 4. SIEVE
WELL-GRADED GRAVEL
POORLY-GRADED GRAVEL
SILTY GRAVEL
CLAYEY GRAVEL
WELL-GRADED SAND
POORLY-GRADED SAND
SILTY SAND
CLAYEY SAND
LEAN CLAY
SILT
ORGANIC CLAY OR SILT
FAT CLAY
ELASTIC SILT
ORGANIC CLAY OR SILT
*
NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D. (1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE (ASTM-1586 STANDARD PENETRATION TEST).
*
Modified California (2.5" I.D.)
Well-Graded Gravel
with Clay
-
-
-
-
-
Boulders and Cobble
Artificial/Undocumented Fill
Asphalt
GW
GP
GM
GC
SW
SP
SM
SC
CL
ML
OL
CH
MH
OH
Well-Graded Gravel
with Silt -
CLEAN GRAVELS
<5% FINES
GRAVELS WITH FINES
PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR >12% FINES
* UNDRAINED SHEAR STRENGTH IN KIPS/SQ. FT. AS DETERMINED BY LABORATORY
TESTING OR APPROXIMATED BY THE STANDARD PENETRATION TEST, POCKET PENETROMETER, TORVANE, OR VISUAL OBSERVATION.
Well Graded Gravelly Sand
ADDITIONAL TESTS Gravelly Silt
HIGHLY ORGANIC SOILS COARSE-GRAINED SOILS >50% RETAINED ON NO. 200 SIEVE FINE-GRAINED SOILS >50% PASSES NO. 200 SIEVE "A" LINE
PEAT
SILTS AND CLAYS
LIQUID LIMIT<50
SILTS AND CLAYS
Clayey Sand
LIQUID LIMIT>50
Silt
Sand
OTHER MATERIAL SYMBOLS
LIQUID LIMIT (%)
CH
CL OH & MH
-
-
CLEAN SANDS
<5% FINES
SANDS AND FINES
>12% FINES
INORGANIC
>50% OF COARSE
FRACTION RETAINED
ON NO 4. SIEVE
SOIL GROUP NAMES & LEGEND
SWELL TEST
CYCLIC TRIAXIAL
TORVANE SHEAR
UNCONFINED COMPRESSION
PLASTICITY CHART
CL-ML
SANDS
No Recovery
PLASTICITY INDEX
0 - 0.25
0.25 - 0.5
0.5-1.0
1.0 - 2.0
2.0 - 4.0
OVER 4.0
(RECORDED AS BLOWS / FOOT)
VERY SOFT
SOFT
MEDIUM STIFF
STIFF
VERY STIFF
HARD
0 - 2
2 - 4
4 - 8
8 - 15
15 - 30
OVER 30
0 - 4
4 - 10
10 - 30
30 - 50
OVER 50
SILT & CLAY
PENETRATION RESISTANCE
SAND & GRAVEL
VERY LOOSE
LOOSE
MEDIUM DENSE
DENSE
VERY DENSE
PT
WATER LEVEL
RELATIVE DENSITY BLOWS/FOOT* CONSISTENCY BLOWS/FOOT*
Topsoil
PLASTICITY INDEX (%)
Sandy Silt
Poorly-Graded Sand
with Clay
UNIFIED SOIL CLASSIFICATION (ASTM D-2487-10)
Figure Number
A-1
FINES CLASSIFY AS ML OR CL
FINES CLASSIFY AS CL OR CH
PI>7 AND PLOTS>"A" LINE
PI>4 AND PLOTS<"A" LINE
LL (oven dried)/LL (not dried)<0.75
PI PLOTS >"A" LINE
PI PLOTS <"A" LINE
LL (oven dried)/LL (not dried)<0.75
0 10
20 30
40 50
60 70
80 Cu>4 AND 1<Cc<3
Cu>4 AND 1>Cc>3
FINES CLASSIFY AS ML OR CL
FINES CLASSIFY AS CL OR CH
Cu>6 AND 1<Cc<3
Cu>6 AND 1>Cc>3
ORGANIC
INORGANIC
ORGANIC
GRAVELS
0 -
-
-
-
-
-
-
-
-
CHEMICAL ANALYSIS (CORROSIVITY)
CONSOLIDATED DRAINED TRIAXIAL
CONSOLIDATION
CONSOLIDATED UNDRAINED TRIAXIAL
DIRECT SHEAR
POCKET PENETROMETER (TSF)
(WITH SHEAR STRENGTH IN KSF)
R-VALUE
SIEVE ANALYSIS: % PASSING
#200 SIEVE
MATERIAL
TYPES CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP
SYMBOL
CA
CD
CN
CU
DS
PP
(3.0)
RV
SA
Shelby Tube
LEGEND TO SOIL
DESCRIPTIONS
UU UNCONSOLIDATED
UNDRAINED TRIAXIAL
(WITH SHEAR STRENGTH
IN KSF)
SW
TC
TV
UC
(1.5)
PI
SAMPLER TYPES
SPT
STRENGTH** (KSF)
Rock Core Grab Sample
10 20 30 40 50 60 70 80 90 100 110 120
GB
GB
GB
GB
GB
GB-6
Sandy Lean Clay (CL) [Fill]
moist, dark brown and brown mottled, fine to
medium sand, some fine subangular to
subrounded gravel, moderate plasticity
Lean Clay with Sand (CL)
moist, dark brown to brown, fine sand,
moderate plasticity
Bottom of Boring at 6.0 feet.
15 NOTES
LOGGED BY MT, FL
DRILLING METHOD Hand Auger
DRILLING CONTRACTOR Cuesta Geo
GROUND WATER LEVELS:
DATE STARTED 2/8/23 DATE COMPLETED 2/8/23 GROUND ELEVATION BORING DEPTH 6 ft.
AT TIME OF DRILLING Not Encountered
AT END OF DRILLING Not Encountered
LATITUDE LONGITUDE
SYMBOL
UNCONFINED COMPRESSION
ELEVATION (ft)
PROJECT NAME 675-685 East Middlefield Road
PROJECT NUMBER 118-150-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER HA-1
PAGE 1 OF 1
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf
SAMPLES
TYPE AND NUMBER
DEPTH (ft)
0.0 2.5
5.0 7.5
10.0 12.5
15.0 TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER
DESCRIPTION
NATURAL
N-Value (uncorrected)
MOISTURE CONTENT
PLASTICITY INDEX, %
blows per foot
DRY UNIT WEIGHT
PCF
PERCENT PASSING
No. 200 SIEVE
CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 2/10/23 14:16 - P:\DRAFTING\GINT FILES\118-150-1 MIDDLEFIELD ROAD CORROSION.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
GB
GB
GB
GB-4
Sandy Lean Clay (CL) [Fill]
moist, dark brown and brown mottled, fine to
medium sand, some fine subangular to
subrounded gravel, moderate plasticity
Lean Clay with Sand (CL)
moist, dark brown to brown, fine sand,
moderate plasticity
Bottom of Boring at 4.0 feet.
16 NOTES
LOGGED BY MT, FL
DRILLING METHOD Hand Auger
DRILLING CONTRACTOR Cuesta Geo
GROUND WATER LEVELS:
DATE STARTED 2/8/23 DATE COMPLETED 2/8/23 GROUND ELEVATION BORING DEPTH 4 ft.
AT TIME OF DRILLING Not Encountered
AT END OF DRILLING Not Encountered
LATITUDE LONGITUDE
SYMBOL
UNCONFINED COMPRESSION
ELEVATION (ft)
PROJECT NAME 675-685 East Middlefield Road
PROJECT NUMBER 118-150-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER HA-2
PAGE 1 OF 1
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf
SAMPLES
TYPE AND NUMBER
DEPTH (ft)
0.0 2.5
5.0 7.5
10.0 12.5
15.0 TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER
DESCRIPTION
NATURAL
N-Value (uncorrected)
MOISTURE CONTENT
PLASTICITY INDEX, %
blows per foot
DRY UNIT WEIGHT
PCF
PERCENT PASSING
No. 200 SIEVE
CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 2/10/23 14:16 - P:\DRAFTING\GINT FILES\118-150-1 MIDDLEFIELD ROAD CORROSION.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
GB
GB
GB
GB
GB-5
Sandy Lean Clay (CL) [Fill]
moist, dark brown and brown mottled, fine to
medium sand, some fine subangular to
subrounded gravel, moderate plasticity
Lean Clay with Sand (CL)
moist, dark brown to brown, fine sand,
moderate plasticity
Bottom of Boring at 4.7 feet.
14 NOTES
LOGGED BY MT, FL
DRILLING METHOD Hand Auger
DRILLING CONTRACTOR Cuesta Geo
GROUND WATER LEVELS:
DATE STARTED 2/8/23 DATE COMPLETED 2/8/23 GROUND ELEVATION BORING DEPTH 4.7 ft.
AT TIME OF DRILLING Not Encountered
AT END OF DRILLING Not Encountered
LATITUDE LONGITUDE
SYMBOL
UNCONFINED COMPRESSION
ELEVATION (ft)
PROJECT NAME 675-685 East Middlefield Road
PROJECT NUMBER 118-150-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER HA-3
PAGE 1 OF 1
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf
SAMPLES
TYPE AND NUMBER
DEPTH (ft)
0.0 2.5
5.0 7.5
10.0 12.5
15.0 TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER
DESCRIPTION
NATURAL
N-Value (uncorrected)
MOISTURE CONTENT
PLASTICITY INDEX, %
blows per foot
DRY UNIT WEIGHT
PCF
PERCENT PASSING
No. 200 SIEVE
CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 2/10/23 14:16 - P:\DRAFTING\GINT FILES\118-150-1 MIDDLEFIELD ROAD CORROSION.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
GB
GB
GB-3
Sandy Lean Clay (CL) [Fill]
moist, dark brown and brown mottled, fine to
medium sand, some fine subangular to
subrounded gravel, moderate plasticity
Lean Clay with Sand (CL)
moist, dark brown to brown, fine sand,
moderate plasticity
Bottom of Boring at 3.2 feet.
14 NOTES
LOGGED BY MT, FL
DRILLING METHOD Hand Auger
DRILLING CONTRACTOR Cuesta Geo
GROUND WATER LEVELS:
DATE STARTED 2/8/23 DATE COMPLETED 2/8/23 GROUND ELEVATION BORING DEPTH 3.2 ft.
AT TIME OF DRILLING Not Encountered
AT END OF DRILLING Not Encountered
LATITUDE LONGITUDE
SYMBOL
UNCONFINED COMPRESSION
ELEVATION (ft)
PROJECT NAME 675-685 East Middlefield Road
PROJECT NUMBER 118-150-1
PROJECT LOCATION Mountain View, CA
BORING NUMBER HA-4
PAGE 1 OF 1
This log is a part of a report by Cornerstone Earth Group, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual.
UNDRAINED SHEAR STRENGTH,
ksf
SAMPLES
TYPE AND NUMBER
DEPTH (ft)
0.0 2.5
5.0 7.5
10.0 12.5
15.0 TORVANE
1.0 2.0 3.0 4.0
HAND PENETROMETER
DESCRIPTION
NATURAL
N-Value (uncorrected)
MOISTURE CONTENT
PLASTICITY INDEX, %
blows per foot
DRY UNIT WEIGHT
PCF
PERCENT PASSING
No. 200 SIEVE
CORNERSTONE EARTH GROUP2 - CORNERSTONE 0812.GDT - 2/10/23 14:16 - P:\DRAFTING\GINT FILES\118-150-1 MIDDLEFIELD ROAD CORROSION.GPJ
UNCONSOLIDATED-UNDRAINED
TRIAXIAL
Moisture pH Temp. Chloride Sulfate
Content at Testing Dry Wt. Dry Wt.
% C° As Received Saturated mg/kg mg/kg
ASTM D2216 ASTM G51 G57 ASTM G57 ASTM D4327 ASTM D4327
HA-1 6 5.8 15.0 6.9 22.1 - 2,388 4 16
HA-2 4 4.0 16.2 6.7 22.5 - 2,421 4 18
HA-3 5 4.5 13.6 6.9 23.0 - 2,375 4 25
HA-4 3 3.0 14.1 7.1 22.2 - 2,615 18 22
Job Name
Location
Corrected to 15.5 C°
Date Tested
Tested By
2/11/2023
FL, BBA
Corrosivity Tests Summary
Dark Brown to Brown Lean
Clay with Sand (CL)
118-150-1
675-685 East Middlefield Road
Mountain View, CA
Dark Brown to Brown Lean
Clay with Sand (CL)
Dark Brown to Brown Lean
Clay with Sand (CL)
Dark Brown to Brown Lean
Clay with Sand (CL)
Sample I.D. Resistivity (Ohm-cm)
Soil Visual Description
BoringSample No.Depth, ft.
Job Number
675-685 E. Middlefield Road MixedUse Development
Multi-Modal Transportation Analysis
Prepared for:
David J. Powers & Associates
October 31, 2024
Hexagon Transportation Consultants, Inc.
Hexagon Office: 100 Century Center Court, Suite 501
San Jose, CA 95112
Phone: 408.971.6100
Hexagon Job Number: 23KK01
Client Name: David J. Powers & Associates, Inc.
APPENDIX E
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Table of Contents
Executive Summary................................................................................................................................. i
1. Introduction...................................................................................................................................1
2. Existing Transportation Conditions................................................................................................9
3. Intersection Operational Analysis................................................................................................18
4. Other Transportation Issues........................................................................................................34 Appendices
Appendix A Traffic Counts
Appendix B Level of Service Calculations
Appendix C Volume Summary
Appendix D Signal and Stop Warrant Analysis
Appendix E Local Parking Surveys
List of Tables
Table ES-1 Intersection Level of Service Summary.............................................................................iv Table 1 Signalized Intersection Level of Service Definitions Based on Average Control Delay.......6 Table 2 Unsignalized Intersection Level of Service Definitions Based on Average Delay ...............7 Table 3 Existing Transit Services ................................................................................................. 10 Table 4 Existing Intersection Levels of Service.............................................................................15 Table 5 Project Trip Generation Estimates...................................................................................20 Table 6 Background Plus Project Intersection Levels of Service ..................................................27 Table 7 Intersection Queuing Analysis Summary .........................................................................30 Table 8 Internal Road Intersection Queuing Analysis ...................................................................32 Table 9 Pedestrian Trip Generation Estimates .............................................................................50 Table 10 Transit Vehicle Delay in Study Area ................................................................................54 Table 11 East Whisman Precise Plan Maximum Parking Requirements ........................................56 Table 12 Local Survey Parking Rates ............................................................................................57 Table 13 Shared Parking Analysis ................................................................................................. 58 Table 14 Bicycle Parking Requirements.........................................................................................59 List of Figures
Figure 1 Site Location and Study Intersections................................................................................ 2 Figure 2 Proposed Site Plan............................................................................................................ 3 Figure 3 Existing Transit Services ................................................................................................. 11 Figure 4 Existing Bicycle Facilities................................................................................................. 13 Figure 5 Existing Lane Configurations ...........................................................................................16 Figure 6 Existing Traffic Volumes ..................................................................................................17 Figure 7 Project Trip Distribution ...................................................................................................22 Figure 8 Project Trip Assignment ..................................................................................................23 Figure 9 Ferguson Drive Lane Configuration.................................................................................24 Figure 10 Background Traffic Volumes............................................................................................25 Figure 11 Background Plus Project Traffic Volumes........................................................................26 Figure 12 Project Trips at Driveways...............................................................................................31 Figure 13 North Residential Parking Garage Plans .........................................................................41 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Figure 14 South Residential Parking Garage Plans ........................................................................42 Figure 15 BMR Residential and Office Parking Garage Plans .........................................................43 Figure 16 On-Site Loading Spaces..................................................................................................44 Figure 17 Pedestrian Quality of Service Map...................................................................................48 Figure 18 Bicycle Level of Traffic Stress Map..................................................................................52 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | i
Executive Summary
This report presents the results of the multi-modal transportation analysis (MTA) conducted for the proposed mixed-use development at 675-685 E. Middlefield Road in Mountain View, California (see Figure 1). The project is located within the Mixed-Use Character Area of the East Whisman Precise Plan (EWPP) area. The project site is located on the south side of E. Middlefield Road between the Santa Clara Valley Transportation Authority (VTA) light rail transit (LRT) tracks and Ferguson Drive.
The project proposes to construct three 7-8 story residential buildings providing 858 residential units, a 6-story 277,600 square-foot office building1
, and a 2,344 square-foot retail building on a 10.58-acre site with a combination of both at-grade and underground parking garages within two market-rate residential buildings, at-grade parking garage within the below-market-rate (BMR) residential building, and one above ground office parking garage (see Figure 2). Vehicle access to the site would be via a private internal road intersecting Middlefield Road opposite Logue Avenue and intersecting Ferguson Drive in the southeast corner of the site. The new internal road would provide direct access to the new parking garages. Two existing vacant office buildings totaling 163,638 square feet (s.f.) on the site would be demolished.
It should be noted that the number of proposed residential units was reduced from 858 units to 836 units during preparation of this MTA. This report analyzes the higher unit count (858 units) that was initially planned and is considered to be a conservative analysis. The project (as proposed originally with 858 units) is compliant with applicable City standards and policies. With the reduced intensity (836 units), the project would remain in compliance with City standards and policies.
The MTA evaluates potential transportation effects of the project in accordance with the standards and methodologies set forth by the City of Mountain View’s MTA Handbook. The MTA includes an analysis of the traffic operational effects of the project on the key intersections in the vicinity of the site, an evaluation of City policy conformance, a review of site access and on-site circulation, an evaluation of potential adverse effects on transit services and pedestrian and bicycle facilities, and a parking evaluation.
1 For the purposes of determining floor area compliance, the office building is 275,200 s.f. The City exempts employees areas such showers, bike repair stations, and other bike related facilities from the floor area calculations when located within the interior of a non-residential building. The report uses the gross floor area of 277,660 s.f. to analyze the office building’s traffic operational effect. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | ii
VMT Analysis
The Mountain View Vehicle Miles Traveled (VMT) Policy establishes screening criteria for developments that are expected to cause a less-than-significant transportation impact under the California Environmental Quality Act (CEQA), which confirm no further VMT analysis is required. The project would meet the screening criteria for projects located within one-half mile of transit.
The proximity to transit screening criterion was developed based on the CEQA Guidelines Section 15064.3, subdivision (b)(1), which states lead agencies generally should presume that certain projects proposed within a half mile of an existing major transit stop or an existing stop along a high-quality transit corridor will have a less-than-significant impact on VMT. The project is located within a half mile of the Middlefield LRT Station, which is considered a major transit stop, and complies with the Mountain View VMT Policy.
Project Trip Estimates
Trip generation estimates for the proposed project were based on trip rates published in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition, and the trip caps for new office developments in the EWPP area. After applying the applicable trip reductions, the net new project trips would be 4,954 daily trips, including 514 trips (271 inbound and 243 outbound) during the AM peak hour and 504 trips (218 inbound and 286 outbound) during the PM peak hour.
Intersection Level of Service Analysis
The results of the intersection level of service analysis (see Table ES-1) show that all study intersections would operate at an acceptable level of service with and without the project.
Pedestrian and Bicycle Operations
The project would have an adverse effect on pedestrian operations because the project is expected to add vehicle trips to nearby street segments that have a pedestrian quality of service (PQOS) score of 3 or more. The project would provide wider sidewalks with landscaping along the project frontages to enhance the pedestrian environment. The project should also improve the crosswalks at the Ferguson Drive/Middlefield Road and Logue Avenue/Middlefield Road intersections by installing high visibility ladder crosswalks and build new curb ramps to ADA standards at the southwest corner of the Ferguson Drive/Middlefield Road intersection. In addition, the publicly accessible internal road with sidewalks and sharrows and the linear park with bike and pedestrian pathways would allow pedestrians a safe passageway off the street between Middlefield Road and Ferguson Drive. Taking these factors into account, the project is expected to improve the PQOS along Middlefield Road and Ferguson Drive along the project frontage.
The project would create an adverse effect on bicycle operations, as the project is expected to add vehicle trips to Whisman Road, Ellis Street, and Middlefield Street, which have a bicycle level of service (BLTS) of 3 or more. The EWPP proposes to implement buffered bike lanes on Ellis Street and Middlefield Road, where the project would add vehicle trips. The project would install a buffered bike lane along the project frontage on Middlefield Road. The internal roads proposed by the project would also provide sharrows, which would allow bicyclists off the main streets. Additionally, the project would be required to contribute to the bike lane improvements identified by the EWPP by paying for the EWPP Development Impact Fee, which would address the adverse effects. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | iii
Other Transportation Issues
Hexagon has the following recommendations resulting from the on-site circulation and parking evaluations.
Recommendations
• The project should implement Transportation Demand Management (TDM) measures and meet the trip cap for the office building as required by the EWPP. • As required by the EWPP, the project should implement unbundled parking for residents and require office employers to provide subsidized transit passes for employees. The project should provide access to shared bicycles within the site if a bikeshare service is not available within walking distance of the site.
• The project should implement signal preemption for eastbound Middlefield Road at Logue Avenue to prevent the eastbound vehicle queues extending to the LRT tracks. • The project should build new curb ramps to ADA standards at the southwest corner of the Ferguson Drive/Middlefield Road intersection.
• The project should improve the crosswalks at the Ferguson Drive/Middlefield Road and Logue Avenue/Middlefield Road intersections by installing high visibility ladder crosswalks. • The driveway to the north and BMR residential garages should be stop-controlled with a stop sign installed at the back of the sidewalk for outbound vehicles approaching the sidewalk. • The garage gate of the BMR residential garage should be moved farther into the garage to provide inbound stacking space (at least 20 feet) for one vehicle between the gate and sidewalk, or keep the garage entry gate open during the time period of the day when most inbound vehicle trips are likely to occur (typically from 3:00 PM to 7:00 PM). If the gates open towards the street, the stacking space shall be measured between the back of sidewalk and the extended fully open length of the gate.
• A turnaround space should be provided at all dead-end aisles in the public parking area of the north residential garage.
• The project applicant should coordinate with City staff to determine if the proposed loading space for the office would be adequate to serve the project. • At the Logue Avenue/Middlefield Road/project access road intersection, the project should modify the traffic signal and intersection lane configuration to provide protected left-turn phases with dedicated left-turn lanes for the northbound and southbound approaches. • The project should contribute to the bike lane improvements identified by the EWPP by paying for the EWPP Development Impact Fee.
• The project should allow the shared parking spaces to be used by all uses during the day. • For easy access to the bicycle storage, the project should provide a bike room on the ground floor of the residential buildings to accommodate the required number of long-term bicycle parking spaces.
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | iv
Table ES-1
Intersection Level of Service Summary
LOS Peak Count Avg. Avg. Avg. Incr. In Incr. In
ID Intersection Standard Hour Date Delay1 LOS Delay1 LOS Delay1 LOS Crit. Del. Crit. V/C 1 Ellis Street and Manila Dr D AM 11/15/22 10.4 B 12.1 B 12.1 B -- -- (all-way stop) PM 11/15/22 8.3 A 8.8 A 8.8 A -- --
2 Ellis Street and US 101 NB Ramps D AM 11/15/22 12.4 B 14.6 B 14.8 B 0.1 0.022 PM 11/15/22 19.2 B 20.1 C 20.1 C 0.0 0.042
3 Ellis Street and US 101 SB Ramps D AM 11/15/22 12.9 B 15.8 B 17.4 B 2.1 0.041 PM 11/15/22 10.6 B 15.5 B 13.6 B 0.0 0.178
4 Ellis Street and Fairchild Drive D AM 11/15/22 14.5 B 15.7 B 15.7 B 0.0 0.036 PM 11/15/22 12.6 B 15.3 B 15.1 B 0.0 0.042
5 SR 237 Ramps and Maude Ave D AM 11/15/22 41.8 D 53.2 D 52.7 D 0.4 0.007 PM 11/15/22 37.8 D 39.4 D 40.0 D 0.0 0.024
6 Whisman Rd and Middlefield Rd D AM 11/15/22 26.3 C 26.1 C 25.9 C -0.2 0.005 PM 11/15/22 29.2 C 28.2 C 28.0 C 0.0 0.004
7 Ellis Street and Middlefield Rd D AM 11/15/22 12.6 B 16.2 B 16.6 B 0.6 0.073 PM 11/15/22 18.1 B 21.0 C 21.3 C 0.0 0.046
8 D AM 11/15/22 15.2 B 18.6 B 19.3 B 0.0 0.000
PM 11/15/22 14.4 B 17.7 B 19.1 B 0.0 0.055
9 Ferguson Dr and Middlefield Rd D AM 11/15/22 11.8 B 10.7 B 12.9 B 1.4 0.021 PM 11/15/22 8.9 A 8.5 A 10.5 B 0.0 0.043
10 SR 237 WB Ramps and Middlefield Rd D AM 11/15/22 20.9 C 20.5 C 20.5 C -6.1 0.117 PM 11/15/22 22.9 C 23.5 C 23.2 C 0.0 0.050
11 SR 237 EB Ramps and Middlefield Rd D AM 11/15/22 20.8 C 22.0 C 22.3 C 1.0 0.024 PM 11/15/22 21.3 C 21.4 C 21.9 C 0.0 0.025
12 Bernardo Ave and Middlefield Rd D AM 04/04/23 18.6 B 19.8 B 19.7 B -0.1 0.006 PM 04/04/23 23.1 C 25.5 C 25.3 C 0.0 0.006
13 Mary Ave and Central Expy* E AM 11/15/22 42.7 D 44.4 D 44.7 D 0.1 0.008 PM 11/15/22 47.9 D 48.8 D 49.0 D 0.0 0.006
14 Ferguson Dr and Central Expy* E AM 11/15/22 4.4 A 4.5 A 5.0 A 0.4 0.008 PM 11/15/22 5.0 A 5.5 A 5.9 A 0.0 0.011
15 Ferguson Dr and Internal Road N/A AM 10.2 B -- --
(one-way stop) PM 10.9 B -- --
Notes:
* Denotes VTA CMP intersection
1. Weighted average control delay measured in seconds per vehicle for signalized and all-way stop intersections. Worst approach delay (seconds per vehicle) and LOS are reported for side-street stop-controlled intersections.
Existing Background Background+Project
Project Driveway
Logue Ave/Internal Road and Middlefield
Rd
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 1
1. Introduction
This report presents the results of the multi-modal transportation analysis (MTA) conducted for the proposed mixed-use development at 675-685 E. Middlefield Road in Mountain View, California (see Figure 1). The project is located within the Mixed-Use Character Area of the East Whisman Precise Plan (EWPP) area. The project site is located on the south side of E. Middlefield Road between the Santa Clara Valley Transportation Authority (VTA) light rail transit (LRT) tracks and Ferguson Drive.
The project proposes to construct three 7-8 story residential buildings providing 858 residential units, a 6-story 277,600 square-foot office building2
, and a 2,344 square-foot retail building on a 10.58-acre site with a combination of both at-grade and underground parking garages within two market-rate residential buildings, at-grade parking garage within the below-market-rate (BMR) residential building, and one above ground office parking garage (see Figure 2). Vehicle access to the site would be via a private internal road intersecting Middlefield Road opposite Logue Avenue and intersecting Ferguson Drive in the southeast corner of the site. The new internal road would provide direct access to the new parking garages. Two existing vacant office buildings totaling 163,638 square feet (s.f.) on the site would be demolished.
It should be noted that the number of proposed residential units was reduced from 858 units to 836 units during preparation of this MTA. This report analyzes the higher unit count (858 units) that was initially planned and is considered to be a conservative analysis. The project (as proposed originally with 858 units) is compliant with applicable City standards and policies. With the reduced intensity (836 units), the project would remain in compliance with City standards and policies.
Scope of Study
The purpose of the study is to evaluate potential transportation effects of the project in accordance with the standards and methodologies set forth by the City of Mountain View and the Santa Clara Valley Transportation Authority (VTA). The VTA administers the Congestion Management Program (CMP). 2 For the purposes of determining floor area compliance, the office building is 275,200 s.f. The City exempts employees areas such showers, bike repair stations, and other bike related facilities from the floor area calculations when located within the interior of a non-residential building. The report uses the gross floor area of 277,660 s.f. to analyze the office building’s traffic operational effect.
Mountain
View
Sunnyvale
101
85 237
1 2
3 4
6 12
13 7
8 9
5 10
15 11
14 Central Expy
N Mathilda Ave
W Maude Ave
E Middlefield Rd
Ellis St
Macon Rd
N Mary Ave
N Whisman Rd
Central Expy
Easy St
Tyrella Ave
Leong Dr
N Bernardo Ave
Ferguson Dr
Manila Dr
Fairchild Dr
National Ave
Logue Ave
Clyde Ave
Ferguson Dr
Manila Dr
Fairchild Dr
National Ave
Logue Ave
Clyde Ave
X = Study Intersection
X = Future Driveway Intersection
= Site Location
LEGEND
= East Whisman Precise Plan Boundary
675-685 E. Middlefield Road Mixed-Use Project
Figure 1
Site Location and Study Intersections
675-685 E. Middlefield Road Mixed-Use Project
Figure 2
Proposed Site Plan
6 = Residential Garage Entrance
= Office Garage Entrance
LEGEND
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 4
The MTA was prepared based on the City’s MTA Handbook (February 2021), which is consistent with the VTA Transportation Impact Analysis (TIA) Guidelines for projects that are anticipated to create 100 new peak-hour trips or more. The MTA includes an analysis of the traffic operational effects of the project on the key intersections in the project area, an evaluation of EWPP conformance, a review of site access and on-site circulation, an evaluation of potential adverse effects on pedestrian and bicycle facilities and transit services, an evaluation of traffic effects on neighborhood streets, and a parking evaluation.
Because the project is consistent with and conforms to the land uses and development density of the EWPP, the project would not result in additional adverse traffic operational effects under cumulative conditions on intersection levels of service, freeway segment levels of service, and freeway ramp operations. Therefore, the MTA focuses on evaluating the project’s traffic operational effects at intersections in the project vicinity under near-term conditions and identifies whether the project would contribute to the cumulative adverse intersection effects identified in the EWPP EIR.
The study intersections were selected in accordance with the City’s MTA Handbook, VTA’s Transportation Impact Analysis (TIA) Guidelines (October 2014), and in consultation with Mountain View staff. The study includes those intersections that would experience a traffic increase of 10 or more peak-hour trips per lane. The study intersections are listed below and shown on Figure 1. Two study intersections are designated as CMP intersections.
1. Ellis Street and Manila Street (unsignalized)
2. Ellis Street and US 101 Northbound Ramps
3. Ellis Street and US 101 Southbound Ramps
4. Ellis Street and Fairchild Drive
5. SR 237 Ramps and Maude Avenue
6. Whisman Road and E. Middlefield Road
7. Ellis Street and E. Middlefield Road
8. Logue Avenue and E. Middlefield Road
9. Ferguson Drive and E. Middlefield Road
10. SR 237 Westbound Ramps and E. Middlefield Road
11. SR 237 Eastbound Ramps and E. Middlefield Road
12. Bernardo Avenue and E. Middlefield Road
13. Mary Avenue and Central Expressway (CMP)
14. Ferguson Drive and Central Expressway (CMP)
15. Ferguson Drive and Internal Road (unsignalized) – future project access Traffic conditions at the study intersections were analyzed for the weekday AM and PM peak hours of traffic. Locally, the AM peak hour of traffic is usually between 7:00 and 10:00 AM, and the PM peak hour is typically between 4:00 and 7:00 PM. It is during these periods that the most congested traffic conditions occur on an average weekday.
Intersection traffic conditions were evaluated for the following scenarios:
• Existing Conditions. Existing AM and PM peak-hour traffic volumes were obtained from new turning-movement counts conducted in November 2022 and April 2023. • Background Conditions. Background traffic volumes were estimated by adding to existing traffic volumes the projected volumes from approved but not yet constructed developments in the vicinity of the project. The added traffic from approved but not yet constructed developments was based on the list of approved projects provided by the Cities of Mountain View and Sunnyvale.
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 5
• Background Plus Project Conditions. Background plus project traffic volumes were estimated by adding the additional traffic generated by the project. Background plus project conditions were evaluated relative to background conditions in order to determine potential project adverse effects.
The project is consistent with the EWPP and is covered by the EWPP EIR. Therefore, the MTA identifies the project-level traffic operational effects at the study intersections under background conditions. Cumulative effects of the project were evaluated in the EWPP EIR.
Intersection Operations Analysis Methodology
This section presents the methods used to determine traffic conditions at the study intersections. It includes descriptions of the data requirements, the analysis methodologies, and the applicable level of service standards.
Data Requirements
The data required for the analysis were obtained from new traffic counts, the Cities of Mountain View and Sunnyvale, Google Earth, and field observations. The following data were collected from these sources:
• Intersection traffic volumes,
• Lane geometries,
• Signal timing and phasing, and
• A list of approved but not yet constructed developments Intersection Level of Service Analysis Methodologies and Standards Traffic conditions at the study intersections were evaluated using level of service (LOS). Level of service is a qualitative description of operating conditions ranging from LOS A, or free-flow conditions with little or no delay, to LOS F, or jammed conditions with excessive delays.
Signalized Intersections
For signalized intersections, the level of service method evaluates intersection operations on the basis of average control delay time for all vehicles at the intersection based on the methodology described in the 2000 Highway Capacity Manual (HCM). Table 1 presents the level of service definitions for signalized intersections.
This study utilizes the TRAFFIX software to determine intersection levels of service based on the 2000 HCM methodology. Since TRAFFIX is approved by VTA as the level of service analysis software for CMP signalized intersections, the City of Mountain View employs the CMP default values for the analysis parameters. TRAFFIX software was used to analyze intersection operations and intersection adverse effects based on the increases in critical-movement delay and the volume-to-capacity ratio (v/c) between no-project and project scenarios.
According to the City’s MTA Handbook, the standard for signalized intersections is LOS D, except for CMP intersections and facilities, County Expressway intersections, and intersections in the Downtown and San Antonio Center planning areas, where the standard is LOS E. Therefore, the LOS D standard applies to the study intersections.
Unsignalized Intersections
Level of service analysis at unsignalized intersections is generally used to determine the need for modifications in the type of intersection control (i.e., all-way stop or signalization). As part of the 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 6
evaluation, traffic volumes, delays and traffic signal warrants are evaluated to determine if the existing intersection control is appropriate.
For unsignalized intersections, level of service depends on the average delay experienced by vehicles on the stop-controlled approaches. For side street stop-controlled intersections (two-way or Tintersections), operations are defined by the average control delay experienced by vehicles entering the intersection from the stop-controlled approaches on minor streets or from left-turn approaches on major streets. The level of service is reported based on the average delay for the worst approach. For all-way stop-controlled intersections, the level of service is based on the average delay for all the intersection approaches. The level of service definitions for unsignalized intersections is shown in Table 2. This study utilizes the TRAFFIX software to determine intersection levels of service based on the 2000 HCM methodology for unsignalized intersections.
The City of Mountain View does not have an adopted level of service standard for unsignalized intersections. However, the City strives to maintain LOS D for unsignalized intersections.
Table 1
Signalized Intersection Level of Service Definitions Based on Average Control Delay Source: Transportation Research Board, 2000 Highway Capacity Manual (Washington, D.C., 2000), p.10-16.
Level of
Service Description Average Control Delay (seconds/vehicle) A Operations with very low delay occurring with favorable progression and/or short cycle lengths. 10.0 or less
B Operations with low delay occurring with good progression and/or short cycle lengths. 10.1 to 20.0
C
Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear.
20.1 to 35.0
F Operations with delays unacceptable to most drivers occurring due to over-saturation, poor progression, or very long cycle lengths. greater than 80.0 D
Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, and high volume-to-capacity (V/C) ratios. Many vehicles stop and individual cycle failures are noticeable.
35.1 to 55.0
E
Operations with high delays indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences.
55.1 to 80.0
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 7
Table 2
Unsignalized Intersection Level of Service Definitions Based on Average Delay Intersection Vehicle Queuing Analysis
The analysis of intersection operations was supplemented with a vehicle queuing analysis at intersections where the project would add a substantial number of trips to the left-turn movements or stop-controlled approaches. The vehicle queuing analysis is used to determine the appropriate storage lengths for the high demand turn lanes where the project would add a substantial number of trips.
Vehicle queues were estimated using a Poisson probability distribution, which estimates the probability of “n” vehicles for a vehicle movement using the following formula:
P (x=n) = λn e – (λ)
n!
Where:
P (x=n) = probability of “n” vehicles in queue per lane n = number of vehicles in the queue per lane
λ = average # of vehicles in the queue per lane (vehicles per hr per lane/signal cycles per hr) The basis of the analysis is as follows: (1) the Poisson probability distribution is used to estimate the 95th percentile number of queued vehicles for a particular left-turn movement; (2) the estimated 95th percentile number of vehicles in the queue is translated into a queue length, assuming 25 feet per vehicle; and (3) the estimated 95th percentile queue length is compared to the existing or planned available storage capacity for the left-turn movement. This analysis thus provides a basis for estimating future turn pocket storage requirements at intersections.
For signalized intersections, the 95th percentile queue length value indicates that during the peak hour, a queue of this length or less would occur on 95 percent of the signal cycles, or a queue length larger than the 95th percentile queue would only occur on 5 percent of the signal cycles (about 3 cycles during the peak hour for a signal with a 60-second cycle length). Thus, turn pocket storage designs based on the 95th percentile queue length would ensure that storage space would be exceeded only 5 percent of the time for a signalized movement. Vehicle queuing at unsignalized intersections is evaluated based on the delay experienced by the specific study turn movement.
A Little or no traffic delay 10.0 or less
B Short traffic delays 10.1 to 15.0
C Average traffic delays 15.1 to 25.0
D Long traffic delays 25.1 to 35.0
E Very long traffic delays 35.1 to 50.0
F Extreme traffic delays greater than 50.0
Source: Transportation Research Board, 2000 Highway Capacity Manual (Washington, D.C., 2000) p17-2.
Level of Service Description Average Delay Per Vehicle (Sec.) 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 8
Definition of Adverse Intersection Operational Effects
Adverse operational effects at signalized intersections are based on the City of Mountain View level of service standards. For the unsignalized intersections, the City of Mountain View has applied adverse effect criteria in other traffic studies even though there is no formally adopted level of service policy for unsignalized intersections.
Signalized Intersections
According to the City of Mountain View level of service standards, a development is said to create an adverse operational effect on traffic conditions at a signalized intersection if for either peak hour, either of the following conditions occurs:
1. The level of service at the intersection drops below its respective level of service standard (LOS D or better for all local intersections in Mountain View and Sunnyvale and LOS E or better for CMP and expressway intersections) when project traffic is added, or
2. An intersection that operates below its level of service standard under no-project conditions experiences an increase in critical-movement delay of four (4) or more seconds, and an increase in critical volume-to-capacity ratio (v/c) of one percent (0.01) or more when project traffic is added.
The exception to this threshold is when the addition of project traffic reduces the amount of average control delay for critical movements, i.e., the change in average control delay for critical movements is negative. In this case, the threshold is when the project increases the critical v/c value by 0.01 or more.
Unsignalized Intersections
The project is said to create an adverse operational effect on traffic conditions at an unsignalized intersection in the City of Mountain View if for either peak hour:
1. The addition of project traffic causes the average intersection delay for all-way stop-controlled or the worst movement/approach for side-street stop-controlled intersections to degrade to LOS F, and
2. The intersection satisfies the California Manual of Uniform Traffic Control Devices (CA MUTCD) peak-hour volume signal warrant.
Report Organization
This report has a total of four chapters. Chapter 2 describes existing conditions including the existing roadway network, transit service, and bicycle and pedestrian facilities. Chapter 3 presents the vehicle operational analysis including the method by which project traffic is estimated, the project’s traffic effects on the intersection operations, and a vehicle queuing analysis. Chapter 4 presents the analyses of other transportation-related issues, including conformance with the EWPP, site access and on-site circulation, potential effects on bicycle, pedestrian, and transit facilities, effects on surrounding neighborhood streets, and parking.
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 9
2. Existing Transportation Conditions
This chapter describes existing conditions for the transportation facilities in the vicinity of the site, including the roadway network, transit services, pedestrian and bicycle facilities, and traffic operations at the study intersections.
Existing Roadway Network
Regional access to the project site is provided by US 101 and SR 237. Local access to the project site is provided via Middlefield Road, Ellis Street, and Ferguson Drive. For the purposes of this study, US 101, Middlefield Road, and all parallel streets are considered to run east-west, and cross streets, such as SR 237, Ellis Street, and Ferguson Drive, are considered to run north-south.
US 101 is a freeway that extends through and beyond the Bay Area, connecting San Francisco to San Jose. US 101 is eight lanes wide with three mixed-flow lanes and one high-occupancy vehicle (HOV) lane in each direction in the vicinity of the project site. US 101 provides access to the project site via a full interchange at Ellis Street.
SR 237 is a four-lane to six-lane freeway that extends west to El Camino Real and east to I-880 in Milpitas. East of Mathilda Avenue, SR 237 has two mixed-flow lanes and one HOV lane in each direction. West of Mathilda Avenue, SR 237 has two mixed-flow lanes in each direction. SR 237 provides access to the project site via a full interchange at Middlefield Road.
Middlefield Road is a mostly east-west four-lane arterial that runs parallel to US 101. It begins at the intersection of Central Expressway in Mountain View and traverses north then westward through Redwood City. Middlefield Road has landscaped medians with left-turn pockets at intersections and has bike lanes and sidewalks on both sides of the street. The bike lanes on Middlefield Road between Thaddeus Drive and Whisman Road are part-time bike facilities that are used as bike lanes from 2 AM to 7 PM on weekdays and are used for on-street parking for the remaining hours (7 PM to 2 AM) and on weekends. The speed limit is 35 mph. Middlefield Road provides direct access to the project site via a private internal road opposite of Logue Avenue.
Ellis Street is a north-south four-lane arterial between Macon Road in the north and Middlefield Road in the south. Ellis Street has multiple landscaped medians and a two-way left turn lane at driveways with left turn pockets at intersections. Bike lanes exist along both sides of the street south of Fairchild Drive. Sidewalks exist along both sides of the street south of Fairchild Drive, except for a small segment just south of National Avenue. Sidewalks also exist along the west side of the street between Manila Avenue and Fairchild Drive. On-street parking is prohibited along both sides of the street. The 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 10
posted speed limit is 40 mph. Ellis Street provides access to the project site via its intersection with Middlefield Road.
Ferguson Drive is a two-lane residential collector connecting Middlefield Road and Central Expressway and providing access to developments on the west side of the street. It widens to four lanes at the intersection with Middlefield Road. Sidewalks exist along the west side of the street. Onstreet parking is prohibited along both sides of the street. The posted speed limit is 25 mph. Ferguson Drive would provide direct access to the project site via a new internal road.
Existing Transit Services
Existing public transit services in the study area are provided by the VTA and the Mountain View Transportation Management Association (TMA). VTA operates bus and light rail transit (LRT) services in Santa Clara County, and the TMA provides free MVgo shuttle service between the Mountain View Transit Center and corporate campuses in the North Bayshore and Whisman areas.
The VTA bus and LRT routes and MVgo shuttle routes in the project vicinity and the bus/shuttle stops near the project site are summarized in Table 3 and shown on Figure 3.
Table 3
Existing Transit Services
VTA Bus Service
VTA Local Route 21 serves the project area with bus stops in each direction on Middlefield Road and Logue Avenue. The bus stops closest to the project site are on Middlefield Road at Logue Avenue in front of the project site. Route 21 also stops at the Mountain View Transit Center, approximately 2.1 miles from the site. The Mountain View Transit Center provides connections to Caltrain, VTA LRT, several VTA bus routes (21, 40, and 52), MV Community Shuttle, and MVgo shuttle routes.
Headways1
Route Route Description (minutes)
VTA Bus Route
Local Route 21
Stanford Shopping
Center - Santa Clara
Transit Center
5:30 AM - 9:50 PM 30 Middlefield Road and
Logue Avenue 320
Mountain View Shuttle
MVgo Shuttle2 - Route A Whisman, Clyde and
Middlefield
7:10 AM - 10:35 AM
3:35 PM - 7:50 PM 30-40 Middlefield Road east of Ellis Street 650 VTA Light Rail Transit
LRT Orange Line Mountain View -
Alum Rock
5:05 AM - 12:45 AM
(next day) 15 Middlefield LRT Station 650
Notes:
1. Headways during weekday peak periods as of October 2023.
View Transit Center and the Bayshore/Whisman areas.
2. Operated by Mountain View Transportation Management Association. It provides free transportation connections between Mountain Weekday Hours
of Operation Nearby Bus Stops
Walking Distance
from Nearest Stop to
Project Site (feet)
Middlefield
LRT Station
Whisman
LRT Station
21 21
MVgo A
21,
MVgo A
21 21
Mountain
View
237
Central Expy
E Middlefield Rd
Ellis St
N Whisman Rd
N Bernardo Ave
Ferguson Dr
Logue Ave
Clyde Ave
= Site Location
LEGEND
= Bus Stop
XX = Local Bus Route
= MV Community Shuttle
= MVGO Shuttle Route A
= Light Rail: Mountain View - Alum Rock
= East Whisman Precise Plan Boundary
675-685 E. Middlefield Road Mixed-Use Project
Figure 3
Existing Transit Services
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 12
Mountain View Transportation Management Association (TMA) Shuttles The TMA operates the MVgo shuttle system. This shuttle system is provided through the collection of TMA member dues. MVgo operates four shuttle routes that provide service to employment areas from the Mountain View Transit Center. Three routes serve the North Bayshore area, and one route serves the N. Whisman area. The shuttles are timed to meet Caltrain arrivals during the AM and departures during PM commute periods. MVgo shuttle Route A provides service to the project area, with 6 buses in the morning and 7 buses in the afternoon. The nearest bus stops are located on Middlefield Road at Ellis Street, approximately 650 feet from the project site.
VTA Light Rail Transit (LRT)
The LRT Orange Line serves the project vicinity with the Middlefield LRT Station as the nearest stop to the project. The Middlefield LRT Station is approximately 650 feet from the project site. The Orange Line travels between the Mountain View Transit Center and Alum Rock.
Existing Pedestrian Facilities
Pedestrian facilities consist of sidewalks and crosswalks, which are present along most roadways in the project vicinity, and at signalized and unsignalized intersections. Pedestrian signal heads and push buttons are present at most of the signalized intersections in the project vicinity.
Within a typical walking distance (a half mile or 10 minutes), pedestrian facilities are mostly present between the project and the surrounding land uses, including bus stops and offices in the area.
However, continuous sidewalks across a long street block are not equivalent to good pedestrian connectivity. In addition, long distances (wider roads), heavier traffic volumes, and high posted speed limits discourage pedestrian activity. Middlefield Road, Ellis Street, and Logue Avenue in the project vicinity all have long street blocks, such as Middlefield Road between Ellis Street and Logue Avenue and Logue Avenue between Middlefield Road and Maude Avenue.
The pedestrian counts at the study intersections indicated that the total number of pedestrians crossing Middlefield Road has the highest usage at Whisman Road of the study intersections during the peak commute hours: 41 pedestrians in the AM peak hour and 23 pedestrians in the PM peak hour. The intersection is signalized with pedestrian signal heads and push buttons. The other study intersections had lower pedestrian activity during either peak hour.
Existing Bicycle Facilities
The bicycle facilities that exist within one mile of the project site (see Figure 4) include a multi-use trail (Class I bikeway), striped bike lanes (Class II bikeway) and shared bike routes/boulevards (Class III bikeway). Bike paths or multi-use trails are shared between pedestrians and bicyclists and separated from motor vehicle traffic. Bike lanes are lanes on roadways designated for use by bicycles with special lane markings, pavement legends, and signage. Bike routes are signed bike routes where bicyclists share a travel lane with motorists. Bike boulevards are modified bike routes with additional treatments that offer convenient and efficient through-routes for bicyclists of all skill levels.
The Hetch Hetchy Trail extends from N. Whisman Road and connects to the Stevens Creek Trail. The trail can be accessed from Whisman Road, approximately 0.8 mile from the project site. There is also a segment of multi-use trail that connects Ellis Street and Whisman Road, opposite the Hetch-Hetchy Trail.
Mountain
View
Sunnyvale
101
237
Central Expy
W Maude Ave
E Middlefield Rd
Ellis St
N Mary Ave
N Whisman Rd
Easy St
Pioneer Wy
Tyrella Ave
N Bernardo Ave
Gladys Ave
Ferguson Dr
Logue Ave
Clyde Ave
Gladys Ave
Ferguson Dr
Hetch Hetchy Trail
= Site Location
LEGEND
= Class I Multi-Use Path/Trail
= Class II Bike Lane
= Class III Bike Route
= Class III Bicycle Boulevard
= Part-Time Bike Lane
(2AM-7PM Weekdays)
= East Whisman Precise Plan Boundary
675-685 E. Middlefield Road Mixed-Use Project
Figure 4
Existing Bicycle Facilities
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 14
A multi-use path exists along the west side of the LRT tracks between 475 Ellis Street and the South Whisman and Whisman Station neighborhoods. The path can be accessed from Middlefield Road. It should be noted that no crosswalk exists on Middlefield Road to connect the north and south sections of the path.
Striped bike lanes are present along the following street segments:
• Logue Avenue, between Middlefield Road and Maude Avenue • Maude Avenue, for the entire street
• Middlefield Road, between Old Middlefield Way and Bernardo Avenue • Whisman Road, for the entire street
• Ellis Street, south of Fairchild Drive
• Clyde Avenue, for the entire street
Some of these streets, while having bike lanes, are more suitable for experienced riders because of the traffic speed. The bike lanes on Middlefield Road between Thaddeus Drive and Whisman Road are part-time bike facilities that are used as bike lanes from 2 AM to 7 PM on weekdays and are used for on-street parking for the remaining hours (7 PM to 2 AM) and on weekends. Because the bike lanes are available only on weekdays, they are primarily suited to bicycle commuters and not to casual riders.
Bike routes are typically designated with sharrows (shared-lane pavement markings), and bikes may take the travel lane. Bike routes are appropriate for low-volume streets with slow travel speeds, especially those on which motorist volumes are low enough that passing maneuvers can use the full street width; on roadways with bicycle demand but without adequate space for bike lanes; and as “gap fillers” where there are short breaks in bike lanes due to right-of-way constraints. The City’s Bike Map shows Pioneer Way between Evelyn Avenue and Dana Street is designated as an existing bike route.
The City’s Bike Map shows Gladys Avenue is designated as an existing bike boulevard. There are signs on Gladys Avenue at Whisman Road to indicate the bike boulevard. Bike boulevards prioritize convenient and safe bicycle travel through traffic calming strategies, wayfinding signage, and other measures. Bicycle boulevard improvements are coupled with traffic calming features to discourage motor vehicle speeding.
Similar to the pedestrian facilities, continuous bike facilities are not equivalent to good bike connectivity.
As discussed in Chapter 4, the project would improve the connectivity to the existing bicycle paths.
The bicycle counts at the study intersections indicated that bicycle traffic was moderate on Ellis Street and E. Middlefield Road during the peak commute hours. During the AM peak hour, there were 21 eastbound bicycles along Middlefield Road between Ellis Street and Logue Avenue. The other study intersections had relatively low bicycle activity during either peak hour.
Existing Lane Configurations and Traffic Volumes
The existing lane configurations at the study intersections were obtained from field observations (see Figure 5).
Existing traffic volumes at the study intersections, except the Bernardo Avenue/Middlefield Road intersection, were obtained from turning movement counts collected during typical weekdays on November 15, 2022, between 7:00 and 10:00 AM and between 4:00 and 7:00 PM. The turning movement counts for the Bernardo Avenue/Middlefield Road intersection were collected on April 4, 2023. The existing peak-hour intersection volumes are shown in Figure 6. The intersection turningmovement counts conducted for this analysis are presented in Appendix A. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 15
Existing Intersection Levels of Service
The results of the intersection level of service analysis show that all the study intersections currently are operating at acceptable levels of service (see Table 4). The intersection level of service calculation sheets for the project are included in Appendix B.
Table 4
Existing Intersection Levels of Service
LOS Peak Count Avg.
ID Intersection Standard Hour Date Delay1 LOS
1 Ellis Street and Manila Dr D AM 11/15/22 10.4 B
(all-way stop) PM 11/15/22 8.3 A
2 Ellis Street and US 101 NB Ramps D AM 11/15/22 12.4 B PM 11/15/22 19.2 B
3 Ellis Street and US 101 SB Ramps D AM 11/15/22 12.9 B PM 11/15/22 10.6 B
4 Ellis Street and Fairchild Drive D AM 11/15/22 14.5 B PM 11/15/22 12.6 B
5 SR 237 Ramps and Maude Ave D AM 11/15/22 41.8 D
PM 11/15/22 37.8 D
6 Whisman Rd and Middlefield Rd D AM 11/15/22 26.3 C
PM 11/15/22 29.2 C
7 Ellis Street and Middlefield Rd D AM 11/15/22 12.6 B
PM 11/15/22 18.1 B
8 Logue Ave and Middlefield Rd D AM 11/15/22 15.2 B
PM 11/15/22 14.4 B
9 Ferguson Dr and Middlefield Rd D AM 11/15/22 11.8 B
PM 11/15/22 8.9 A
10 SR 237 WB Ramps and Middlefield Rd D AM 11/15/22 20.9 C PM 11/15/22 22.9 C
11 SR 237 EB Ramps and Middlefield Rd D AM 11/15/22 20.8 C PM 11/15/22 21.3 C
12 Bernardo Ave and Middlefield Rd D AM 04/04/23 18.6 B PM 04/04/23 23.1 C
13 Mary Ave and Central Expy* E AM 11/15/22 42.7 D
PM 11/15/22 47.9 D
14 Ferguson Dr and Central Expy* E AM 11/15/22 4.4 A
PM 11/15/22 5.0 A
Notes:
* Denotes VTA CMP intersection
Existing
1. Weighted average control delay measured in seconds per vehicle for signalized and all-way stop intersections.
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 18
3. Intersection Operational Analysis
This chapter presents the vehicle traffic operational analysis including the method by which project traffic is estimated, the results of intersection level of service analysis for background and background plus project, any adverse effects to intersection level of service caused by the project, and an intersection vehicle queuing analysis. A potential adverse operational effect on a study intersection is not considered a CEQA impact.
Project Trip Estimates
The magnitude of traffic produced by a new development and the locations where that traffic would appear were estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. In determining project trip generation, the magnitude of traffic traveling to and from the proposed project was estimated for the AM and PM peak hours. As part of the project trip distribution, the directions to and from which the project trips would travel were estimated. In the project trip assignment, the project trips were assigned to specific streets and intersections. These procedures are described below.
Trip Generation
Through empirical research, data have been collected that show trip generation rates for many types of land uses. The data are published in the Institute of Transportation Engineers’ (ITE) manual entitled Trip Generation Manual, 11th Edition. The magnitude of traffic added to the roadway system by a particular development is estimated by multiplying the applicable trip generation rates by the size of the development. Trip generation estimates (see Table 1) for the project are based on standard trip generation rates published in the ITE Trip Generation Manual for “Mid-Rise Multifamily Housing” (Land use 221) and “Strip Retail Plaza” (Land use 822) and the trip caps for new office developments in the EWPP area.
The “Mid-Rise Multifamily Housing” category refers to apartments and condominiums located within the same building that have between four and 10 levels. The “Strip Retail Plaza” category refers to an integrated group of commercial establishments. This category includes trip data for retail/commercial uses less than 40,000 s.f.
Trips that would be generated by the proposed office were estimated based on the daily trip rate and peak-hour trip cap rates for new office developments in the EWPP area. The trip cap rates were determined through the transportation analysis for the 465 Fairchild Drive/600 Ellis Street office project.
The rates are 0.83 trips per 1,000 s.f. (ksf) during the AM peak hour and 0.72 trips per ksf during the PM peak hour, which is inclusive of transportation demand management (TDM) measures required by 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 19
the EWPP.
3 Because the project would provide shared parking spaces between office and residential uses, the TDM plan should include a plan to monitor the office trips within the shared parking area.
Trip Adjustments and Reductions
Because the project would provide office, residential, and retail mixed-use on site, some residents would patronize the retail business and work in the office building, which would result in the internalization of some project trips. Per the Santa Clara Valley Transportation Authority (VTA)’s Transportation Impact Analysis (TIA) Guidelines, internal trip reductions of 15% between retail and residential uses and 3% between residential and office uses were applied to the project. The trip reduction factors were first applied to the smaller trip generator; then the same trips were subtracted from the larger trip generators to account for both trip ends.
The project is located within 2,000 feet of the VTA Light Rail Middlefield Station. Therefore, per the VTA TIA Guidelines, a 9% transit reduction was applied to the residential uses. This reduction is supported by a combination of the project’s access to public transit and the proposed TDM program, which includes access to local transportation information.
The internalization and transit reduction factors for the office uses were not applied because the trip cap rates for new office developments in the EWPP area, which are 28 and 37 percent lower than the ITE trip rates for the AM and PM peak hours, respectively, account for internalization and TDM measures. Therefore, additional VTA internalization and transit reduction were not applied to the office uses. According to the City’s Greenhouse Gas (GHG) Reduction Program, the project would be required to achieve a minimum 9% reduction for nonresidential land uses with 50 employees or more.
Because the project would be required to achieve the trip caps through the TDM plan, it would meet the reduction goal required by the GHG Reduction Program.
In addition, trip generation for retail uses is typically adjusted to account for pass-by trips. Pass-by trips are trips that would already be on the adjacent roadways (and are therefore already counted in the existing traffic) but would turn into the site while passing by. Pass-by trips are therefore excluded from the traffic projections (although pass-by traffic is accounted for at the site entrances). An average passby trip reduction of 30% was applied to the daily trips and the PM peak-hour trips of the retail component of the project based on the maximum allowable pass-by reduction per the VTA TIA Guidelines.
Project Trips
After applying the trip reductions, it is estimated that the proposed project would generate 4,954 daily trips, including 514 trips (271 inbound and 243 outbound) during the AM peak hour and 504 trips (218 3 The EWPP identifies an area-wide average trip cap of 0.95 a.m. and 0.88 p.m. peak-hour trips per ksf of office and R&D sites to minimize vehicle trips into and out of East Whisman gateways. The 465 Fairchild Dr/600 Ellis Street Office Project transportation analysis, prepared by Fehr Peers dated September 2020, analyzed the combination of existing (legacy) office development not subject to TDM requirements and future new office development that will be subject to TDM requirements in order to refine the trip generation rate necessary for future new office development to be compliant with the gateway trip cap volumes. The resulting trip cap for new office development is 0.83 a.m. and 0.72 p.m., which includes the incorporation of TDM measures required by the EWPP. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 20
inbound and 286 outbound) during the PM peak hour. Because the existing office buildings are unoccupied, no trip credits were given to the existing use.
Table 5
Project Trip Generation Estimates
Trip Distribution and Assignment
The trip distribution for the project was estimated based on existing travel patterns on the surrounding roadway network and the locations of complementary land uses (see Figure 7). The peak-hour trips generated by the project were assigned to the roadway system based on the directions of approach and departure, the roadway network connections, and the location of project’s internal road (see Figure 8).
Roadway Network
The roadway network under background conditions would be the same as existing conditions because there are no planned and funded transportation improvements at the study intersections that would alter the existing intersection lane configurations.
Under background plus project conditions, the project would widen the driveway approach at the Logue Avenue/Middlefield Road intersection from one approach lane to one shared left-turn/through lane and one right-turn lane. With the project proposed configuration for the northbound approach, it is assumed that there would be no change to the northbound and southbound signal phases (permitted phases).
The new internal road that intersects Ferguson Drive is assumed to have a stop sign for the driveway approach. The site plan shows that the project would extend the existing southbound right-turn lane on Land Use Trips In Out Total In Out Total
Proposed Uses
Office1 277.6 ksf 5.25 1,457 0.83 203 28 231 0.72 34 167 201 Multifamily Housing2 858 du 4.54 3,895 0.37 73 244 317 0.39 204 131 335 - Housing/Office Internal Capture (3%)4 -117 -2 -8 -10 -6 -4 -10 - Housing/Retail Internal Capture4 -19 0 -1 -1 -1 -1 -2 - Transit Reduction (9%)5 -338 -6 -22 -28 -18 -11 -29
Sub-Total Residential 3,421 65 213 278 179 115 294
Retail3 2.344 ksf 54.45 128 2.36 4 2 6 6.59 8 7 15
- Housing/Retail Internal Capture (15%)4 -19 -1 0 -1 -1 -1 -2 - Pass-by Reduction (30% Daily/0% AM/30% PM)6 -33 0 0 0 -2 -2 -4 Sub-Total Retail 76 3 2 5 5 4 9
Gross Project Trips 4,954 271 243 514 218 286 504
Notes:
Source: ITE Trip Generation Manual, 11th Edition, 2021. VTA Transportation Impact Analysis (TIA) Guidelines, 2014.
1. Daily trip rate and AM and PM peak-hour trip cap rates developed for the 465 Fairchild Drive office project were used.
2. Mid-Rise Multifamily Housing (ITE Land Use 221): average trip rates in trips per dwelling unit were used.
3. Strip Retail Plaza less than 40 ksf (Land Use 822): average trip rates were used.
4. Internal trip reductions were applied to the project per VTA TIA Guidelines.
5. Per VTA TIA Guidelines, a transit trip reduction was applied to the project that is within 2,000 feet of a LRT station.
6. Pass-by reduction is based on the maximum allowable pass-by trip reduction rate in the VTA TIA Guidelines for the daily and PM peak hour. Hexagon assumes no pass-by trip reduction during the AM peak hour for retail uses.
Size
Daily AM Peak Hour PM Peak Hour
Trip
Rate
Trip
Rate
Trips Trip
Rate
Trips
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 21
Ferguson Drive to approximately 75 feet north of the internal road (see Figure 9). The right-turn lane would provide access to the project site and the adjacent property.
The intersection configurations for all other study intersections would be the same as background conditions.
Traffic Volumes
Background Traffic Volumes
Background traffic volumes for the study intersections (see Figure 10) were estimated by adding to the existing traffic volumes the trips generated by nearby approved projects that have not been constructed or occupied.
Lists of approved projects were obtained from the Cities of Mountain View and Sunnyvale. Hexagon considered both the location and size of the approved projects in order to eliminate those that were too far away or too small to affect traffic conditions of the study intersections. The approved projects considered for the study are listed in Appendix C. Vehicle trips from the approved projects were obtained from the project’s TIA or environmental document (Initial Study or EIR), if available. For projects without a traffic study, trip estimates were developed using rates published in the Trip Generation Manual. The estimated trips were assigned to the study intersections according to distributions identified in the development traffic studies, if available, or knowledge of the study area.
The approved trips and traffic volumes for all components of traffic are tabulated in Appendix C.
Background Plus Project Traffic Volumes
Project trips, as represented in the above project trip assignment, were added to background traffic volumes to obtain background plus project traffic volumes (see Figure 11).
Intersection Levels of Service
The results of the intersection level of service analysis (see Table 6) show that all study intersections would operate at acceptable levels during both the AM and PM peak hours under background conditions, with and without the project. The critical delay and v/c increase for unsignalized intersections are not calculated, as these values only determine the adverse effect at signalized intersections. The intersection level of service calculation sheets for the project are included in Appendix B.
The Logue Avenue/Middlefield Road and Ferguson Drive/Middlefield Road intersections are expected to operate adequately during both peak hours under background plus project conditions, using the existing signal phasing. Therefore, signal modifications would not be unnecessary. However, as discussed in Chapter 4 further below, because the project would increase the number of pedestrians crossing Middlefield Road at the Logue Avenue intersection, the project should modify the traffic signal and intersection lane configuration with protected left-turn phases and dedicated left-turn lanes for the northbound and southbound approaches (by changing the northbound and southbound approaches to a left-turn lane and a shared through and right-turn lane) to provide safer crossings for pedestrians.
With the recommended lane configuration and phasing changes, the intersection would operate at LOS C during the AM and PM peak hours.
Mountain
View
Sunnyvale
101
85 237
1 2
3 4
6 12
7 8
9 5
10 11
13 15
14 Central Expy
N Mathilda Ave
W Maude Ave
E Middlefield Rd
Ellis St
Macon Rd
N Mary Ave
N Whisman Rd
Central Expy
Easy St
Tyrella Ave
Leong Dr
N Bernardo Ave
Ferguson Dr
Manila Dr
Fairchild Dr
National Ave
Logue Ave
Clyde Ave
Ferguson Dr
Manila Dr
Fairchild Dr
National Ave
Logue Ave
Clyde Ave
5%(5%)[0%]
15%(10%)[0%]
15%(15%)[0%]
20%(15%)[0%]
5%(10%)[0%]
10%(10%)[50%]
5%
(0%)
[0%]
20%
(30%)
[0%]
5%(10%)[50%]
5%(5%)[0%]
15%(10%)[0%]
15%(15%)[0%]
20%(15%)[0%]
5%(10%)[0%]
10%(10%)[50%]
5%
(0%)
[0%]
20%
(30%)
[0%]
5%(10%)[50%]
X = Study Intersection
X = Future Driveway Intersection
= Office(Residential)[Retail]
= Site Location
LEGEND
XX%
(XX%)[XX%]
= East Whisman Precise Plan Boundary
675-685 E. Middlefield Road Mixed-Use Project
Figure 7
Project Trip Distribution
Figure 9
Ferguson Drive Proposed Lane Configuration
675-685 E. Middlefield Road Mixed-Use Project
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675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 27
Table 6
Background Plus Project Intersection Levels of Service
There are some signalized intersections for which the average delay under project conditions is shown to be less than under no project conditions during at least one peak hour. The decrease in average delay can be less under project conditions because the intersection delay is a weighted average of all intersection movements. The addition of project traffic to movements with delays lower than the average intersection delay can reduce the average delay for the entire intersection. There are also several signalized intersections at which there would be no increase in critical delay and/or critical v/c compared to no project conditions. This is because the project trips are assigned to the non-critical movements of these intersections.
Based on the EWPP, the Ellis Street/Manila Avenue, Whisman Road/Middlefield Road, Middlefield Road/SR 237 Ramps, and Ferguson Drive/Central Expressway intersections are considered trip LOS Peak Avg. Avg. Incr. In Incr. In
ID Intersection Standard Hour Delay1 LOS Delay1 LOS Crit. Delay Crit. V/C 1 Ellis Street and Manila Dr D AM 12.1 B 12.1 B -- --
(all-way stop) PM 8.8 A 8.8 A -- --
2 Ellis Street and US 101 NB Ramps D AM 14.6 B 14.8 B 0.1 0.022 PM 20.1 C 20.1 C 0.0 0.042
3 Ellis Street and US 101 SB Ramps D AM 15.8 B 17.4 B 2.1 0.041 PM 15.5 B 13.6 B 0.0 0.178
4 Ellis Street and Fairchild Drive D AM 15.7 B 15.7 B 0.0 0.036 PM 15.3 B 15.1 B 0.0 0.042
5 SR 237 Ramps and Maude Ave D AM 53.2 D 52.7 D 0.4 0.007 PM 39.4 D 40.0 D 0.0 0.024
6 Whisman Rd and Middlefield Rd D AM 26.1 C 25.9 C -0.2 0.005 PM 28.2 C 28.0 C 0.0 0.004
7 Ellis Street and Middlefield Rd D AM 16.2 B 16.6 B 0.6 0.073 PM 21.0 C 21.3 C 0.0 0.046
8 Logue Ave/Internal Road and Middlefield Rd D AM 18.6 B 19.3 B 0.0 0.000 PM 17.7 B 19.1 B 0.0 0.055
9 Ferguson Dr and Middlefield Rd D AM 10.7 B 12.9 B 1.4 0.021 PM 8.5 A 10.5 B 0.0 0.043
10 SR 237 WB Ramps and Middlefield Rd D AM 20.5 C 20.5 C -6.1 0.117 PM 23.5 C 23.2 C 0.0 0.050
11 SR 237 EB Ramps and Middlefield Rd D AM 22.0 C 22.3 C 1.0 0.024 PM 21.4 C 21.9 C 0.0 0.025
12 Bernardo Ave and Middlefield Rd D AM 19.8 B 19.7 B -0.1 0.006 PM 25.5 C 25.3 C 0.0 0.006
13 Mary Ave and Central Expy* E AM 44.4 D 44.7 D 0.1 0.008 PM 48.8 D 49.0 D 0.0 0.006
14 Ferguson Dr and Central Expy* E AM 4.5 A 5.0 A 0.4 0.008 PM 5.5 A 5.9 A 0.0 0.011
15 Ferguson Dr and Internal Road N/A AM 10.2 B -- --
(one-way stop) PM 10.9 B -- --
Notes:
* Denotes VTA CMP intersection.
1. Weighted average control delay measured in seconds per vehicle for signalized and all-way stop intersections. Worst approach delay (seconds per vehicle) and LOS are reported for side stop-controlled intersections.
Background Background+Project
Project
Driveway
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 28
monitoring gateways, while the Ellis Street/US 101 Northbound Ramps, Ellis Street/US 101 Southbound Ramps, SR 237 Ramps/Maude Avenue, and Mary Avenue/Central Expressway intersections are considered trip target gateways. The monitoring gateways would be monitored over time to address unforeseen congestion impacts, and the trip target gateways are intersections that would be more likely to trigger congestion impacts. The results of the intersection level of service analysis show that the project is not expected to cause adverse effects at any of the trip target and monitoring gateway intersections.
Signal Warrant Analysis at Ferguson Drive and Internal Road Traffic operations at the unsignalized Ferguson Drive/Internal Road intersection were also analyzed on the basis of the Peak-Hour Volume Signal Warrant, (Warrant #3) described in the California Manual on Uniform Traffic Control Devices (MUTCD), 2014 Edition. This method makes no evaluation of intersection level of service, but simply provides an indication whether peak-hour traffic volumes are, or would be, sufficient to support the installation of a traffic signal. The results of peak-hour volume signal warrant analysis indicate that the Ferguson Drive/Internal Road intersection would not meet the thresholds that warrant signalization under project conditions during both AM and PM peak hours. The peak-hour signal warrant sheet is contained in Appendix D.
Stop Warrant Analysis at Ferguson Drive and Internal Road A potential all-way stop at the Ferguson Drive/Internal Road intersection was evaluated under background plus project conditions, based on the criteria described in the City’s stop warrant analysis worksheet. The criteria are as follows:
I. Volume Warrant: The vehicular volume entering the intersection from all approaches is at least 300 vehicles per hour (vph) for the highest 8 hours of an average day, AND the combined vehicular volume entering the intersection from the minor street approaches is at least 100 vehicles per hour for the same 8 hours.
OR
The vehicular volume entering the intersection from all approaches is at least 300 vehicles per hour for the highest 8 hours of an average day, AND the total pedestrian volume entering the intersection is at least 100 pedestrians per hour for the same 8 hours.
If the intersection is located in a residential area, the above volume thresholds are decreased by 40%.
II. Crash Warrant: 3 or more reported crashes/collisions in a 12-month period.
III. Line of Sight Warrant: 150 feet or less line of sight distance on one or more approaches of the major street.
An intersection qualifies as a residential area if ALL of the following conditions exist:
- Both streets have residential frontage and have a 25-mph speed limit. - Neither street is an adopted through street as defined in the CVC (California Vehicle Code). - Neither street has more than one travel lane in each direction. - No stop sign or traffic signal exists within 500 feet along the major street. - The installation of a 4-way stop sign is compatible with overall traffic circulation.
The internal road volumes for the highest 8 hours would only be greater than 100 vph for one hour. The total intersection pedestrian volumes would be fewer than 100 pedestrians per hour based on the peak- 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 29
hour pedestrian counts at Ferguson Drive/Middlefield Road. There were no accidents on Ferguson Drive or at the Ferguson Drive/Middlefield Road intersection within the last year. Vehicles traveling eastbound at the Ferguson Drive/Internal Road intersection would have at least 150 feet looking both ways on Ferguson Drive.
The Ferguson Drive/Internal Road intersection does not qualify as a residential area because Ferguson Drive is considered a local collector street connecting Middlefield Road and Central Expressway and providing access to developments on the street, while the side street is just a project driveway.
Based on the City’s stop warrant criteria, the intersection would not meet any of the three warrants under the project condition. The stop warrant analysis worksheets are included in Appendix D.
Intersection Queuing Analysis
The analysis of intersection operations was supplemented with a vehicle queuing analysis for intersections where the project would add a substantial number of trips to the left-turn movements or stop-controlled movements. This analysis provides a basis for estimating future storage requirements at the intersections under existing, background, and project conditions. Vehicle queues were estimated using a Poisson probability distribution, described in Chapter 1. The following left-turn movements were evaluated, and the results of the queueing analysis are summarized in Table 7:
• Southbound left turn from Ellis Street to Middlefield Road • Westbound left turn from Middlefield Road to Ferguson Drive • Northbound left turn and eastbound left turn at SR 237 Eastbound and Middlefield Road • Southbound left turn and eastbound left turn at Ferguson Drive and Central Expressway The queuing analysis indicates that there would be no queuing deficiencies caused or exacerbated by the project.
Traffic Operations at the Internal Road Intersections
In addition to the queuing analysis at the study intersections, traffic operations at the internal road were evaluated to identify whether there would be vehicle queuing issues. The results are summarized below and in Table 8. The gross site trips that would occur at the project entrance intersections are 271 inbound trips and 243 outbound trips during the AM peak hour, and 220 inbound trips and 288 outbound trips during the PM peak hour (see Figure 12), which includes pass-by trips during the PM peak hour.
Middlefield Road Access Intersection
The project trips that are estimated to occur at the Middlefield Road intersection are 168 inbound trips and 151 outbound trips during the AM peak hour and 140 inbound trips and 180 outbound trips during the PM peak hour.
Traffic operations at the internal road intersection were evaluated with a level of service analysis (Table 6) and queuing analysis for inbound and outbound traffic (see Table 8). The analysis evaluates whether the added left-turn trips would affect the westbound through traffic, whether the added eastbound rightturn trips would affect the adjacent railroad tracks, and whether there would be long vehicle queues on site for the outbound traffic.
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 30
Table 7
Intersection Queuing Analysis Summary few
AM PM AM PM AM PM AM PM AM PM AM PM
Existing
Cycle/Delay1 (sec) 90 100 85 50 90 95 90 95 88 87 88 87 Volume (vph) 126 170 42 89 210 82 146 194 32 25 61 82
Number of lanes 2 2 2 2 2 2 2 2 1 1 1 1
Volume (vphpl) 63 85 21 45 105 41 73 97 32 25 61 82
95th %. Queue (veh/ln) 4 5 2 2 6 3 4 5 2 2 4 5
95th %. Queue2 (ft/ln) 100 125 50 50 150 75 100 125 50 50 100 125 Storage (ft/ln) 250 250 175 175 200 200 175 175 150 150 175 175 Adequate (Y/N) Y Y Y Y Y Y Y Y Y Y Y Y
Background
Cycle/Delay1 (sec) 90 100 85 50 90 95 90 95 88 87 88 87 Volume (vph) 247 370 46 101 264 112 201 229 39 29 77 93 Number of lanes 2 2 2 2 2 2 2 2 1 1 1 1
Volume (vphpl) 124 185 23 51 132 56 101 115 39 29 77 93 95th %. Queue (veh/ln) 6 9 2 2 7 4 5 6 3 2 4 5
95th %. Queue2 (ft/ln) 150 225 50 50 175 100 125 150 75 50 100 125 Storage (ft/ln) 250 250 175 175 200 200 175 175 150 150 175 175 Adequate (Y/N) Y Y Y Y Y Y Y Y Y Y Y Y
Background Plus Project
Cycle/Delay1 (sec) 90 100 85 50 90 95 90 95 88 87 88 87 Volume (vph) 307 431 114 150 314 146 261 301 52 47 94 113 Number of lanes 2 2 2 2 2 2 2 2 1 1 1 1
Volume (vphpl) 154 216 57 75 157 73 131 151 52 47 94 113 95th %. Queue (veh/ln) 7 10 3 3 7 4 6 7 3 3 4 5
95th %. Queue2 (ft/ln) 175 250 75 75 175 100 150 175 75 75 100 125 Storage (ft/ln) 250 250 175 175 200 200 175 175 150 150 175 175 Adequate (Y/N) Y Y Y Y Y Y Y Y Y Y Y Y
Notes:
1 2 Assumes 25 feet per vehicle queued.
3 Storage length measured from the intersection to the beginning of the two-way left-turn lane. 4 Storage length measured from the intersection to the nearest driveway.
SR 237 EB Ramps & Middlefield Rd
Analysis Scenario
NBL
Ellis St & Middlefield Rd
NB = northbound; SB = southbound; WB = westbound; EB = eastbound; L/T/R = left/through/right.
Ferguson Dr & Cental Expy
Cycle length used for signalized intersections, delay of movement used for unsignalized intersections.
SBL WBL EBL 3 SBL4 EBL
Ferguson Dr & Middlefield Rd
675-685 E. Middlefield Road Mixed-Use Project
Figure 12
Project Trips at Driveways
6 83(85*)
14(21)
21(13)
56(74*)
72(52*)
10(28)
34(18)
57(31)
11(65)
17(102)
79(13)
72(52*)
33(88)
75(75*)
5(15)
35(31)
68(49)
124(21)
35(38)
55(70)
18(10)
98(58)
18(48)
1(3)
4(2)4(2)
1(4)
LEGEND
XX(XX) = AM(PM) Peak-Hour Trips
Note: * Includes passby volumes
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 32
Table 8
Internal Road Intersection Queuing Analysis
For the outbound traffic, there is expected to be a maximum vehicle queue of 5 vehicles during the AM and PM peak hours. The internal road has a total of 150 feet of storage in the northbound shared leftturn/through outbound lane from Middlefield Road to the proposed crosswalk between the office building and the park. Therefore, the outbound vehicle queue is not expected to cause an on-site circulation issue.
The westbound left-turn movement on Middlefield Road would have a storage lane of 150 feet with the project, which could accommodate a vehicle queue of 6 vehicles. The estimated maximum vehicle queues for the inbound left turn are 4 vehicles during AM and PM peak hours. Thus, the queue is not expected to affect the westbound through traffic.
The Logue Avenue/Middlefield Road/internal road intersection is located 250 feet east of the existing VTA light-rail tracks. With the project, the estimated maximum vehicle queues are 11 and 14 eastbound vehicles per lane during the AM and PM peak hours, which would potentially extend past the tracks by one vehicle during the AM peak hour and 4 vehicles during the PM peak hour.
Although the project would increase eastbound queues, the queue is not expected to create any conflicts with the VTA rail safety operations as there are gate arms at the rail to prevent vehicles from approaching the crossing. The MTA for the Middlefield Park Master Plan (MPMP) EIR evaluated a proposed pedestrian crossing at the LRT tracks and concluded a crossing with preemptive signals is recommended. The signals would be interconnected and coordinated with the signal at the Logue Avenue/Middlefield Road intersection. The project should implement signal preemption for eastbound Middlefield Road at Logue Avenue to prevent the eastbound vehicle queues extending to the LRT tracks.
Analysis Scenario
AM PM AM PM AM PM AM PM AM PM
Background Plus Project
Cycle/Delay1 (sec) 85 92 85 92 85 92 7.5 7.7 10.3 10.9
Volume (vph) 97 106 80 65 558 719 203 144 90 108
Number of lanes 1 1 1 1 2 2 1 1 1 1
Volume (vphpl) 97 106 76 65 279 360 203 144 90 108
95th %. Queue (veh/ln) 5 6 4 4 11 14 2 1 1 1
95th %. Queue2 (ft/ln) 125 150 100 100 275 350 50 25 25 25 Storage (ft/ln) 150 150 150 150 250 250 50 50 125 125
Adequate (Y/N) Y Y Y Y N N Y Y Y Y
Notes:
4. Proposed storage length.
Ferguson Drive Access
Intersection
5. Storage length measured from the project driveway to the adjacent driveway.
2. Assumes 25 feet per vehicle queued.
3. Proposed storage length on site between the intersection and on-site crosswalk.
NBL/T5 EBL/R
NB = Northbound; SB = Southbound; WB = Westbound; EB = Eastbound; L/T/R = left-turn/through/right-turn movement
1. Cycle length used for signalized intersections, delay of movement used for unsignalized intersections.
Middlefield Road and
Logue Avenue/Internal Road
WBL EBT/R 4 NBL/T3
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 33
Ferguson Drive Access Intersection
The project trips that are estimated to occur at the Ferguson Drive intersection are 103 inbound trips and 90 outbound trips during the AM peak hour and 80 inbound trips and 108 outbound trips during the PM peak hour.
The queuing analysis (Table 8) evaluates whether the added left-turn trips would affect the northbound traffic and whether there would be long vehicle queues on site for the outbound traffic. For the outbound traffic, there is expected to be a maximum vehicle queue of one vehicle during the AM and PM peak hours. The internal road has 125 feet of storage between Ferguson Drive and the parking garage entrance. Therefore, the outbound vehicle queue is not expected to cause an on-site circulation issue. During the AM and PM peak hours, the outbound traffic may experience a short delay (equivalent to LOS B). However, vehicles would be able to find a gap in traffic to make a left turn because of the traffic signal at the Ferguson Drive/Middlefield Road intersection.
For the inbound traffic, the estimated maximum vehicle queue for the northbound shared leftturn/through lane is no more than 2 vehicles and would not expect to block the adjacent driveway. The project would extend the existing southbound right-turn lane on the Ferguson Drive frontage to approximately 75 feet north of the internal road (see Figure 9). The right-turn lane would provide access to the project site and the adjacent property. With the extended southbound right-turn lane, the project is not expected to affect the southbound traffic operations.
Similar to the existing conditions, Ferguson Drive project frontage would be striped with no drive zones where the lanes are too wide.
CMP Intersection Conformance
With the project, both of the study CMP intersections (Mary Avenue/Central Expressway and Ferguson Drive/Central Expressway) would operate adequately (LOS E or better). The EWPP EIR studied other CMP intersections along Central Expressway between Shoreline Boulevard and Mathilda Avenue, along SR 237 between El Camino Real and Grant Road, and at Maude Avenue/Mathilda Avenue. The project is not expected to add more than 10 trips per lane to any of these CMP intersections. Thus, the project is not expected to result in additional adverse traffic operational effects on the other CMP study intersections analyzed in the EWPP EIR.
Because the project is consistent with and conforms to the land uses and development density of the EWPP, the project would not result in additional adverse traffic operational effects on freeway segment levels of service and freeway ramp operations. Therefore, a CMP freeway analysis was not required. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 34
4. Other Transportation Issues
This chapter presents other transportation issues associated with the project, including:
• Conformance with the East Whisman Precise Plan
• Site access and circulation
• Effects on pedestrians, bicycles, and transit facilities • Effects on surrounding neighborhood streets
• Parking
The analyses in this chapter are based on the City’s MTA Handbook and professional judgment in accordance with the standards and methods employed by the traffic engineering community.
Conformance with East Whisman Precise Plan (EWPP)
The project is located within the EWPP area, which includes parcels bounded by US 101 and NASA Ames/Moffett Field to the north, the Sunnyvale city limits to the east, Central Expressway and South Whisman and Whisman Station Precise Plan areas to the south, and Whisman Road to the west. The project is in conformance with the EWPP, as described below:
• Key Corners. The project is located at a key corner (Logue Avenue/Middlefield Road) based on the EWPP. A key corner should incorporate special building and open space design to provide a sense of place and wayfinding. Open space would be provided at the key corner along the internal road opposite Logue Avenue and along Middlefield Road. • Shared Common Usable Open Area. The project would provide multiple open areas located in the middle of the project site that would be usable by the residents of the site, as well as open areas surrounding the buildings that would be usable by the public. • Local Streets. Ferguson Street is a local street, which is defined by the EWPP to have low travel speeds, widened sidewalks, and dedicated bicycle facilities to help encourage travel by non-vehicle modes. The project would widen the sidewalks on Ferguson Street to 10 feet (5-foot walk zone and 5-foot landscaping).
• Avenues. Middlefield Road is an avenue, which is defined by the EWPP to have mixed residential and commercial frontages, wider streets with a generous landscaped median, and balanced modes of transportation, with dedicated bicycle facilities, high quality transit stops, and generous sidewalks. The project would widen the sidewalk to 14 feet (8-foot walk zone and 6- foot landscaping). The project would also install a buffered bike lane along the project frontage. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 35
• Curb-Cut Frequency. The project would provide access via one existing private internal road intersecting Middlefield Road opposite Logue Avenue and one new internal road intersecting Ferguson Drive, which meets the requirement of one curb cut per 200 feet of public street frontage for each project site.
• Wider Sidewalks. The project would provide wider sidewalks along its frontages on Ferguson Drive and Middlefield Road. On Ferguson Drive, the sidewalk would be 10 feet wide (5 feet of walk zone and 5 feet of landscaping). The sidewalk on Middlefield Road would be 14 feet wide (8 feet of walk zone and 6 feet of landscaping).
• Bicycle Facilities. The project would install a 6-foot bike lane with a 3-foot buffer along Middlefield Road.
• Parking Frontage. Parking should be located at the interior, side, or rear of a lot and/or the least visible location from the street. Parking would be provided in below-grade garages for the residential buildings and an above-grade garage for the office, which would be behind the office and residential buildings at the rear of the lot in the southwest corner of the site. The entrances to the parking garages would be located on the internal road of the project site, away from the public street frontages.
• Loading and Service Access. Loading docks, trash enclosures, and similar areas should not face public streets, parks, and publicly accessible open spaces. The loading space and trash enclosure for the office would be located along the west side of the building, away from the street frontage. The loading space and trash enclosure for the residential and retail buildings would be located facing the internal road.
• Service Street. The EWPP proposes service streets within the area that would connect Middlefield Road and Ferguson Drive. The project would comply with the EWPP by providing an internal road through the site between Middlefield Road and Ferguson Drive. There would also be a service drive along the western edge of the site to provide access to the office loading area from the internal road. The internal road would provide a shared bicycle route.
Transportation Demand Management (TDM) Requirements
As previously discussed in Chapter 3, new office developments in the EWPP area are subject to peakhour trip cap rates. The rates are inclusive of transportation demand management (TDM) measures required by the EWPP. Thus, the project is required to implement TDM measures and meet the trip cap.
The EWPP specifies that all new office developments greater than 10,000 square feet and residential developments with at least 100 units should become a member of the Mountain View Transportation Management Association (TMA) and provide a TDM plan with programs and measures to reduce vehicle trips. The project has prepared a TDM plan with the following site design features and operational TDM measures as required by the EWPP:
• On-site TDM coordinator (residents and non-residents), • Mountain View TMA membership (residents and non-residents), • TDM marketing (residents),
• Safe routes to schools (residents),
• Maximum parking supply (residents and non-residents), • Carshare parking (residents and non-residents),
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 36
• Bicycle parking (residents and non-residents) and shower and changing facilities (nonresidents), • Common workspace (residents),
• Building entrances toward sidewalks, transit stops and bicycle routes (residents and nonresidents), • Secure storage (residents),
• Bikeshare access (residents and non-residents),
• Priority parking for carpools and vanpools (non-residents), and • Carshare parking (non-residents).
As required by the EWPP, the proposed TDM plan should also include monetary incents for alternative modes, such as subsidized transit passes, bike-share, unbundled parking, or carpools. The project should implement unbundled parking for residents. The project should require office employers to provide subsidized transit passes for employees.
For the bikeshare access service, the project should indicate where the proposed bikeshare station would be within walking distance of the project site and how the project would provide access to the proposed bikeshare station. If a bikeshare service is not available nearby, the project should provide access to shared bicycles within the site.
Site Access and Circulation
A review of the project site plan was performed to determine if adequate vehicle site access and on-site circulation would be provided and to identify any access or circulation issues that should be improved.
This review is based on the site plan, dated August 22, 2024, presented on Figure 2 and in accordance with generally accepted traffic engineering standards.
Vehicular Site Access
Vehicle access to the project site would be provided via a private internal road intersecting Middlefield Road opposite Logue Avenue and intersecting Ferguson Drive in the southeast corner of the site. The internal road would provide access to all the parking garages on site.
Private Service Street/Driveway Design
The project would provide a private internal road through the site that would be classified as a Service Street. The EWPP identifies service streets as slower, narrower streets that serve as access to parking garages, addresses for residential units, commercial loading spaces, and delivery for offices or R&D uses, which are private but can be publicly accessible. Service streets include trees and sidewalks, where bicycles may share the travel lane with slow-moving vehicles. The internal road would match the description for a service street as it provides access to the parking garages and loading spaces. The internal road would also be a bicycle route and provide landscaping and sidewalks.
Service streets that are a fire lane must be at least 26 feet wide (curb to curb) with a 13-foot vehicle lane in each direction, for a total width of 46 feet with a separation of 55 to 65 feet between buildings.
Service streets must include a 5-foot minimum width sidewalk, separated from the street by landscaping. The proposed internal road would meet these requirements.
According to the City of Mountain View Zoning Code, driveways should be a minimum of 18 feet wide for a two-way driveway, unless fire access requires a minimum width of 26 feet. The driveways into the 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 37
garages would be 24 feet wide for the two market-rate residential garages and the office garage. The BMR garage would be 20 feet wide. Thus, all driveways into the garages would meet City guidelines.
Sight Distance at Access Intersections
The internal access road should be free and clear of any obstructions to provide adequate sight distance at the intersection, thereby ensuring that exiting vehicles can see pedestrians on the sidewalk and vehicles and bicycles traveling on Middlefield Road and Ferguson Drive. Providing the appropriate sight distance reduces the likelihood of a collision at a driveway and provides drivers with the ability to locate sufficient gaps in traffic and exit a driveway.
According to the City’s Standard Detail A-22, any landscaping and signage within the pedestrian triangle and vehicle triangle at the internal road access intersections should be no taller than 3 feet and located in such a way to ensure an unobstructed view for drivers exiting the site, and street trees must have a high canopy of at least 6 feet. The landscaping features shown on the site plan are not expected to obstruct the vision of exiting drivers provided the landscaping is also kept at a low level within the pedestrian triangle and vehicle triangle at the access intersections.
The speed limit on Ferguson Drive is 25 mph. According to the Standard Detail A-22, the stopping sight distance for a 25-mph roadway is 150 feet. Looking in either direction while exiting the internal road, adequate sight distance would be provided for vehicles traveling on Ferguson Drive. There are no roadway curves within 150 feet on Ferguson Drive that would obstruct the vision of eastbound vehicles at the intersection. There is an existing driveway south of the internal road for the adjacent property.
However, eastbound vehicles would be able to clearly see the vehicles exiting out of the adjacent driveway. On-street parking would be prohibited near the internal road on Ferguson Drive. Thus, adequate sight distance would be provided along Ferguson Drive.
The landscape plan shows street trees would be added along Middlefield Road near the project internal access road. The landscaping provided at the corner would be less than 3 feet tall within 35 feet from the corner, which would maintain the required sight distance. The type and location of the street trees would be determined by the City of Mountain View Public Works Department at the implementation stage. Note that street trees have a high canopy and would not obstruct the view of drivers.
Corner Visibility at Ferguson Drive and Middlefield Road The project site fronts the southwest corner of the Ferguson Drive/Middlefield Road intersection. The buildings need to be located and designed in such a way that the intersection corner is free and clear of any obstructions to optimize corner visibility per the City’s Standard Details A-23. Any landscaping and signage within the safety visibility triangle at the intersection corner should be no taller than 3 feet and in such a way to ensure an unobstructed view for drivers on the street.
The landscape plan shows street trees would be added along Middlefield Road and Ferguson Drive.
The landscaping provided at the corner would be less than 3 feet tall within 35 feet from the corner, which would maintain the required sight distance. The type and location of the street trees would be determined by the City of Mountain View Public Works Department at the implementation stage. Note that street trees have a high canopy and would not obstruct the view of drivers.
Vehicle On-Site Circulation
Within the site, two-way 26-foot service streets (the internal road and office service drive) would be provided to access the parking garages and loading zones, which would meet the EWPP minimum requirement of 22 feet curb to curb for service streets. The internal road would be signal controlled at Middlefield Road and stop controlled at Ferguson Drive. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 38
The market-rate and office parking garage entrances would be 24 feet wide and lead to drive aisles with at least 24-foot widths. The BMR parking garage entrance would be 20 feet wide and lead to 24- foot drive aisles. The project would meet the City of Mountain View Zoning Code requirement of a 24- foot travel lane for double-loaded aisles with two-way traffic.
Sight Distance at On-Site Garage Entrances
According to the City’s Standard Detail A-22, any landscaping structures and signage within the pedestrian triangle and vehicle triangle at the driveway should be no taller than 3 feet and located in such a way to ensure an unobstructed view for drivers exiting the site, and street trees must have a high canopy of at least 6 feet. The landscaping features shown on the site plan are not expected to obstruct the vision of exiting drivers provided the landscaping is also kept at a low level within the pedestrian triangle and vehicle triangle at the driveways.
Pedestrian triangles are measured 25 feet from the back of the sidewalk and 25 feet to both sides of a driveway. The walls of the garage entrance for the northern residential building would be within the pedestrian triangles and are likely to limit visibility for exiting vehicles to see pedestrians on the sidewalks. To ensure pedestrian safety, the project should install a stop sign at the back of the sidewalk for outbound vehicles approaching the sidewalk. The entrance for the southern residential garage would be more than 25 feet to the back of the sidewalk and have an adequate line of sight for pedestrians. The entrance for the BMR residential garage would be less than 25 feet to the back of the sidewalk and would be within the pedestrian triangles. To ensure pedestrian safety, the project should install a stop sign at the back of the sidewalk for outbound vehicles approaching the sidewalk. The office garage entrance would be stop controlled and there would be no sidewalk in front of the entrance.
Along the internal road, vehicles are expected to travel 25 mph or less. Thus, the stopping sight distance would be 150 feet according to the City’s Standard Detail A-22. The north residential parking garage and office parking garage would have adequate sight distances of at least 150 feet. The south residential parking garage would be located 140 feet west of the Ferguson Drive intersection. Vehicles turning from Ferguson Drive are expected to travel at lower speed while making turns. Given that vehicles are more likely to travel at a speed of 15 mph, the recommended stopping sight distance would be 125 feet (based on a Caltrans design speed of 20 mph). Thus, the sight distance (140 feet) for traffic turning from the south residential garage is adequate. The BMR residential parking garage would be located 160 feet east of the internal road intersection with the office garage entrance.
Because vehicles would need to stop at the intersection, the travel speed would be low for vehicles approaching and departing the intersection. The sight distance (140 feet) for traffic turning from the intersection is adequate.
Traffic Operations at On-Site Garage Entrances
Figure 12 shows the project trips that are estimated to occur at the driveway to each garage.
North Residential Garage
The project trips that are estimated to occur at the north residential garage are 38 inbound trips and 116 outbound trips during the AM peak hour and 103 inbound trips and 68 outbound trips during the PM peak hour. The southbound left-turn trips at the garage are expected to have a vehicle delay of 7.4 seconds during the AM peak hour and 7.6 seconds during the PM peak hour. The short delay is not expected to affect traffic flow on southbound traffic along the internal road. The gates to the residential parking area are located within the P1 level of the garage (see Figure 13). Therefore, the inbound traffic at the gates is not expected to extend to the internal road. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 39
South Residential Garage
The project trips that are estimated to occur at the south residential garage are 28 inbound trips and 91 outbound trips during the AM peak hour and 76 inbound trips and 49 outbound trips during the PM peak hour. The eastbound left-turn trips at the garage are expected to have a vehicle delay of 7.4 seconds during the AM peak hour and 7.4 seconds during the PM peak hour. The short delay is not expected to affect traffic flow on eastbound traffic along the internal road. The garage door would be located 30 feet from the back of the sidewalk (see Figure 14), which can accommodate a vehicle queue of one vehicle without blocking the sidewalk. Given the estimated 76 inbound trips in the PM peak hour, which calculates one vehicle every 47 seconds, the probability of two or more inbound vehicles entering the garage at the same time would be low. The maximum queue is not expected to extend to the internal road.
Below Market Rate Residential Garage
The project trips that are estimated to occur at the south residential garage are 2 inbound trips and 8 outbound trips during the AM peak hour and 7 inbound trips and 4 outbound trips during the PM peak hour. The garage door would be located 14 feet from the back of the sidewalk (see Figure 14), which cannot accommodate a vehicle queue of one vehicle without blocking the sidewalk. Given the estimated 7 inbound trips in the PM peak hour, the probability of two or more inbound vehicles entering the garage at the same time would be low. The gate should be moved farther into the garage to provide inbound stacking space (at least 20 feet) for one vehicle between the gate and sidewalk, or keep the garage entry gates open during the time period of the day when most inbound vehicle trips are likely to occur (typically from 3:00 PM to 7:00 PM). If the gates open towards the street, the stacking space shall be measured between the back of sidewalk and the extended fully open length of the gate.
Office Garage
The project trips that are estimated to occur at the office garage are 203 inbound trips and 28 outbound trips during the AM peak hour and 34 inbound trips and 167 outbound trips during the PM peak hour.
The office garage would be on the west leg of an all-way stop internal intersection. The average delay of all movements would be 7.5 seconds during the AM peak hour and 7.7 seconds during the PM peak hour.
Garage Circulation
There would be dead-end aisles within both market-rate residential parking garages (see Figures 13 and 14) and in the ground level of the BMR and office parking garages (see Figure 15). Dead-end aisles are undesirable because drivers can enter the aisle, and upon discovering that there is no available parking, must back out or conduct three-point turns. The BMR and office parking garages would provide a turnaround space. In the gated market-rate residential garages, residents of the north and south residential buildings would be assigned one parking space per unit. It is assumed each unit will be assigned to a specific space. Therefore, dead-end aisles within the gated garages would not be an issue. However, for the public/shared parking spaces in the north residential building, there would be dead-end aisles without turnaround space (see Figure 13). A turnaround space should be provided at these dead-end aisles in the public parking area of the north residential garage.
The parking stalls would be 90-degree uniform parking stalls. The stall depth (18 feet) of the parking spaces would meet City standards.
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 40
Truck Access and Circulation
Emergency vehicles and garbage trucks would access the site via the internal road. There would also be a 26-foot rolled curb along Ferguson Drive that would lead to an area for emergency truck access in the northeast corner of the north residential building, just east of the building’s stairwell.
The site plan shows trash staging areas located in the southwest corner of the office building, southwest corner of the north residential building, the southeast corner of the south residential building, and along the southern border of the BMR residential building. Garbage trucks would use the internal road to access the loading zones next to the trash staging rooms. The site plan shows trucks would be able to access the office and residential loading zones via the internal road and the service drive running behind the office parking garage and pick up trash without any maneuvering issues (see Figure 16). The internal road would have low traffic and would allow garbage trucks to enter and exit the loading zones without affecting the on-site circulation.
Loading
For residential uses, the EWPP requires one standard size (8 feet by 24 feet) loading stall per 200 units to be utilized for pick-up/drop off, short-term parking, and loading and delivery purposes, in addition to at least one designated moving truck stall (10 feet by 25 feet). The project would provide five (5) loading/drop-off stalls along the service street which would serve the BMR and market rate buildings, in addition to four (4) moving truck loading spaces, for a total of nine (9) loading spaces serving the residential buildings.
The site plan shows moving truck loading spaces as follows (see Figure 17): two spaces south of the trash staging area in the north residential building and two spaces next to the trash staging area of the south residential building. The site plan shows four loading/drop-off zones on the internal street and one shuttle loading space located in front of the office building. Figure 17 shows the location of all loading spaces on site.
Figure 13
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Figure 16
Freight and Garbage Truck Circulation for Office Building North Residential Building
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675-685 E. Middlefield Road Mixed-Use Project
Figure 16
On-Site Loading Spaces
5 6
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LEGEND
= Pedestrian Circulation on Public Sidewalk
= Pedestrian Circulation on Private Sidewalk
= Loading Route to Elevator
= Class II Bike Lane (Public Street)
= Bike Route (Private Street / Path)
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 46
For nonresidential uses, the EWPP follows the City zoning code for loading space requirements. The City requires one loading space for commercial, industrial, institutional, and service uses of 10,000 to 30,000 square feet. For buildings with more than 30,000 square feet, one space is required per each additional 20,000 square feet. Based on these standards, the office building would require 13 loading spaces. The project would provide one large loading space (39 feet by 48 feet) for the office along the western edge of the office building south of the trash staging area, away from the internal road for the rest of the project site. Loading spaces are required to be at least 10 feet wide, 25 feet long, and 12 feet high for each space. The loading space would be approximately 16 feet tall. Therefore, it is likely that more than one truck would be able to load at a time. The project applicant should coordinate with City staff to determine if the proposed loading space for the office would be adequate to serve the project.
Pedestrian, Bicycle, and Transit Facility Assessment
The following describes the transit, pedestrian and bicycle facilities that serve the site and evaluates whether appropriate bicycle and pedestrian access and transit service are provided between the site and nearby destinations.
Pedestrian Operations
Pedestrian Access and Circulation
Pedestrian access to the project site is provided via sidewalks on Middlefield Road, Ferguson Drive, and surrounding streets. The project would provide an internal road that would act as a service street connecting Middlefield Road and Ferguson Drive. The EWPP requires service streets to have 5-foot minimum sidewalks, separated by landscaping. The project would provide sidewalks of at least 5 feet in width along the internal road. Additional pedestrian walkways would be provided through the site that provide pedestrian access to elevators and stairways to the residential and office buildings, amenities, and parks within the site (see Figure 2). Pedestrian walkways would also be provided between the garage entrances and the residential and office buildings. The project proposes a linear park running east-west between the north and south residential buildings. Two raised crosswalks would be provided along the internal road: one at the linear park and one in front of the office building and the park/open space area. The project would also provide a crosswalk at the southwest corner of the site at the intersection of the internal road/service drive/office garage entrance. A crosswalk to the adjacent existing property to the south of the project site would also be provided.
The project would provide 8-foot sidewalks with an additional 6 feet of landscaping between the sidewalk and vehicle travel lanes along the project frontage on Middlefield Road. This would improve pedestrian comfort compared to the 6-foot attached sidewalks currently in place. The project would also provide 5-foot sidewalks along Ferguson Drive along the project frontage with 5 feet of landscaping between the walk zone and vehicle travel lane.
ADA Access
ADA curb ramps are present at the intersection of Logue Avenue/Middlefield Road and all the other intersections on Middlefield Road between Bernardo Avenue and Easy Street. Most corners meet current ADA curb ramp designs, such as truncated domes and adequate curb ramp slopes. Truncated domes are the standard design requirement for detectable warnings which enable people with visual disabilities to determine the boundary between the sidewalk and the street.
There are curb ramps present on the three south leg corners of the Ferguson Drive/Middlefield Road intersection. However, the ramps do not include truncated domes, and the ramp slope of these ramps do not appear to meet the current ADA standard.
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 47
The project would build new curb ramps at the south leg of the Logue Avenue/Middlefield Road intersection. The new curb ramps would be built to ADA standards. The project should also build new curb ramps at the southwest corner of the Ferguson Drive/Middlefield Road intersection.
Pedestrian Infrastructure, Safety, and User Experience
Pedestrian facilities in the study area consist of sidewalks and crosswalks. All surrounding streets have sidewalks. Crosswalks with pedestrian signal heads are located at all of the signalized intersections in the project vicinity. The project would update the southwest and southeast corners of the Logue Avenue/Middlefield Road intersection with new curb ramps. The project would also provide multiple pedestrian pathways within the site, as well as a public park in the southeast corner of the Logue Avenue/Middlefield Road intersection.
According to the 2012 General Plan, a neighborhood is walkable when people can travel comfortably and safely on foot to many destinations. Convenient walking distance is considered to be a half mile to a mile, a walk that would take 10 to 20 minutes. There are a few restaurants and retail stores on Middlefield Road within a mile of the project site, and the Middlefield LRT Station and bus stops are located within 0.5 miles of the project.
Although located within one-half mile, access to some of the surrounding land uses and bus stops would require crossing busy arterial streets (Middlefield Road). The wide streets might be uncomfortable for some pedestrians to cross and would not be considered a quality pedestrian environment. The EWPP characterizes the area in which the project is located as a mixed-use area.
Thus, it is expected that future developments would include more commercial uses to be utilized by the project’s residents.
The EWPP proposes to implement new service streets, greenways, or multi-use paths within the area to improve pedestrian connectivity in the area. The project would implement a new service street that would connect Middlefield Road and Ferguson Drive and an east-west linear park between the north and south residential buildings. It is expected that additional pedestrian friendly infrastructure would be implemented as future developments are built in the area.
Pedestrian Quality of Service
Pedestrian quality of service (PQOS) identifies the level of comfort for pedestrians on any given roadway. Mountain View’s Comprehensive Modal Plan (AccessMV), published in May 2021, includes a PQOS map (see Figure 18) that shows continuity or gaps in the pedestrian facilities as indicated with a PQOS score ranging from 1 to 5. A higher PQOS score indicates a low quality of service.
The PQOS metric in the AccessMV document covers the following factors:
• Proximity to a variety of destinations and amenities
• Street connectivity and directness of routes to destinations • Presence of a continuous network of pedestrian facilities • Motor vehicle traffic speed; and
• Street width and intersection conditions
Figure 18
Pedestrian Quality of Service Map
675-685 E. Middlefield Road Mixed-Use Project
Source: Access MV, City of Mountain View, 2021
Site Location
East Whisman
Precise Plan Boundary
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 49
Based on the PQOS map, the following streets in the project vicinity have a PQOS greater than 2, which is not desirable:
• Whisman Road (PQOS 5)
• Ellis Street (PQOS 5)
• Logue Avenue (PQOS 4)
• Ferguson Drive (PQOS 4)
• Bernardo Avenue between Central Expressway and Ravendale Drive (PQOS 5) • Bernardo Avenue north of Ravendale Drive (PQOS 4)
• Maude Avenue between Logue Avenue and Clyde Avenue (PQOS 4) • Maude Avenue between Clyde Avenue and the City limit (PQOS 5) • Middlefield Road (PQOS 5)
• Central Expressway (PQOS 5)
The project would have an adverse effect on pedestrian operations because the project is expected to add vehicle trips to these street segments that have a PQOS score of 3 or more, except for Bernardo Avenue and Whisman Road.
Based on the ITE Trip Generation Manual, the office use is estimated to generate 31 and 42pedestrian trips during the AM and PM peak hours, respectively. The multifamily housing use would generate 103 and 103 pedestrian trips during the AM and PM peak hours, respectively. The retail use would generate 0 pedestrian trips during the AM peak hour and 1 pedestrian trip during the PM peak hour. The project would generate a total of 134 AM pedestrian trips and 146 PM pedestrian trips (see Table 9), which would be much greater than the existing pedestrian crossings at the Logue Avenue/Middlefield Road intersection (30 trips during the AM peak hour and 16 trips during the PM peak hour). Because the project would be required to implement TDM measures, the number of pedestrian trips generated by the project is expected to be higher than the pedestrian trips estimated based on the ITE rates.
Because the project would increase the number of pedestrians crossing Middlefield Road at the Logue Avenue intersection, to provide safer crossings for pedestrians, the project should modify the traffic signal and intersection lane configuration to provide protected left-turn phases with dedicated left-turn lanes for the northbound and southbound approaches (by changing the northbound and southbound approaches to a left-turn lane and a shared through and right-turn lane).
The project would provide wider sidewalks with landscaping along the project frontages to enhance the pedestrian environment. The project should also improve the crosswalks at the Ferguson Drive/Middlefield Road and Logue Avenue/Middlefield Road intersections by installing high visibility ladder crosswalks and build new curb ramps to ADA standards at the southwest corner of the Ferguson Drive/Middlefield Road intersection. As previously mentioned, the project also proposes a publicly accessible internal road with sidewalks and sharrows and a linear park with bike and pedestrian pathways across the middle of the site. The internal road and linear park would allow pedestrians a safer passageway for a short segment of Middlefield Road and Ferguson Drive. Thus, the level of comfort would increase. Taking these factors into account, the project is expected to improve the PQOS along Middlefield Road and Ferguson Drive along the project frontage. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 50
Table 9
Pedestrian Trip Generation Estimates
Bicycle Operations
Bicycle Access and Circulation
Bicycle access to the project site is via Ellis Street, E. Middlefield Road, Logue Avenue, and Maude Avenue. There are bike lanes on Ellis Street, E. Middlefield Road, Logue Avenue, and Maude Avenue that connect cyclists from the project site to the surrounding areas. The project would construct a service street that would connect Middlefield Road and Ferguson Drive (see Figure 2). The service street would also be a bicycle route with sharrows (shared-lane pavement markings). The project would provide secure bicycle storage for residents and office employees on the ground floor of the office, north residential, and south residential buildings. The below market rate residential building would provide secure bicycle storage within the storage units located on the ground and upper floor levels.
Short-term bicycle racks would be placed in well-lit, highly visible locations in front of the office lobby and in various locations surrounding the residential buildings near the building entrances and along the pedestrian walkways. The bike racks could be accessed via Middlefield Road, Ferguson Drive, and the internal road.
Bicycle Infrastructure, Safety, and User Experience
In the immediate project vicinity, there are bike lanes on Logue Avenue and Middlefield Road. The bike lanes on Middlefield Road between Thaddeus Drive and Whisman Road are part-time bike facilities that are used as bike lanes from 2 AM to 7 PM on weekdays and are used for on-street parking for the remaining hours (7 PM to 2 AM) and on weekends. A buffered bicycle lane is proposed by the project along Middlefield Road. Additional planned bike facilities in the EWPP are described further below.
The 2015 Bicycle Transportation Plan Update evaluates the quality of the bicycle network in the City in terms of connectivity gaps and low stress gaps. The plan identifies spot gaps, connection gaps, and quality gaps along Whisman Road, Ellis Street, Middlefield Road, Logue Avenue, and Maude Avenue.
Spot gaps refer to point-specific locations lacking dedicated bicycle facilities or other treatments to accommodate safe and comfortable bicycle travel. Connection gaps are missing segments on a clearly Land Use Total Total
Proposed Uses
Office1 278 ksf 0.11 31 0.15 42
Multifamily Housing2 858 du 0.12 103 0.12 103
Retail3 2.34 ksf -- -- 0.56 1
Gross Project Trips 134 146
Notes:
Source: ITE Trip Generation Manual, 11th Edition, 2021.
Size
3. Strip Retail Plaza less than 40 ksf (Land Use 822): average trip rates per ksf were used.
1. General Office (ITE Land Use 710): average trip rates in trips per ksf were used.
2. Mid-Rise Multifamily Housing (Close to Rail Transit) (ITE Land Use 221):
average trip rates in trips per dwelling unit were used.
AM Peak Hour PM Peak Hour
Trip
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Trips Trip
Rate
Trips
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 51
defined bikeway, while quality gaps are links of an existing bikeway that are deficient or have operational shortcomings. The plan also identifies the low stress bicycle network. Low stress segments include Class I separated paths and streets with low traffic volumes, low traffic speeds, and bike facilities such as a protected bike lane or a bike boulevard. These are facilities where people feel most comfortable biking because they typically have the least interaction with motor-vehicles. None of the surrounding roads are classified as low stress bicycle facilities. However, the project would install a bike lane along the south side of Middlefield Road along the project site to provide better bicycle connectivity from the site. The project would also provide a bike route on the internal road, which would provide better connectivity within the site and to the adjacent streets.
The EWPP proposes to implement buffered bike lanes on Maude Avenue, National Avenue, Logue Avenue, Clyde Avenue, Maude Avenue, Ellis Streets, and Middlefield Road and new multi-use paths/linear park paths in the project vicinity. Cycle tracks are also proposed next to SR 237 between Middlefield Road and Maude Avenue. It is expected that this bicycle friendly infrastructure would improve the quality of the bicycle network in the area.
Bicycle Level of Traffic Stress
The City’s AccessMV report includes a bicycle level of traffic stress (BLTS) map (see Figure 19) to identify the perceived comfort and safety of existing roads and bikeway facilities from the perspective of cyclists, as indicated with a BLTS score ranging from 1 to 4. A BLTS score of 1 is comfortable for all ages and abilities, a BLTS score of 2 is comfortable for an average adult, while a BLTS score of 4 indicates that the streets are comfortable only for highly confident riders. The metric (ranging from 1 to 4) in the AccessMV document covers the following factors:
• Number of through lanes or street width
• Posted speed limit or prevailing vehicle speed
• Presence and type of bicycle facilities
• Presence of traffic signals
Based on the BLTS map, the following streets in the project vicinity have a BLTS greater than 2, which is undesirable:
• Whisman Road (BLTS 3)
• Ellis Street (BLTS 4)
• Middlefield Road (BLTS 3)
The project would create an adverse effect on bicycle operations, as the project is expected to add vehicle trips to these streets.
The AccessMV report also includes a BLTS map considering the planned bicycle facilities listed in the Caltrans District 4 Bike Plan (2018), the VTA Countywide Bicycle Plan (2018), the City of Mountain View Bicycle Transportation Plan (2015), the Caltrain Bicycle Access and Parking Plan (2008), and several area precise plans, including the EWPP. With the planned improvements identified in these documents, Ellis Street is expected to continue to have a BLTS score of 4, and Middlefield Road and Whisman Road would continue to have a BLTS score of 3. All other streets in the project area would have a BLTS score of 2 or lower. As previously mentioned, the publicly accessible internal road would have sharrows, and the linear park would include a bicycle pathway. These proposed improvements would allow bicyclists to ride in a less vehicle congested area between Middlefield Road and Ferguson Drive, thus improving the level of comfort.
Figure 19
Bicycle Level of Traffic Stress Map
675-685 E. Middlefield Road Mixed-Use Project
Source: Access MV, City of Mountain View, 2021
Site Location
East Whisman
Precise Plan Boundary
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 53
The EWPP proposes to implement buffered bike lanes on Ellis Street and Middlefield Road, where the project would add vehicle trips. The project would install a buffered bike lane along the project frontage on Middlefield Road. Additionally, the project will be required to contribute to the bike lane improvements identified by the EWPP by paying for the EWPP Development Impact Fee, which would address the adverse effects.
Pedestrian and Bicycle Access to Schools
The project site is located within the boundary of Vargas Elementary School, Crittenden Middle School, Mountain View High School and Los Altos High School, which are about 2.0 miles south, 2.8 miles west, 3.9 miles south, and 4.4 miles west of the project site, respectively. None of the schools are within reasonable walking distance of the project site. Some middle school students may wish to bike to school, in which case they could use the bike lanes on W. Middlefield Road according to the City of Mountain View’s Safe Routes to Schools Program.
Transit Operations
Transit Facilities, Service, and Access
The project site is served by VTA Route 21 and MVgo Route A, with bus stops located on Logue Avenue and Middlefield Road, and is located approximately 650 feet from the Middlefield LRT Station.
According to the California Public Resources Code Section 21155, a major transit stop is defined as an existing rail or bus rapid transit station or as the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during peak commute periods. Therefore, the project is located in a transit proximity area because it is within a half mile of an LRT station. The project would also provide a shuttle loading area in front of the office building.
Transit Ridership
It is expected that the project would generate some transit trips to get to the North Bayshore area or to other destinations. According to VTA TIA Guidelines, approximately 6 percent of Mountain View employees use public transit to get to work. The ITE trip generation rates for General Office (Land Use 710) are 1.52 for the AM peak hour and 1.44 for the PM peak hour. Applying 6 percent transit mode share equates to 24 transit riders during the AM peak hour and 23 riders during the PM peak hour. In addition, the guidelines state 9 percent of residents in housing within 2,000 feet of an LRT station are expected to utilize transit, which calculates 28 new riders during the AM peak hour and 29 new riders during the PM peak hour. During the AM and PM peak hours, there are three light rail trains that run in each direction, two Route 21 buses that run in each direction, and two MVgo shuttles that run northbound in the morning and southbound in the afternoon/evening. This new ridership generated by the project could be accommodated by these existing services.
Transit Vehicle Delay
To assess the project’s effect on transit vehicle delay, the delay experienced by each route running through the study intersections was estimated based on the average vehicle delay that is calculated as part of the intersection level of service analysis. Table 10 summarizes the bus travel times through the study area and the increase in transit vehicle delays with the addition of the project traffic. VTA has not established policies or significance criteria related to transit vehicle delay. Therefore, this analysis is presented for information purposes only. The results show that the project would result in a minimal increase (less than 6 seconds per vehicle) in transit travel time for the bus routes in the study area. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 54
Table 10
Transit Vehicle Delay in Study Area
VTA Light-Rail Crossing on Middlefield Road
As previously discussed, the queue is not expected to create any conflicts with the VTA rail safety operations as there are gate arms at the rail to prevent vehicles from approaching the crossing. The MPMP EIR concluded a pedestrian crossing with preemptive signals is recommended. The signals would be interconnected and coordinated with the signal at the Logue Avenue/Middlefield Road intersection. The project should implement preemptive signals with pedestrian crossing at the LRT crossing.
Effects on Surrounding Neighborhood Streets
Access to the project site is via Middlefield Road and Ferguson Drive. Middlefield Road and Ferguson Drive are already serving office, commercial, and multi-family residential uses in the project vicinity.
Thus, project trips traveling on Middlefield Road and Ferguson Drive would not be considered cutthrough traffic. In addition, there are no residential streets surrounding the project site that would provide access to the site. Therefore, the project is not expected to cause an adverse effect or cutthrough traffic issues on the surrounding neighborhood streets.
Parking
Vehicle Parking
Vehicle parking for the project was reviewed per the City of Mountain View requirements, parking demand rates from local utilization survey data, and the Urban Land Institute (ULI) publication Shared Parking. A shared parking analysis was conducted for the office and residential developments based on the ULI Shared Parking methodology.
Parking rates for office and residential uses were evaluated based on the City of Mountain View requirements and local utilization survey data.
East Whisman Precise Plan Parking Requirements
The vehicle parking requirements for office and residential uses were calculated based on the parking maximums established in the EWPP (see Table 11). There is no minimum parking requirement for office and residential uses in the EWPP. The EWPP parking requirements are:
• Office: Maximum of 2.9 spaces per 1,000 s.f.
Bus Route Study Area Street(s) Direction AM PM
21 Eastbound 0.2 0.8
Westbound 0.0 5.4
MVgo Route A Whisman Rd, Fairchild Dr, Maude Ave,
Logue Ave, Middlefield Rd -- 1.4 3.5
Note:
Projected increase in transit delay based on a comparison of background vs. background plus project intersection movement delays calculated by TRAFFIX.
Middlefield Rd, Logue Ave, Maude Ave
Projected Change in Transit
Vehicle Delay (sec/veh)
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 55
• Residential: Maximum of one space per studio/one-bedroom unit and two spaces per unit with more than one bedroom, which is inclusive of any visitor parking.
The EWPP requires a minimum of 4 spaces per 1,000 s.f. for retail. However, because the development is within a half mile of a major transit stop, the project is not required provide any parking spaces per AB 2097. Thus, the project does not propose retail parking spaces.
Based on the City’s maximum office and residential parking requirements (see Table 11), the project could provide no more than a total of 805 spaces for the office building and no more than a total of 1,066 spaces for the residential buildings. The retail space would be used for “grab-and-go” commercial uses; therefore, it is expected that the majority of the visitors would be the residents and employees of the site.
The project proposes 1,490 total spaces, including 638 office parking spaces in the office garage, 682 residential parking spaces in both market-rate residential buildings, 33 residential parking spaces in the BMR building, and 129 shared parking spaces in the north residential building, which includes 5 spaces for the leasing office. Along the internal road, there would be 8 on-street parking spaces in front of the south residential building and BMR building. Table 11 shows that the number of proposed parking spaces for each use would not exceed the maximum parking requirement.
Residents of the north and south residential buildings would be assigned one parking space per unit within the residential garages. The BMP parking spaces would be designated to the BMR residents renting the spaces. Most of the 129 shared spaces would be reserved for the office on weekdays between 8:00 AM and 6:00 PM with some spaces designated for retail use. Residents and retail customers can park in the shared spaces at night (between 6:00 PM and 8:00 AM) and on weekends.
Residents can also park in the office garage on nights and weekends.
While Table 11 shows the stand-alone maximum parking required for the project, the EWPP encourages shared parking where complementary uses occur, such as office, commercial, and residential uses, and encourages unbundled residential parking. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 56
Table 11
East Whisman Precise Plan Maximum Parking Requirements
Local Parking Surveys
Counts were conducted at local office buildings near transit between 2016 and 2018 by Hexagon (see Appendix E). The office locations surveyed are in close proximity to Caltrain stations or offer shuttles to a nearby Caltrain station. For office buildings near transit, the average peak parking demand rate was found to be 2.03 spaces per 1,000 s.f. Based on this rate, the parking demand for the office buildings would be 564 spaces, which is 74 spaces fewer than the proposed number of parking spaces in the office parking garage (see Table 12).
Proposed Uses Parking Ratio
Maximum
Parking
Spaces
Proposed
Parking
Spaces
Office Building
Office1 277,600 s.f. 2.9 per ksf 805
Office Total 277,600 s.f. 805 638
North Residential Building
43 Studio 1 per unit 43
216 1-bedroom 1 per unit 216
62 2-bedroom 2 per unit 124
1 3-bedroom 2 per unit 2
North Residential Total 322 units 385 323
Shared Spaces in North Residential 129
South Residential Building
20 Studio 1 per unit 20
252 1-bedroom 1 per unit 252
81 2-bedroom 2 per unit 162
11 3-bedroom 2 per unit 22
South Residential Total 364 units 456 359
BMR Residential Building
39 Studio 1 per unit 39
36 1-bedroom 1 per unit 36
37 2-bedroom 2 per unit 74
38 3-bedroom 2 per unit 76
BMR Residential Total 150 units 225 33
Office Total 805 638
Residential Total 1,066 715
Project Total2 1,871 1,490
Notes:
Size
Residential1
Residential1
2. The total number of proposed spaces by the project include 8 surface spaces that surround the site and 129 shared spaces.
1. Office and market rate residential parking ratios based on the maximum EWPP Residential1
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 57
Table 12
Local Survey Parking Rates
A parking utilization count was conducted on March 15, 2022, at higher-density residential complexes in Mountain View near transit services and major arterials (see Appendix E). The counts were conducted at nighttime during the weekday when full occupancy is anticipated. Some of the surveyed sites offer partial unbundled parking, with one space included with monthly rent and additional spaces offered at an additional monthly rent. Peak parking demand rates were determined based on the average number of occupied parking spaces per bedroom. On average, the parking ratio was found to be 0.72 spaces per bedroom, or 1.00 spaces per unit, inclusive of visitor parking spaces. Using the rate per unit, the parking demand for the north and south residential buildings would be 4 spaces more than the number of proposed parking spaces. The parking demand for the BMR residential building would be 117 spaces more than the number of proposed parking spaces. The total residential parking demand would be 121more than the total number of proposed residential parking spaces, not including the 129 shared spaces. The peak parking demand that would occur at night can be accommodated by the shared parking spaces and office garage.
The 129 shared spaces in the north residential building would be used by office goers and the leasing office during the daytime and by residents overnight. Residents could also park in the office garage on nights and weekends. The project proposes to reserve the shared parking spaces for the office building during the day. Because the shared spaces cannot be parked by residents during the daytime and there would be only 33 parking spaces for the BMR units, there may not be sufficient parking spaces for the BMR residents during the daytime. Therefore, a shared parking analysis was conducted to estimate the total parking demand between the office and BMR residential uses.
Shared Parking Analysis for Office and BMR Residential
Shared parking is the use of a parking space to serve two or more individual land uses due to variations in parking demand by hour among differing land uses. Summing the parking demand generated by each use at every hour generally results in an overall peak parking demand for a mixed-use site that is less than the sum of the peak parking demands for each individual use. Thus, the application of the principle of shared parking may reduce the total parking demand for mixed-use developments.
The shared parking analysis is based on time-of-day factors obtained from the Urban Land Institute (ULI) Shared Parking, 3rd Edition and the local survey parking rates. Table 13 shows that during the office hours between 8 AM and 6 PM, the office parking demand of 564 spaces would be 203 spaces fewer than the 767 parking spaces (including the 129 shared parking spaces) available for the office.
Land Use
Local
Demand
EWPP Max.
Requirement Proposed
Office 277.6 ksf 2.03 564 805 638
Residential
North Residential 322 units 1.00 322 385 323
South Residential 364 units 1.00 364 456 359
BMR Residential1 150 units 1.00 150 225 33
Sub-Total Residential 836 units 836 1,066 715
Shared and Surface Spaces 137
Total Number of Parking Spaces 1,400 1,871 1,490
Notes:
Local Parking
Size Surveys Rate
Number of Spaces
1. BMR residential rates are assumed to be the same as market-rate residential rates. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 58
The number of parking spaces in the office parking garage would be sufficient without the shared parking spaces. The maximum parking demand for the BMR residents would be 101 spaces during office hours between 8 AM and 6 PM. Because there would be only 33 parking spaces for the BMR building and the number of spaces in the office garage would be sufficient for the office building, to accommodate the parking demand for the BMR residents, it is recommended that the project allow the shared parking spaces to be used by all uses during the day.
During nights and weekends, the maximum demand by the BMR residents would be 150 parking spaces with 129 spared spaces available. The shared parking spaces would be sufficient for the estimated BMR parking demand. Residents could also park in the office garage on nights and weekends.
Table 13
Shared Parking Analysis
Bicycle Parking
The EWPP requirements and the proposed bicycle parking spaces are summarized in Table 14.
Office Residential
6 a.m. 17 143 159 638 129
7 a.m. 85 120 205 638 129
8 a.m. 282 101 383 767 0
9 a.m. 508 83 590 767 0
10 a.m. 564 75 639 767 0
11 a.m. 564 68 632 767 0
Noon 479 60 539 767 0
1 p.m. 479 60 539 767 0
2 p.m. 536 60 596 767 0
3 p.m. 536 60 596 767 0
4 p.m. 479 68 547 767 0
5 p.m. 338 75 413 767 0
6 p.m. 141 90 231 638 129
7 p.m. 85 105 190 638 129
8 p.m. 28 120 148 638 129
9 p.m. 17 128 144 638 129
10 p.m. 6 143 148 638 129
11 p.m. 0 146 146 638 129
Midnight 0 150 150 638 129
Max. Demand
Parking Demand 564 150 639
Notes:
2. The number of spaces provided reflect the shared spaces available for office use from 8 AM to 6 PM.
Hour of Day Office1
BMR
Residential1
Office + BMR
Total
Total Provided2
Time of Day parking rates based on Urban Land Institute (ULI) Shared
1. Office and residential demand are based on local survey rates. 675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 59
Table 14
Bicycle Parking Requirements
There would be secure bike rooms on the ground floor of the office building, on the ground floor of the north residential building, on the P1 and P2 levels of the north residential garage, on the ground and P1 levels of the south residential garage, and on the ground floor of the BMR residential building. In addition, storage units would be provided on each floor of the BMR residential building for long-term bicycle parking. For easy access to the bicycle storage, the project should provide a bike room on the ground floor of the residential buildings to accommodate the required number of long-term bicycle parking spaces.
Short-term bicycle racks would be placed in well-lit, highly visible locations surrounding the buildings.
There would be bike racks along the internal road in front of the office, park, and south residential building. There would also be bike racks within the linear park and pedestrian walkway between the BMR and south residential building. Bike racks for the north residential building would be provided in the northwest and eastern corners. The racks would be inverted U-racks to be consistent with the VTA Bike Technical Guidelines.
Recommendations
Hexagon has the following recommendations resulting from the on-site circulation and parking evaluations.
Recommendations
• The project should implement Transportation Demand Management (TDM) measures and meet the trip cap for the office building as required by the EWPP. • As required by the EWPP, the project should implement unbundled parking for residents and require office employers to provide subsidized transit passes for employees. The project should provide access to shared bicycles within the site if a bikeshare service is not available within walking distance of the site.
• The project should implement signal preemption for eastbound Middlefield Road at Logue Avenue to prevent the eastbound vehicle queues extending to the LRT tracks. • The project should build new curb ramps to ADA standards at the southwest corner of the Ferguson Drive/Middlefield Road intersection.
Proposed Uses Long-Term Short-Term Long-Term Short-Term Long-Term Short-Term2 Office 277,600 s.f. 1 per 2,000 s.f. 1 per 20,000 s.f. 139 13 139 -- Residential
North 322 units 1 per unit 1 per 10 units 322 32 324 -- South 364 units 1 per unit 1 per 10 units 364 36 365 -- BMR 150 units 1 per unit 1 per 10 units 150 15 150 --
Retail 2,344 s.f. 1 per 5,000 s.f.
(2 minimum)
4 per 5,000 s.f.
(2 minimum) 2 2 2 --
Total 977 98 980 128
Notes:
2. Short-term bicycle parking spaces are located in various locations around the site and would not be reserved by use.
1. Bicycle parking ratio based on EWPP requirements.
Parking Ratio Required Parking Spaces 1
Size
Proposed Parking Spaces
675-685 E. Middlefield Road Mixed-Use Development MTA October 31, 2024 Page | 60
• The project should improve the crosswalks at the Ferguson Drive/Middlefield Road and Logue Avenue/Middlefield Road intersections by installing high visibility ladder crosswalks. • The driveway to the north and BMR residential garages should be stop-controlled with a stop sign installed at the back of the sidewalk for outbound vehicles approaching the sidewalk. • The garage gate of the BMR residential garage should be moved farther into the garage to provide inbound stacking space (at least 20 feet) for one vehicle between the gate and sidewalk, or keep the garage entry gate open during the time period of the day when most inbound vehicle trips are likely to occur (typically from 3:00 PM to 7:00 PM). If the gates open towards the street, the stacking space shall be measured between the back of sidewalk and the extended fully open length of the gate.
• A turnaround space should be provided at all dead-end aisles in the public parking area of the north residential garage.
• The project applicant should coordinate with City staff to determine if the proposed loading space for the office would be adequate to serve the project. • At the Logue Avenue/Middlefield Road/project access road intersection, the project should modify the traffic signal and intersection lane configuration to provide protected left-turn phases with dedicated left-turn lanes for the northbound and southbound approaches. • The project should contribute to the bike lane improvements identified by the EWPP by paying for the EWPP Development Impact Fee.
• The project should allow the shared parking spaces to be used by all uses during the day. • For easy access to the bicycle storage, the project should provide a bike room on the ground floor of the residential buildings to accommodate the required number of long-term bicycle parking spaces.
675-685 E. Middlefield Road Mixed-Use Development
Multi-modal Transportation Analysis
Technical Appendices
April 23, 2024
Appendix A
Traffic Counts
MANILA AVE MANILA AVE ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 1 ELLIS ST & MANILA AVE AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:45 AM - 09:45 AM
Peak 15-Minutes: 09:15 AM - 09:30 AM
35 146
218
403
228 524
0 0
0.99 N
S
EW
0.60 0.75
0.94 0.00
(102) (425)
(488)
(954)
()
()
(531) (1,320)
040
23 0
195
0 0
0 0
0 31
20123 399 MANILA AVE MANILA AVE ELLIS ST
ELLIS ST
2 0
0 2 N
S
EW
0 0
0 0
1 1 1 1
0 0
00 0
1 0
4 0
131
0 0
0 0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 0 0 0 13 0 3 0 0 28 34 0 0 12 0 90 470 0 0 0 0 7:15 AM 0 0 0 0 0 15 0 4 0 0 35 51 0 0 4 0 109 535 0 0 0 0 7:30 AM 0 0 0 0 0 25 0 8 1 0 28 59 0 1 8 0 130 583 1 0 0 0 7:45 AM 0 0 0 0 0 27 0 3 0 0 30 76 0 0 5 0 141 635 0 0 0 0 8:00 AM 0 0 0 0 0 28 0 7 0 0 42 71 0 0 7 0 155 684 1 0 0 1 8:15 AM 0 0 0 0 0 38 0 2 0 0 24 85 0 1 7 0 157 725 0 0 0 0 8:30 AM 0 0 0 0 0 71 0 5 1 0 20 80 0 0 5 0 182 765 1 0 0 1 8:45 AM 0 0 0 0 0 37 0 3 0 0 42 97 0 1 10 0 190 777 1 0 0 1 9:00 AM 0 0 0 0 0 53 0 4 1 0 27 99 0 3 9 0 196 756 1 0 0 1 9:15 AM 0 0 0 0 0 43 0 13 1 0 23 112 0 0 5 0 197 0 0 0 0 9:30 AM 0 0 0 0 0 62 0 3 0 0 31 91 0 0 7 0 194 0 0 0 0
9:45 AM 0 0 0 0 0 19 0 2 1 0 38 92 0 1 16 0 169 1 0 0 1 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
Lights 0 0 0 0 182 0 21 0 2 0 116 326 2 27 0 0 676
Mediums 0 0 0 0 0 13 0 2 0 0 7 73 2 3 0 0 100
Total 0 0 0 0 195 0 23 0 2 0 123 399 4 31 0 777 0
US101 NB RAMPS US101 NB RAMPS ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 2 ELLIS ST & US101 NB RAMPS AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:45 AM - 09:45 AM
Peak 15-Minutes: 09:30 AM - 09:45 AM
227 544
223
0 241 602
0 267
0.97 N
S
EW
0.82 0.80
0.93 0.00
(532) (1,395)
(663)
()
(587)
()
(693) (1,480) 1460
0 62
1 160
0 0
0 0
0 81
0120 4820 US101 NB RAMPS US101 NB RAMPS ELLIS ST
ELLIS ST
0 0
0 0 N
S
EW
0 0
0 0
0 0 0 0
0 0
30 0
0 0
0 0
00 0
0 0
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 0 0 0 46 0 19 0 8 44 0 0 0 16 11 144 689 0 0 0 0 7:15 AM 0 0 0 0 0 31 0 20 0 16 76 0 0 0 11 4 158 745 1 0 0 0 7:30 AM 0 0 0 0 0 29 0 11 0 22 82 0 0 0 14 20 178 835 0 0 0 0 7:45 AM 0 0 0 0 0 36 0 18 0 21 101 0 0 0 17 16 209 889 1 0 0 0 8:00 AM 0 0 0 0 0 37 0 16 0 17 96 0 0 0 12 22 200 946 0 0 0 0 8:15 AM 0 0 0 0 0 48 0 11 0 22 117 0 0 0 20 30 248 993 0 0 0 0 8:30 AM 0 0 0 0 0 36 1 5 0 20 98 0 0 0 27 45 232 1,014 1 0 0 0 8:45 AM 0 0 0 0 0 40 1 16 0 33 128 0 0 0 24 24 266 1,052 0 0 0 0 9:00 AM 0 0 0 0 0 37 0 13 0 19 118 0 0 0 19 41 247 1,040 0 0 0 0 9:15 AM 0 0 0 0 0 39 0 13 0 32 129 0 0 0 18 38 269 0 0 0 0 9:30 AM 0 0 0 0 0 44 0 20 0 36 107 0 0 0 20 43 270 0 0 0 0 9:45 AM 0 0 0 0 0 52 0 24 0 25 113 0 0 0 20 20 254 2 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 27 0 0 1 0 0 28
Lights 0 0 0 0 156 1 58 0 0 116 377 0 0 73 139 0 920
Mediums 0 0 0 0 0 4 0 4 0 4 78 0 0 7 7 0 104
Total 0 0 0 0 160 1 62 120 482 0 0 81 146 1,052 0 0 0
US101 SB RAMPS US101 SB RAMPS ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 3 ELLIS ST & US101 SB RAMPS AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:45 AM - 09:45 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
248 581
0 164
538 386
649
0 0.92
N
S
EW
0.87 0.00
0.93 0.91
(684) (1,424)
()
(453)
()
(1,602)
(1,369) (960)
0015
0 0
0 305
0 344
0 0 233
00237 149 US101 SB RAMPS US101 SB RAMPS ELLIS ST
ELLIS ST
0 0
0 1 N
S
EW
0 0
0 0
0 0 1 0
0 0
20 0
0 0
0 031
0 0
0 0
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 34 1 30 0 0 0 0 0 0 19 23 0 9 50 0 166 831 0 0 0 0 7:15 AM 0 49 1 42 0 0 0 0 0 0 35 25 0 2 43 0 197 932 0 0 0 0 7:30 AM 0 59 0 49 0 0 0 0 0 0 44 22 0 6 34 0 214 1,027 0 0 0 0 7:45 AM 0 60 0 60 0 0 0 0 0 0 52 32 0 1 49 0 254 1,084 1 0 0 0 8:00 AM 0 72 0 61 0 0 0 0 0 0 43 44 0 6 41 0 267 1,178 0 0 0 0 8:15 AM 0 78 0 65 0 0 0 0 0 0 44 34 0 10 61 0 292 1,200 0 0 0 0 8:30 AM 0 69 0 61 0 0 0 0 0 0 50 36 0 4 51 0 271 1,234 0 0 0 0 8:45 AM 0 94 0 78 0 0 0 0 0 0 65 38 0 6 67 0 348 1,283 0 0 0 0 9:00 AM 0 79 0 67 0 0 0 0 0 0 51 37 0 4 51 0 289 1,237 0 0 0 0 9:15 AM 0 96 0 83 0 0 0 0 0 0 58 33 0 4 52 0 326 1 0 0 0 9:30 AM 0 75 0 77 0 0 0 0 0 0 63 41 0 1 63 0 320 0 0 0 0 9:45 AM 0 90 0 72 0 0 0 0 0 0 45 26 0 7 62 0 302 1 1 1 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
Lights 0 278 0 288 0 0 0 0 0 0 220 142 12 221 0 0 1,161 Mediums 0 66 0 17 0 0 0 0 0 0 17 7 2 12 0 0 121
Total 0 344 0 305 0 0 0 0 0 0 237 149 15 233 0 1,283 0
FAIRCHILD DR FAIRCHILD DR ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 4 ELLIS ST & FAIRCHILD DR AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:45 AM - 09:45 AM
Peak 15-Minutes: 09:30 AM - 09:45 AM
534 409
72 89
364 265
146
155
0.93 N
S
EW
0.92 0.74
0.88 0.85
(1,364) (993)
(151)
(218)
(387)
(388)
(945) (640) 128073
38 16
18 13
5 128
0 0 333
011243 11
FAIRCHILD DR FAIRCHILD DR ELLIS ST
ELLIS ST
0 0
1 2 N
S
EW
0 0
0 1
0 0 1 1
0 2
20 0
0 0
0 0
70 0
18 0
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 12 0 3 0 1 0 5 0 1 26 0 0 8 54 19 129 652 0 0 1 0 7:15 AM 0 21 3 5 0 1 1 2 0 1 39 5 0 7 58 21 164 731 0 0 0 0 7:30 AM 0 18 1 4 0 1 0 6 1 1 42 1 0 11 53 18 157 793 0 0 0 0 7:45 AM 0 28 2 1 0 2 2 4 0 2 50 1 1 12 76 21 202 843 1 0 1 0 8:00 AM 0 33 1 1 0 3 4 4 0 4 53 0 0 18 65 22 208 910 0 0 1 0 8:15 AM 0 32 4 9 0 2 3 9 0 5 38 1 0 14 78 31 226 929 0 0 0 0 8:30 AM 0 30 2 0 0 2 1 8 0 7 48 0 0 13 67 29 207 952 0 0 0 0 8:45 AM 0 29 1 3 0 2 2 12 0 4 70 1 0 14 95 36 269 1,017 1 0 1 0 9:00 AM 0 38 2 6 0 7 4 2 0 2 48 1 0 8 71 38 227 981 0 0 0 0 9:15 AM 0 33 2 1 0 7 3 8 0 3 58 7 0 22 85 20 249 1 0 0 0 9:30 AM 0 28 0 3 0 2 7 16 0 2 67 2 0 29 82 34 272 0 0 0 0 9:45 AM 0 24 1 7 0 3 2 13 0 8 38 3 0 21 84 29 233 0 0 1 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 122 4 13 0 17 15 38 0 11 227 10 73 309 126 0 965 Mediums 0 6 1 0 0 1 1 0 0 0 16 1 0 24 2 0 52
Total 0 128 5 13 0 18 16 38 11 243 11 73 333 128 1,017 0 0 MAUDE AVE MAUDE AVE SR237 RAMPS SR237 RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 6 SR237 RAMPS & MAUDE AVE AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:45 AM - 09:45 AM
Peak 15-Minutes: 09:15 AM - 09:30 AM
741 257
307
523
528 482
55 277
0.93 N
S
EW
0.95 0.93
0.93 0.74
(1,638) (631)
(800)
(1,202)
(601)
(146)
(1,301) (1,151) 1619 225
74 79
154
11 40
4 0
0 346 1737170 258 MAUDE AVE MAUDE AVE SR237 RAMPS
SR237 RAMPS
0 0
0 0 N
S
EW
0 0
0 0
0 0 0 0
0 0
00 0
0 2
0 0
00 0
0 9
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 1 1 2 0 25 11 9 0 3 19 25 2 25 42 14 179 922 0 0 0 2 7:15 AM 0 2 6 3 0 38 4 4 1 1 25 36 1 19 62 15 217 997 0 0 0 0 7:30 AM 0 1 3 3 0 51 10 16 1 0 25 41 0 22 53 21 247 1,081 0 0 0 0 7:45 AM 0 0 5 0 0 45 13 9 1 8 36 40 3 30 68 21 279 1,170 0 0 0 0 8:00 AM 0 3 7 2 0 36 18 8 2 2 35 46 0 32 41 22 254 1,272 0 0 0 1 8:15 AM 0 6 11 4 0 34 21 11 1 5 49 54 2 37 40 26 301 1,382 0 0 0 0 8:30 AM 0 1 11 3 0 42 11 25 4 8 32 54 0 50 66 29 336 1,507 0 0 0 0 8:45 AM 0 1 8 0 0 43 18 16 5 9 46 55 1 54 86 39 381 1,585 0 0 0 0 9:00 AM 0 0 7 2 0 41 17 17 3 11 33 62 6 62 68 35 364 1,541 0 0 0 0 9:15 AM 0 2 10 4 0 38 21 26 2 10 47 70 0 58 94 44 426 0 0 0 0 9:30 AM 0 1 15 5 0 32 23 15 7 7 44 71 2 51 98 43 414 0 0 0 0 9:45 AM 0 4 10 2 0 24 20 8 2 11 37 65 0 49 75 30 337 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
Lights 0 4 37 11 149 78 69 0 17 37 164 249 223 328 157 9 1,532 Mediums 0 0 3 0 0 5 1 5 0 0 6 9 2 17 4 0 52
Total 0 4 40 11 154 79 74 37 170 258 225 346 161 1,585 0 17 9
MIDDLEFIELD RD MIDDLEFIELD RD WHISMAN RD WHISMAN RD
(303) 216-2439
www.alltrafficdata.net
Location: 7 WHISMAN RD & MIDDLEFIELD RD AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 07:45 AM - 08:00 AM
219 220
434
316
327 321
374
485
0.80 N
S
EW
0.64 0.80
0.75 0.86
(497) (468)
(1,146)
(854)
(1,221)
(913)
(704) (691) 44238
71 293
63 128
192
41 7
13 135
1135 106 79 MIDDLEFIELD RD MIDDLEFIELD RD WHISMAN RD WHISMAN RD 9 14
1 27
N
S
EW
7 7
0 1
4 5 19 8
3 0
41 1
0 3
0 0
70 0
1 10
0 2 N
S
W E
3 0
0 0 20 01
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 3 0 19 9 1 7 38 6 0 13 4 10 0 13 10 8 141 946 0 1 0 0 7:15 AM 3 4 21 11 0 6 52 7 0 7 8 13 2 7 14 4 159 1,119 0 3 0 0 7:30 AM 4 3 30 25 1 7 59 3 0 16 10 17 0 9 32 9 225 1,283 3 2 1 1 7:45 AM 2 9 48 42 4 16 97 18 0 38 37 21 2 7 67 13 421 1,348 5 4 1 2 8:00 AM 4 11 45 23 0 13 50 14 1 53 31 22 0 13 26 8 314 1,199 6 0 0 4 8:15 AM 4 12 53 40 1 14 82 22 0 22 16 15 0 10 23 9 323 1,192 8 4 0 3 8:30 AM 3 9 46 23 2 20 64 17 0 22 22 21 0 8 19 14 290 1,173 8 6 0 0 8:45 AM 4 9 46 19 2 11 66 13 0 23 25 25 0 8 16 5 272 1,144 1 1 0 0 9:00 AM 8 13 57 20 2 12 77 16 0 25 15 24 0 11 22 5 307 1,102 3 1 0 1 9:15 AM 5 6 52 19 2 18 90 19 0 12 12 29 0 10 20 10 304 6 0 0 3 9:30 AM 10 8 35 17 2 15 64 21 0 22 16 17 0 10 16 8 261 3 1 3 0 9:45 AM 5 9 46 19 0 16 64 15 0 12 4 11 0 8 16 5 230 1 4 2 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 1 2 0 0 1 1 0 0 0 0 0 5
Lights 13 39 189 121 6 59 282 70 1 129 102 77 37 132 42 2 1,301 Mediums 0 2 3 7 1 3 9 1 0 5 3 2 1 3 2 0 42
Total 13 41 192 128 7 63 293 71 135 106 79 38 135 44 1,348 1 2
MIDDLEFIELD RD MIDDLEFIELD RD ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 8 ELLIS ST & MIDDLEFIELD RD AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:30 AM - 08:45 AM
179 298
592
457
0 0
404
420
0.91 N
S
EW
0.74 0.89
0.00 0.89
(557) (591)
(1,113)
(1,190)
(876)
(987)
() () 530 126
225
367
0 0
331
73 0
0 0
0000 MIDDLEFIELD RD MIDDLEFIELD RD ELLIS ST
ELLIS ST
1 2
0 4 N
S
EW
2 0
0 0
0 1 0 4
0 0
00 0
0 7
0 0
00 0
0 3
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 16 62 0 0 0 34 21 0 0 0 0 0 36 0 9 178 806 0 2 0 0 7:15 AM 0 13 75 0 0 0 32 30 0 0 0 0 0 29 0 20 199 889 0 0 0 0 7:30 AM 1 13 68 0 0 0 51 26 0 0 0 0 0 28 0 16 203 977 0 0 0 0 7:45 AM 0 15 66 0 0 0 54 21 0 0 0 0 0 42 0 28 226 1,096 0 1 0 2 8:00 AM 0 29 84 0 0 0 73 43 0 0 0 0 0 26 0 6 261 1,175 1 2 0 0 8:15 AM 0 14 77 0 0 0 96 52 0 0 0 0 0 32 0 16 287 1,110 1 0 0 0 8:30 AM 0 19 90 0 0 0 102 65 0 0 0 0 0 28 0 18 322 999 2 0 0 0 8:45 AM 0 11 80 0 0 0 96 65 0 0 0 0 0 40 0 13 305 834 0 0 0 1 9:00 AM 0 12 81 0 0 0 39 22 0 0 0 0 0 31 0 11 196 676 1 0 0 0 9:15 AM 0 5 51 0 0 0 51 24 0 0 0 0 0 27 0 18 176 0 0 0 0 9:30 AM 0 16 38 0 0 0 31 30 0 0 0 0 0 26 0 16 157 0 0 0 1 9:45 AM 0 3 48 0 0 0 29 26 0 0 0 0 0 25 0 16 147 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 2
Lights 0 73 325 0 0 0 353 211 0 0 0 0 114 0 48 0 1,124
Mediums 0 0 6 0 0 0 13 14 0 0 0 0 11 0 5 0 49
Total 0 73 331 0 0 0 367 225 0 0 0 0 126 0 53 1,175 0
MIDDLEFIELD RD MIDDLEFIELD RD LOGUE AVE LOGUE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 9 LOGUE AVE & MIDDLEFIELD RD AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:30 AM - 09:30 AM
Peak 15-Minutes: 09:15 AM - 09:30 AM
99 165
663
308
2 3
386
676
0.95 N
S
EW
0.85 0.96
0.33 0.98
(256) (374)
(1,582)
(763)
(1,657)
(967)
(18) (7) 84015
62 592
1 1
282
103
8 0 0
0003 MIDDLEFIELD RD MIDDLEFIELD RD LOGUE AVE
LOGUE AVE
5 6
15 4 N
S
EW
5 1
9 6
0 5 3 1
0 0
00 1
0 0
0 0
00 5
8 13
0 0 N
S
W E
0 0
5 0 00 01
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 6 34 1 1 2 49 4 0 1 0 0 0 2 0 13 113 689 0 0 0 0 7:15 AM 0 5 32 1 0 2 76 5 0 0 0 0 0 2 0 14 137 794 0 0 5 2 7:30 AM 0 10 45 1 0 0 98 6 0 1 0 2 0 0 0 13 176 899 0 0 1 0 7:45 AM 0 25 58 1 1 3 139 15 0 0 0 0 0 2 0 19 263 1,002 0 0 0 2 8:00 AM 0 11 75 0 0 3 100 7 0 0 0 0 0 2 0 20 218 1,019 0 0 1 0 8:15 AM 0 20 65 1 1 0 130 7 0 0 0 0 0 2 0 16 242 1,091 0 2 2 2 8:30 AM 0 29 65 0 2 1 145 12 0 0 0 0 0 4 0 21 279 1,151 0 2 5 1 8:45 AM 0 29 67 1 3 0 138 17 0 0 0 2 0 1 0 22 280 1,148 0 1 5 0 9:00 AM 0 18 78 0 2 0 154 17 0 0 0 0 0 3 0 18 290 1,104 1 0 2 2 9:15 AM 0 27 72 0 1 0 155 16 0 0 0 1 0 7 0 23 302 3 3 3 2 9:30 AM 1 31 63 0 0 0 137 13 0 0 0 0 0 1 0 30 276 0 0 1 0 9:45 AM 0 31 64 0 1 1 105 13 0 0 0 0 0 2 0 19 236 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Lights 0 95 278 1 8 1 585 59 0 0 0 1 15 0 73 0 1,116
Mediums 0 8 3 0 0 0 7 3 0 0 0 2 0 0 11 0 34
Total 0 103 282 1 8 1 592 62 0 0 0 3 15 0 84 1,151 0
MIDDLEFIELD RD MIDDLEFIELD RD FERGUSON DR FERGUSON DR
(303) 216-2439
www.alltrafficdata.net
Location: 10 FERGUSON DR & MIDDLEFIELD RD AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:30 AM - 09:30 AM
Peak 15-Minutes: 09:15 AM - 09:30 AM
0 0
755
371
57 149
303
779
0.93 N
S
EW
0.00 0.96
0.79 0.91
() ()
(1,793)
(934)
(1,827)
(760)
(154) (362)
000
0 713
40 17
286
0 2
0 0
066083 MIDDLEFIELD RD MIDDLEFIELD RD FERGUSON DR
FERGUSON DR
0 0
5 2 N
S
EW
0 0
0 5
0 0 1 1
0 0
00 0
0 7
0 1
02 0
0 13
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 35 3 0 7 55 0 0 4 0 5 0 0 0 0 109 682 0 0 0 0 7:15 AM 0 0 34 0 1 9 89 0 0 3 0 13 0 0 0 0 149 817 0 0 0 0 7:30 AM 0 0 44 3 0 8 105 0 0 5 0 18 0 0 0 0 183 935 0 0 1 0 7:45 AM 0 0 62 0 0 7 145 0 0 15 0 12 0 0 0 0 241 1,037 4 0 0 0 8:00 AM 0 0 62 9 2 9 124 0 0 13 0 25 0 0 0 0 244 1,081 2 0 0 0 8:15 AM 0 0 65 8 1 8 151 0 0 8 0 26 0 0 0 0 267 1,148 0 0 1 0 8:30 AM 0 0 63 3 0 6 178 0 0 16 0 19 0 0 0 0 285 1,207 1 0 1 0 8:45 AM 0 0 67 4 1 12 166 0 0 15 0 20 0 0 0 0 285 1,196 0 0 3 0 9:00 AM 0 0 80 3 0 9 187 0 0 17 0 15 0 0 0 0 311 1,152 0 0 0 0 9:15 AM 0 0 76 7 1 13 182 0 0 18 0 29 0 0 0 0 326 1 0 1 0 9:30 AM 0 0 55 9 2 5 173 0 0 16 0 14 0 0 0 0 274 2 0 0 0 9:45 AM 0 0 64 4 0 8 129 0 0 13 0 23 0 0 0 0 241 1 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 2 0 0 1 0 0 0 0 0 0 0 0 0 0 3
Lights 0 0 279 17 2 38 702 0 0 66 0 83 0 0 0 0 1,187
Mediums 0 0 5 0 0 1 11 0 0 0 0 0 0 0 0 0 17
Total 0 0 286 17 2 40 713 0 66 0 83 0 0 0 1,207 0 0
MIDDLEFIELD RD MIDDLEFIELD RD SR237 WB ON RAMP SR237 WB ON RAMP (303) 216-2439
www.alltrafficdata.net
Location: 11 SR237 WB ON RAMP & MIDDLEFIELD RD AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:30 AM - 09:30 AM
Peak 15-Minutes: 09:15 AM - 09:30 AM
412 0
699
400
320 0
369
760
0.96 N
S
EW
0.91 0.87
0.00 0.88
(1,128) ()
(1,732)
(1,049)
(1,781)
(921)
(951) () 210098
0 550
143
73 296
0 6
0 104
0000 MIDDLEFIELD RD MIDDLEFIELD RD SR237 WB ON RAMP
SR237 WB ON RAMP
10 0
6 0 N
S
EW
0 0
0 6
1 9 0 0
0 0
10 0
0 6
0 0
00 1
0 11
0 0 N
S
W E
0 0
0 1 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 33 7 0 16 29 0 0 0 0 0 0 16 19 33 153 1,029 0 0 0 0 7:15 AM 0 0 36 10 0 32 54 0 0 0 0 0 0 21 31 43 227 1,182 0 0 0 1 7:30 AM 0 0 42 15 1 76 68 0 0 0 0 0 0 21 35 43 301 1,270 0 0 0 0 7:45 AM 0 0 64 11 0 68 104 0 0 0 0 0 0 20 31 50 348 1,310 0 0 0 3 8:00 AM 0 0 77 17 1 30 104 0 0 0 0 0 0 20 20 37 306 1,331 0 0 0 1 8:15 AM 0 0 68 21 1 24 129 0 0 0 0 0 0 23 24 25 315 1,409 0 0 1 1 8:30 AM 0 0 68 16 2 36 130 0 0 0 0 0 0 15 20 54 341 1,480 0 0 3 4 8:45 AM 0 0 70 19 1 36 125 0 0 0 0 0 0 25 37 56 369 1,477 0 0 2 1 9:00 AM 0 0 75 16 2 42 157 0 0 0 0 0 0 32 20 40 384 1,421 0 0 0 1 9:15 AM 0 0 83 22 1 29 138 0 0 0 0 0 0 26 27 60 386 0 0 1 4 9:30 AM 0 0 59 9 3 39 122 0 0 0 0 0 0 34 30 42 338 0 0 0 4 9:45 AM 0 0 66 17 2 27 103 0 0 0 0 0 0 41 22 35 313 0 0 0 1 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 2
Lights 0 0 292 70 139 545 0 6 0 0 0 0 95 99 200 0 1,446 Mediums 0 0 3 3 0 4 5 0 0 0 0 0 3 5 9 0 32
Total 0 0 296 73 143 550 0 6 0 0 0 0 98 104 210 1,480 0 MIDDLEFIELD RD MIDDLEFIELD RD SR237 EB OFF RAMP SR237 EB OFF RAMP (303) 216-2439
www.alltrafficdata.net
Location: 12 SR237 EB OFF RAMP & MIDDLEFIELD RD AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:45 AM - 09:45 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
0 545
601
455
0 685
407
693
0.97 N
S
EW
0.00 0.93
0.86 0.93
() (1,311)
(1,497)
(1,199)
(1,708)
(1,030)
() (1,691)
000
118
483
0 0
261
146
0 0 0
0210 281 194 MIDDLEFIELD RD MIDDLEFIELD RD SR237 EB OFF RAMP SR237 EB OFF RAMP
9 3
0 0 N
S
EW
3 0
0 0
2 7 0 0
0 0
00 0
1 5
0 0
00 0
2 6
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 13 26 0 0 0 29 11 0 16 24 28 0 0 0 0 147 1,014 0 0 0 0 7:15 AM 0 22 37 0 0 0 55 11 0 30 36 43 0 0 0 0 234 1,212 0 0 0 1 7:30 AM 0 26 41 0 0 0 115 14 0 27 37 35 0 0 0 0 295 1,374 0 0 0 0 7:45 AM 1 32 42 0 0 0 125 19 0 32 43 44 0 0 0 0 338 1,473 0 0 0 5 8:00 AM 0 28 62 0 0 0 94 23 0 38 48 52 0 0 0 0 345 1,573 0 0 0 1 8:15 AM 0 48 57 0 0 0 104 24 0 47 68 48 0 0 0 0 396 1,651 0 1 0 1 8:30 AM 0 27 52 0 0 0 136 29 0 33 57 60 0 0 0 0 394 1,684 0 0 1 3 8:45 AM 0 35 63 0 0 0 108 33 0 57 76 66 0 0 0 0 438 1,693 0 3 0 2 9:00 AM 0 33 72 0 0 0 138 26 0 50 64 40 0 0 0 0 423 1,631 0 0 0 1 9:15 AM 0 52 60 0 0 0 115 28 0 55 72 47 0 0 0 0 429 0 0 0 3 9:30 AM 0 26 66 0 0 0 122 31 0 48 69 41 0 0 0 0 403 0 0 0 3 9:45 AM 0 40 69 0 0 0 88 19 0 45 67 48 0 0 0 0 376 0 0 0 1 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Lights 0 143 257 0 0 0 473 116 0 209 273 190 0 0 0 0 1,661 Mediums 0 3 3 0 0 0 10 2 0 1 8 4 0 0 0 0 31
Total 0 146 261 0 0 0 483 118 210 281 194 0 0 0 1,693 0 0
CENTRAL EXPY CENTRAL EXPY MARY AVE MARY AVE
(303) 216-2439
www.alltrafficdata.net
Location: 13 MARY AVE & CENTRAL EXPY AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
224 409
2,322
1,178
614 875
981
2,201
0.96 N
S
EW
0.87 0.93
0.82 0.92
(967) (912)
(4,856)
(3,018)
(4,910)
(2,391)
(1,439) (2,065) 79362
183
1,766
371
162
753
64 2
2 80
1354 159 361 CENTRAL EXPY CENTRAL EXPY MARY AVE
MARY AVE
2 6
1 2 N
S
EW
6 0
0 1
0 2 2 0
0 0
00 9
2 2
0 4
80 0
0 0
0 0 N
S
W E
0 0
0 0 00 09
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 80 15 1 39 203 10 0 45 14 38 0 4 8 18 475 2,934 0 2 0 0 7:15 AM 0 3 94 23 1 38 295 12 0 26 13 40 0 6 10 16 577 3,552 0 2 0 0 7:30 AM 0 4 117 22 0 65 450 21 0 79 22 72 0 11 23 21 907 4,101 0 0 0 1 7:45 AM 1 14 137 37 1 99 458 32 0 54 23 68 0 10 25 16 975 4,232 2 0 1 0 8:00 AM 2 10 194 36 1 101 484 39 0 71 26 71 0 12 30 16 1,093 4,402 0 5 1 0 8:15 AM 0 19 181 49 0 119 393 37 0 111 55 108 0 19 24 11 1,126 4,026 0 0 0 0 8:30 AM 0 17 169 36 0 87 389 50 1 100 45 95 0 17 9 23 1,038 3,721 2 0 0 1 8:45 AM 0 18 209 41 1 64 500 57 0 72 33 87 3 14 17 29 1,145 3,404 0 1 0 1 9:00 AM 2 21 132 44 2 23 115 25 0 85 39 64 0 81 50 34 717 2,943 2 1 1 0 9:15 AM 1 30 179 40 1 32 185 20 0 67 49 70 0 69 47 31 821 1 2 3 1 9:30 AM 1 26 148 37 2 27 152 19 0 66 40 59 0 68 43 33 721 4 2 2 1 9:45 AM 1 16 157 28 2 19 165 20 0 56 30 71 0 55 31 33 684 0 1 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 2 0 0 2 3 0 0 0 0 0 0 0 0 0 7
Lights 2 64 741 160 360 1,741 183 2 1 351 156 354 59 79 78 3 4,334 Mediums 0 0 10 2 0 9 22 0 0 3 3 7 3 1 1 0 61
Total 2 64 753 162 371 1,766 183 354 159 361 62 80 79 4,402 2 1 3
CENTRAL EXPY CENTRAL EXPY FERGUSON DR FERGUSON DR
(303) 216-2439
www.alltrafficdata.net
Location: 14 FERGUSON DR & CENTRAL EXPY AM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
117 80
1,441
763
0 0
792
1,507
0.96 N
S
EW
0.87 0.94
0.00 0.92
(300) (196)
(4,070)
(1,917)
(4,238)
(1,981)
() () 85032
20 1,421
0 0
731
60 0
1 0
0000 CENTRAL EXPY CENTRAL EXPY FERGUSON DR
FERGUSON DR
0 0
0 0 N
S
EW
0 0
0 0
0 0 0 0
0 0
00 0
0 0
0 0
00 0
1 3
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 2 58 0 0 0 208 4 0 0 0 0 0 7 0 7 286 1,831 0 0 0 0 7:15 AM 0 3 79 0 0 0 286 1 0 0 0 0 0 2 0 15 386 2,129 0 0 0 0 7:30 AM 0 5 102 0 0 0 421 0 0 0 0 0 0 5 0 15 548 2,334 0 0 0 0 7:45 AM 1 10 152 0 0 0 403 13 0 0 0 0 0 7 0 25 611 2,349 0 0 0 0 8:00 AM 0 9 156 0 0 0 380 3 0 0 0 0 0 8 0 28 584 2,350 0 0 0 0 8:15 AM 1 16 180 0 0 0 360 4 0 0 0 0 0 9 0 21 591 2,298 0 0 0 0 8:30 AM 0 18 192 0 0 0 320 6 0 0 0 0 0 8 0 19 563 2,326 0 0 0 0 8:45 AM 0 17 203 0 0 0 361 7 0 0 0 0 0 7 0 17 612 2,295 0 0 0 0 9:00 AM 1 15 174 0 0 0 310 3 0 0 0 0 0 10 0 19 532 2,170 0 0 0 0 9:15 AM 0 19 211 0 0 0 361 3 0 0 0 0 0 6 0 19 619 0 0 0 0 9:30 AM 1 21 174 0 0 0 314 6 0 0 0 0 0 5 0 11 532 0 0 0 0 9:45 AM 0 7 154 0 0 0 292 4 0 0 0 0 0 8 0 22 487 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2
Lights 1 59 723 0 0 0 1,396 20 0 0 0 0 32 0 85 0 2,316
Mediums 0 1 7 0 0 0 24 0 0 0 0 0 0 0 0 0 32
Total 1 60 731 0 0 0 1,421 20 0 0 0 0 32 0 85 2,350 0
MIDDLEFIELD RD MIDDLEFIELD RD BERNARDO AVE BERNARDO AVE (303) 216-2439
www.alltrafficdata.net
Location: 1 BERNARDO AVE & MIDDLEFIELD RD AM
Date: Tuesday, April 4, 2023
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 08:45 AM - 09:45 AM
Peak 15-Minutes: 09:00 AM - 09:15 AM
19 202
585
275
204 51
576
550
0.92 N
S
EW
0.81 0.92
0.65 0.89
(51) (409)
(1,390)
(730)
(1,352)
(1,347)
(406) (109)
5011
41 518
15 186
249
141
11 0 3
027204 MIDDLEFIELD RD MIDDLEFIELD RD BERNARDO AVE
BERNARDO AVE
11 2
1 2 N
S
EW
1 1
0 1
7 4 2 0
0 1
00 0
1 3
1 0
00 0
0 0
1 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 2 8 31 16 1 1 41 1 0 2 1 1 0 2 0 0 107 646 0 0 0 0 7:15 AM 1 11 28 20 0 1 58 1 0 5 1 1 0 0 0 1 128 788 0 0 0 0 7:30 AM 0 18 46 15 1 0 110 2 0 2 1 0 0 3 0 1 199 907 0 0 0 2 7:45 AM 0 10 73 19 3 1 97 4 0 1 0 0 0 2 0 2 212 975 0 1 0 1 8:00 AM 0 26 67 24 2 3 108 8 0 4 2 0 0 2 0 3 249 1,085 0 1 0 1 8:15 AM 0 24 68 26 0 5 105 5 0 6 5 0 0 1 0 2 247 1,169 2 0 0 3 8:30 AM 0 29 59 27 0 4 121 6 0 12 2 2 0 2 1 2 267 1,205 0 0 1 1 8:45 AM 0 34 64 55 5 3 143 8 0 5 3 1 0 1 0 0 322 1,231 0 2 0 2 9:00 AM 0 42 61 58 2 6 138 13 0 4 5 0 0 3 1 0 333 1,166 0 0 0 0 9:15 AM 0 31 61 33 2 3 122 10 0 6 6 1 0 3 2 3 283 1 0 1 5 9:30 AM 0 34 63 40 2 3 115 10 0 12 6 2 0 4 0 2 293 1 0 0 4 9:45 AM 1 33 55 34 0 3 106 7 0 5 2 3 0 2 2 4 257 1 0 0 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 4 0 0 1 0 0 0 0 0 0 5
Lights 0 141 242 181 11 15 501 41 0 22 20 2 11 3 5 0 1,195 Mediums 0 0 7 5 0 0 13 0 0 4 0 2 0 0 0 0 31
Total 0 141 249 186 11 15 518 41 27 20 4 11 3 5 1,231 0 0
MANILA AVE MANILA AVE ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 1 ELLIS ST & MANILA AVE PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 04:30 PM - 05:30 PM
Peak 15-Minutes: 04:30 PM - 04:45 PM
184 23
140
68 320 87
0 0
0.87 N
S
EW
0.72 0.71
0.90 0.00
(300) (45)
(367)
(232)
()
()
(662) (272)
040
1 0
139
0 0
0 0
0 180
102264 MANILA AVE MANILA AVE ELLIS ST
ELLIS ST
3 0
0 4 N
S
EW
0 0
0 0
2 1 3 1
0 0
00 0
0 0
23 0
04 0
0 0
0 1 N
S
W E
0 0
0 0 10 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 0 0 0 31 0 0 0 0 8 16 0 1 49 0 105 390 0 0 0 0 4:15 PM 0 0 0 0 0 30 0 0 0 0 5 15 0 0 27 0 77 379 1 0 0 1 4:30 PM 0 0 0 0 0 35 0 0 0 0 5 14 0 2 62 0 118 411 2 0 0 2 4:45 PM 0 0 0 0 0 28 0 1 0 0 9 17 0 0 35 0 90 378 1 0 0 1 5:00 PM 0 0 0 0 0 24 0 0 1 0 4 15 0 0 50 0 94 361 1 0 0 0 5:15 PM 0 0 0 0 0 52 0 0 0 0 4 18 0 2 33 0 109 306 0 0 0 0 5:30 PM 0 0 0 0 0 34 0 0 0 0 3 23 0 1 24 0 85 258 0 0 0 0 5:45 PM 0 0 0 0 0 34 0 0 0 0 3 23 0 0 13 0 73 217 0 0 0 0 6:00 PM 0 0 0 0 0 27 0 0 0 0 2 10 0 0 0 0 39 188 0 0 0 0 6:15 PM 0 0 0 0 0 34 0 0 1 0 1 25 0 0 0 0 61 0 0 0 0
6:30 PM 0 0 0 0 0 20 0 0 0 0 0 23 0 0 1 0 44 0 0 0 0
6:45 PM 0 0 0 0 0 17 0 0 0 0 0 27 0 0 0 0 44 1 0 0 1
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 0 0 0 129 0 1 0 1 0 22 47 4 178 0 0 382
Mediums 0 0 0 0 0 10 0 0 0 0 0 17 0 2 0 0 29
Total 0 0 0 0 139 0 1 0 1 0 22 64 4 180 0 411 0
US101 NB RAMPS US101 NB RAMPS ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 2 ELLIS ST & US101 NB RAMPS PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 04:30 PM - 05:30 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
327 93
135
0 336 254
0 287
0.88 N
S
EW
0.87 0.99
0.90 0.00
(677) (269)
(383)
()
(756)
()
(766) (731) 1120
0 14
0 121
0 0
0 0
0 215
0175 790 US101 NB RAMPS US101 NB RAMPS ELLIS ST
ELLIS ST
0 0
0 3 N
S
EW
0 0
0 0
0 0 3 0
0 0120
0 0
0 0 0
00 0
0 0
0 3 N
S
W E
0 0
0 0 30 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 0 0 0 21 0 2 0 38 22 0 0 0 49 33 165 653 0 0 0 0 4:15 PM 0 0 0 0 0 29 0 1 0 35 17 0 0 0 37 20 139 652 1 0 0 0 4:30 PM 0 0 0 0 0 33 0 1 0 42 19 0 0 0 53 41 189 716 2 0 0 0 4:45 PM 0 0 0 0 0 29 0 7 0 37 21 0 0 0 48 18 160 688 0 0 0 0 5:00 PM 0 0 0 0 0 25 0 3 0 44 17 0 0 0 58 17 164 675 0 0 0 0 5:15 PM 0 0 0 0 0 34 0 3 0 52 22 0 0 0 56 36 203 633 1 0 0 0 5:30 PM 0 0 0 0 0 34 0 3 0 49 20 0 0 0 32 23 161 548 0 0 0 0 5:45 PM 0 0 0 0 0 32 0 3 0 40 23 0 0 0 27 22 147 503 0 0 0 0 6:00 PM 0 0 0 0 0 36 0 1 0 42 9 0 0 0 17 17 122 463 0 0 0 0 6:15 PM 0 0 0 0 0 20 0 1 0 36 28 0 0 0 16 17 118 0 0 0 0 6:30 PM 0 0 0 0 0 30 0 0 0 41 22 0 0 0 8 15 116 0 0 0 0 6:45 PM 0 0 0 0 0 32 1 2 0 33 22 0 0 0 10 7 107 1 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 4
Lights 0 0 0 0 117 0 13 0 0 167 58 0 0 209 107 0 671
Mediums 0 0 0 0 0 4 0 1 0 8 17 0 0 6 5 0 41
Total 0 0 0 0 121 0 14 175 79 0 0 215 112 716 0 0 0
US101 SB RAMPS US101 SB RAMPS ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 3 ELLIS ST & US101 SB RAMPS PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 04:30 PM - 05:30 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
328 256
0 323
306 431
126
0 0.90
N
S
EW
0.91 0.00
0.88 0.79
(759) (738)
()
(761)
(1)
(412)
(836) (1,165)
00 108
0 0
0 86
0 40
0 0 220
00216 215 US101 SB RAMPS US101 SB RAMPS ELLIS ST
ELLIS ST
0 0
0 5 N
S
EW
0 0
0 0
0 0 4 1
0 0200
0 0
0 0 0
30 0
0 0
0 1 N
S
W E
0 0
0 0 10 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 11 0 19 0 0 0 0 0 0 49 55 0 22 44 1 201 809 0 0 0 0 4:15 PM 0 13 0 16 0 0 0 0 0 0 43 55 0 17 48 0 192 854 0 0 0 0 4:30 PM 0 8 0 22 0 0 0 0 0 0 52 48 0 41 49 0 220 885 2 0 0 0 4:45 PM 0 9 0 20 0 0 0 0 0 0 46 48 0 17 56 0 196 879 1 0 0 0 5:00 PM 0 12 0 23 0 0 0 0 0 0 54 73 0 30 54 0 246 873 1 0 0 0 5:15 PM 0 11 0 21 0 0 0 0 0 0 64 46 0 20 61 0 223 804 1 0 0 0 5:30 PM 0 11 0 19 0 0 0 0 0 0 56 54 0 10 64 0 214 744 0 0 0 0 5:45 PM 0 15 0 21 0 0 0 0 0 0 49 51 0 8 46 0 190 695 0 0 0 0 6:00 PM 0 8 0 26 0 0 0 0 0 0 45 46 0 5 47 0 177 654 0 0 0 0 6:15 PM 0 20 0 31 0 0 0 0 0 0 38 33 0 4 37 0 163 0 0 0 0 6:30 PM 0 18 0 16 0 0 0 0 0 0 50 43 0 1 37 0 165 1 0 0 0 6:45 PM 0 20 0 22 0 0 0 0 0 0 36 31 0 3 37 0 149 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 28 0 83 0 0 0 0 0 0 202 212 106 213 0 0 844
Mediums 0 12 0 3 0 0 0 0 0 0 14 3 2 7 0 0 41
Total 0 40 0 86 0 0 0 0 0 0 216 215 108 220 0 885 0
FAIRCHILD DR FAIRCHILD DR ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 4 ELLIS ST & FAIRCHILD DR PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
303 448
106
24 201 294
109
139
0.95 N
S
EW
0.93 0.70
0.89 0.85
(838) (1,167)
(287)
(66)
(400)
(294)
(525) (739) 108115
82 16
8 14
1 94
0 0 179
0152718
FAIRCHILD DR FAIRCHILD DR ELLIS ST
ELLIS ST
0 0
4 1 N
S
EW
0 0
1 3
0 0 1 0
0 245
0 0
0 0
0 0
01 0
4 1
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 21 1 1 0 0 0 14 0 2 70 4 1 1 35 27 177 712 0 0 0 0 4:15 PM 0 18 3 3 0 0 1 20 0 0 61 1 0 5 39 20 171 749 0 0 0 0 4:30 PM 0 15 0 3 0 2 2 23 0 2 60 1 0 2 40 28 178 783 1 0 0 0 4:45 PM 0 28 3 4 0 3 4 12 0 1 52 2 0 1 43 33 186 811 0 0 0 0 5:00 PM 0 23 1 4 0 2 4 23 0 4 78 1 1 4 49 20 214 812 0 0 3 0 5:15 PM 0 22 0 3 0 3 0 20 0 3 67 3 0 2 51 31 205 781 1 0 1 0 5:30 PM 0 25 0 6 0 1 4 18 0 3 71 2 0 2 47 27 206 728 0 0 0 0 5:45 PM 0 24 0 1 0 2 8 21 0 5 55 2 0 7 32 30 187 683 0 0 0 0 6:00 PM 0 17 0 5 0 3 9 31 0 1 42 1 0 4 32 38 183 634 0 0 0 0 6:15 PM 0 18 0 3 0 1 1 18 0 2 39 1 0 2 37 30 152 0 0 0 0 6:30 PM 0 16 2 3 0 3 0 17 0 3 59 1 0 6 25 26 161 0 0 0 0 6:45 PM 0 20 0 1 0 2 4 11 0 3 36 1 0 0 36 24 138 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 94 1 14 0 8 13 82 0 15 260 8 15 176 107 1 794
Mediums 0 0 0 0 0 0 3 0 0 0 11 0 0 3 1 0 18
Total 0 94 1 14 0 8 16 82 15 271 8 15 179 108 812 0 1
MAUDE AVE MAUDE AVE SR237 RAMPS SR237 RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 6 SR237 RAMPS & MAUDE AVE PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
233 480
355
329
401 536
158
72 0.90
N
S
EW
0.83 0.87
0.94 0.73
(586) (1,268)
(921)
(766)
(183)
(401)
(988) (1,297) 315910
147
31 177
59 45
54 0
0 133 3210269 225 MAUDE AVE MAUDE AVE SR237 RAMPS
SR237 RAMPS
0 0
0 0 N
S
EW
0 0
0 0
0 0 0 0
0 0
00 0
0 4
0 0
00 0
0 7
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 15 10 5 0 34 5 33 4 5 44 44 3 5 27 3 237 1,054 0 0 0 0 4:15 PM 0 13 13 7 0 45 8 34 5 2 50 44 0 8 27 5 261 1,172 0 0 0 0 4:30 PM 0 16 10 7 0 37 4 41 9 0 54 42 5 6 39 6 276 1,236 0 0 0 0 4:45 PM 0 13 13 9 0 38 10 42 9 2 57 45 0 11 23 8 280 1,262 0 0 0 0 5:00 PM 0 22 16 19 0 38 7 61 8 4 79 51 4 18 21 7 355 1,282 0 0 0 0 5:15 PM 0 11 14 15 0 51 7 29 5 2 55 75 2 16 36 7 325 1,216 0 0 0 0 5:30 PM 0 15 10 10 0 49 10 25 10 3 72 46 0 13 33 6 302 1,120 0 0 0 0 5:45 PM 0 6 5 15 0 39 7 32 9 1 63 53 4 12 43 11 300 1,016 0 0 0 0 6:00 PM 0 14 11 20 0 40 10 30 4 1 72 40 4 7 26 10 289 869 0 0 0 0 6:15 PM 0 9 10 5 0 34 4 26 3 0 56 22 4 18 33 5 229 0 0 0 0 6:30 PM 0 14 6 8 0 17 3 29 1 0 56 30 3 4 25 2 198 0 0 0 0 6:45 PM 0 5 6 4 0 22 8 12 1 2 32 25 2 7 19 8 153 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2
Lights 0 54 43 59 174 29 141 0 32 10 267 225 57 130 30 10 1,261 Mediums 0 0 2 0 0 3 2 6 0 0 2 0 2 1 1 0 19
Total 0 54 45 59 177 31 147 10 269 225 59 133 31 1,282 0 32 10
MIDDLEFIELD RD MIDDLEFIELD RD WHISMAN RD WHISMAN RD
(303) 216-2439
www.alltrafficdata.net
Location: 7 WHISMAN RD & MIDDLEFIELD RD PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
155 139
357
371
343 200
480
339
0.96 N
S
EW
0.81 0.93
0.96 0.94
(437) (381)
(839)
(874)
(818)
(1,179)
(846) (464) 29234
32 218
101
149
264
40 6
27 90
3656567 MIDDLEFIELD RD MIDDLEFIELD RD WHISMAN RD WHISMAN RD 8 5
2 18
N
S
EW
2 3
2 0
6 2 11 7
0 3
50 0
0 0
0 0
60 1
0 6
0 0 N
S
W E
0 0
0 1 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 1 6 52 23 1 12 31 7 1 16 16 7 1 12 19 3 208 961 6 0 1 1 4:15 PM 7 6 57 29 0 10 31 7 0 15 12 10 0 9 17 5 215 1,025 3 0 0 5 4:30 PM 4 7 67 27 2 16 44 11 1 15 10 11 0 7 22 8 252 1,111 3 1 2 2 4:45 PM 7 4 53 40 3 25 64 5 0 10 17 9 0 6 30 13 286 1,170 5 3 0 0 5:00 PM 4 8 65 35 2 25 41 5 0 13 16 23 1 12 19 3 272 1,192 4 2 0 1 5:15 PM 7 10 61 40 2 23 62 11 1 17 17 17 1 9 18 5 301 1,142 7 2 0 5 5:30 PM 10 9 66 42 2 31 59 4 2 19 15 14 0 7 23 8 311 1,044 6 1 2 2 5:45 PM 6 13 72 32 0 22 56 12 0 16 17 13 0 6 30 13 308 901 1 0 0 0 6:00 PM 5 6 43 42 0 10 36 6 0 7 20 9 0 6 26 6 222 766 3 2 1 1 6:15 PM 4 10 40 26 0 14 42 12 0 11 12 2 0 4 21 5 203 4 0 1 1 6:30 PM 4 10 34 17 0 8 27 12 0 8 15 5 0 6 16 6 168 3 4 1 3 6:45 PM 5 10 33 20 0 10 24 12 1 10 8 6 0 9 20 5 173 0 0 0 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 27 40 259 146 100 214 32 6 3 63 64 66 33 89 28 2 1,172 Mediums 0 0 5 3 0 1 4 0 0 2 1 1 1 1 1 0 20
Total 27 40 264 149 101 218 32 65 65 67 34 90 29 1,192 6 3 2
MIDDLEFIELD RD MIDDLEFIELD RD ELLIS ST ELLIS ST
(303) 216-2439
www.alltrafficdata.net
Location: 8 ELLIS ST & MIDDLEFIELD RD PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
262 180
344
489
1 0
394
330
0.95 N
S
EW
0.93 0.89
0.00 0.85
(643) (459)
(849)
(1,208)
(786)
(962)
(1) () 920 170
106
238
0 1
319
74 0
0 0
0000 MIDDLEFIELD RD MIDDLEFIELD RD ELLIS ST
ELLIS ST
4 0
0 4 N
S
EW
0 0
0 0
1 3 2 2
1 0
00 0
0 9
0 0
00 0
0 1
0 0 N
S
W E
1 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 16 62 0 0 0 34 20 0 0 0 0 0 37 0 10 179 796 0 2 0 0 4:15 PM 0 13 73 0 0 0 31 29 0 0 0 0 0 28 0 21 195 881 0 0 0 0 4:30 PM 1 12 68 0 0 0 50 24 0 0 0 0 0 27 0 17 199 944 1 0 0 0 4:45 PM 0 15 62 0 0 0 54 22 0 0 0 0 0 41 0 29 223 999 0 1 0 2 5:00 PM 0 30 86 0 0 0 46 27 0 0 0 0 0 54 0 21 264 1,000 0 0 0 2 5:15 PM 0 17 77 0 0 0 67 30 0 0 0 0 0 41 0 26 258 932 1 0 0 0 5:30 PM 0 18 83 1 0 0 60 25 0 0 0 0 0 41 0 26 254 842 0 0 0 2 5:45 PM 0 9 73 0 0 0 65 24 0 0 0 0 0 34 0 19 224 742 3 0 0 0 6:00 PM 0 12 82 0 0 0 38 21 0 0 0 0 0 32 0 11 196 658 0 0 0 0 6:15 PM 0 3 48 0 0 0 48 23 0 0 0 0 0 27 0 19 168 0 0 0 0 6:30 PM 0 15 38 0 0 0 31 29 0 0 0 0 0 25 0 16 154 0 0 0 0 6:45 PM 0 4 44 0 0 0 30 21 0 0 0 0 0 25 0 16 140 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 74 314 0 0 0 234 100 0 0 0 0 167 0 92 0 981
Mediums 0 0 5 1 0 0 4 6 0 0 0 0 3 0 0 0 19
Total 0 74 319 1 0 0 238 106 0 0 0 0 170 0 92 1,000 0
MIDDLEFIELD RD MIDDLEFIELD RD LOGUE AVE LOGUE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 9 LOGUE AVE & MIDDLEFIELD RD PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
104 38
291
520
2 3
503
341
0.93 N
S
EW
0.74 0.88
0.67 0.88
(251) (127)
(739)
(1,249)
(852)
(1,235)
(10) (13) 75029
10 266
2 0
475
28 13
0 0
0003 MIDDLEFIELD RD MIDDLEFIELD RD LOGUE AVE
LOGUE AVE
8 1
5 2 N
S
EW
0 1
3 2
7 1 0 2
1 2
00 0
0 6
0 0
00 0
0 1
0 1 N
S
W E
1 0
0 0 10 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 9 86 0 2 0 36 2 0 0 0 0 0 5 0 19 159 720 1 0 2 0 4:15 PM 0 8 98 0 5 1 45 6 0 0 0 2 0 3 0 14 182 802 0 0 1 2 4:30 PM 0 15 80 0 3 2 55 2 0 1 0 2 0 3 0 17 180 850 0 1 0 3 4:45 PM 0 11 97 1 3 0 59 6 0 0 0 2 0 5 0 15 199 900 2 0 0 1 5:00 PM 0 3 140 0 6 0 55 1 0 0 0 0 0 13 0 23 241 901 1 0 2 3 5:15 PM 0 10 105 0 4 2 74 3 0 0 0 3 0 5 0 24 230 850 0 1 0 0 5:30 PM 0 4 127 0 3 0 70 4 0 0 0 0 0 6 0 16 230 777 1 0 1 4 5:45 PM 0 11 103 0 0 0 67 2 0 0 0 0 0 5 0 12 200 685 0 0 2 1 6:00 PM 0 5 106 0 2 2 45 3 0 1 0 1 0 10 0 15 190 617 0 0 2 0 6:15 PM 0 7 68 0 1 0 57 2 0 0 0 1 0 4 0 17 157 0 0 0 0
6:30 PM 0 3 65 0 1 0 51 4 0 0 0 0 0 2 0 12 138 1 0 0 0
6:45 PM 0 5 68 0 2 2 48 1 0 0 0 0 0 2 0 4 132 0 0 0 3
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 21 471 0 13 2 261 9 0 0 0 3 29 0 71 0 880
Mediums 0 7 4 0 0 0 5 1 0 0 0 0 0 0 4 0 21
Total 0 28 475 0 13 2 266 10 0 0 0 3 29 0 75 901 0
MIDDLEFIELD RD MIDDLEFIELD RD FERGUSON DR FERGUSON DR
(303) 216-2439
www.alltrafficdata.net
Location: 10 FERGUSON DR & MIDDLEFIELD RD PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
0 0
343
555
129 96
517
272
0.94 N
S
EW
0.00 0.89
0.92 0.81
() ()
(856)
(1,335)
(673)
(1,239)
(332) (245)
000
0 254
83 46
471
0 6
0 0
018078 MIDDLEFIELD RD MIDDLEFIELD RD FERGUSON DR
FERGUSON DR
0 0
0 2 N
S
EW
0 0
0 0
0 0 1 1
0 0
00 0
0 2
0 0
00 0
0 2
1 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 85 5 0 14 33 0 0 2 0 12 0 0 0 0 151 704 1 0 0 0 4:15 PM 0 0 103 4 0 10 41 0 0 4 0 18 0 0 0 0 180 806 0 0 0 0 4:30 PM 0 0 78 8 1 20 57 0 0 5 0 14 0 0 0 0 183 860 0 0 1 0 4:45 PM 0 0 96 9 0 14 57 0 0 1 0 13 0 0 0 0 190 921 2 0 0 0 5:00 PM 0 0 152 9 0 14 58 0 0 1 0 19 0 0 0 0 253 956 1 0 0 0 5:15 PM 0 0 109 11 1 20 69 0 0 5 0 19 0 0 0 0 234 912 0 0 0 0 5:30 PM 0 0 117 16 3 24 58 0 0 7 0 19 0 0 0 0 244 841 0 0 0 0 5:45 PM 0 0 93 10 2 25 69 0 0 5 0 21 0 0 0 0 225 753 1 0 0 0 6:00 PM 0 0 106 14 1 27 43 0 0 5 0 13 0 0 0 0 209 680 0 0 0 0 6:15 PM 0 0 66 8 1 15 50 0 0 5 0 18 0 0 0 0 163 1 0 0 0 6:30 PM 0 0 63 5 1 20 46 0 0 6 0 15 0 0 0 0 156 0 0 0 0 6:45 PM 0 0 61 11 0 19 43 0 0 3 0 15 0 0 0 0 152 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 0 469 46 6 83 249 0 0 18 0 78 0 0 0 0 949
Mediums 0 0 2 0 0 0 5 0 0 0 0 0 0 0 0 0 7
Total 0 0 471 46 6 83 254 0 18 0 78 0 0 0 956 0 0
MIDDLEFIELD RD MIDDLEFIELD RD SR237 WB ON RAMP SR237 WB ON RAMP (303) 216-2439
www.alltrafficdata.net
Location: 11 SR237 WB ON RAMP & MIDDLEFIELD RD PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
494 0
370
554
532 0
555
333
0.95 N
S
EW
0.89 0.92
0.00 0.82
(1,164) ()
(1,037)
(1,331)
(854)
(1,327)
(1,343) () 1220 128
0 211
159
129
426
0 0
0 244
0000 MIDDLEFIELD RD MIDDLEFIELD RD SR237 WB ON RAMP
SR237 WB ON RAMP
9 0
1 1 N
S
EW
0 0
1 0
6 3 0 1
0 1
00 0
0 8
0 0
00 0
0 2
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 75 24 0 38 30 0 0 0 0 0 0 29 34 16 246 1,120 0 0 0 0 4:15 PM 0 0 82 34 0 39 32 0 0 0 0 0 0 20 55 20 282 1,224 0 0 0 1 4:30 PM 0 0 67 23 1 53 41 0 0 0 0 0 0 24 47 37 293 1,297 0 0 1 1 4:45 PM 0 0 98 21 0 44 46 0 0 0 0 0 0 17 42 31 299 1,376 0 0 0 1 5:00 PM 0 0 126 43 0 36 40 0 0 0 0 0 0 22 59 24 350 1,419 0 0 0 3 5:15 PM 0 0 96 31 0 50 53 0 0 0 0 0 0 34 55 36 355 1,373 0 0 0 1 5:30 PM 0 0 104 36 0 41 53 0 0 0 0 0 0 35 69 34 372 1,278 1 0 1 3 5:45 PM 0 0 100 19 0 32 65 0 0 0 0 0 0 37 61 28 342 1,137 0 0 0 2 6:00 PM 0 0 104 17 0 41 44 0 0 0 0 0 0 22 51 25 304 989 0 0 1 0 6:15 PM 0 0 65 17 1 43 48 0 0 0 0 0 0 25 40 21 260 0 0 0 1 6:30 PM 0 0 59 18 0 53 44 0 0 0 0 0 0 20 14 23 231 0 0 2 0 6:45 PM 0 0 51 17 2 16 51 0 0 0 0 0 0 15 30 12 194 0 0 0 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2
Lights 0 0 423 128 159 208 0 0 0 0 0 0 126 243 119 0 1,406 Mediums 0 0 3 1 0 0 3 0 0 0 0 0 0 1 3 0 11
Total 0 0 426 129 159 211 0 0 0 0 0 0 128 244 122 1,419 0 MIDDLEFIELD RD MIDDLEFIELD RD SR237 EB OFF RAMP SR237 EB OFF RAMP (303) 216-2439
www.alltrafficdata.net
Location: 12 SR237 EB OFF RAMP & MIDDLEFIELD RD PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
0 481
416
532
0 434
533
370
0.92 N
S
EW
0.00 0.88
0.83 0.96
() (1,185)
(1,163)
(1,377)
(1,033)
(1,318)
() (1,114)
000
128
288
0 0
339
194
0 0 0
082159 193 MIDDLEFIELD RD MIDDLEFIELD RD SR237 EB OFF RAMP SR237 EB OFF RAMP
10 1
0 0 N
S
EW
1 0
0 0
6 4 0 0
1 0
00 0
1 6
0 0
00 0
0 0
0 0 N
S
W E
1 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 33 79 0 0 0 54 30 0 13 38 53 0 0 0 0 300 1,168 0 0 0 1 4:15 PM 0 33 60 0 0 0 49 26 0 19 28 44 0 0 0 0 259 1,208 0 0 2 0 4:30 PM 1 35 57 0 0 0 77 33 0 17 32 49 0 0 0 0 301 1,324 0 0 0 1 4:45 PM 0 41 70 0 0 0 65 21 0 22 37 52 0 0 0 0 308 1,376 0 1 0 1 5:00 PM 0 54 85 0 0 0 73 34 0 12 30 52 0 0 0 0 340 1,383 0 0 0 4 5:15 PM 0 46 92 0 0 0 72 34 0 23 52 56 0 0 0 0 375 1,372 0 1 0 1 5:30 PM 0 43 94 0 0 0 84 36 0 19 33 44 0 0 0 0 353 1,257 0 0 0 3 5:45 PM 0 51 68 0 0 0 59 24 0 28 44 41 0 0 0 0 315 1,168 0 0 0 2 6:00 PM 0 41 90 0 0 0 77 35 0 18 20 48 0 0 0 0 329 1,044 0 1 0 0 6:15 PM 0 32 62 0 0 0 63 36 0 19 12 36 0 0 0 0 260 0 0 0 1 6:30 PM 0 27 55 0 0 0 81 37 0 16 20 28 0 0 0 0 264 0 0 0 0 6:45 PM 0 26 43 0 0 0 53 10 0 19 21 19 0 0 0 0 191 0 0 0 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 3
Lights 0 190 337 0 0 0 286 128 0 79 159 193 0 0 0 0 1,372 Mediums 0 4 0 0 0 0 1 0 0 3 0 0 0 0 0 0 8
Total 0 194 339 0 0 0 288 128 82 159 193 0 0 0 1,383 0 0
CENTRAL EXPY CENTRAL EXPY MARY AVE MARY AVE
(303) 216-2439
www.alltrafficdata.net
Location: 13 MARY AVE & CENTRAL EXPY PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
345 178
1,225
1,954
854 662
1,843
1,089
0.95 N
S
EW
0.91 0.96
0.89 0.97
(964) (565)
(3,243)
(4,986)
(3,017)
(4,716)
(2,084) (1,729) 743 138
38 838
326
398
1,386
46 23
13 130
0164 91407 CENTRAL EXPY CENTRAL EXPY MARY AVE
MARY AVE
2 2
0 13
N
S
EW
0 2
0 0
2 0 9 4
0 1
40 0
0 1
0 0
10 0
0 0
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 4 11 261 66 6 47 145 8 0 36 21 92 1 30 25 11 764 3,538 1 1 0 3 4:15 PM 1 15 335 76 2 64 192 8 0 39 20 76 0 30 23 11 892 3,798 5 1 1 0 4:30 PM 3 15 320 22 65 180 77 14 0 45 21 80 2 46 25 15 930 3,928 5 4 0 0 4:45 PM 3 7 355 81 9 59 182 8 0 46 13 109 0 32 27 21 952 4,075 6 0 0 2 5:00 PM 4 15 331 107 7 105 207 12 0 26 26 100 1 35 34 14 1,024 4,065 1 1 0 0 5:15 PM 5 7 356 109 6 63 223 11 0 43 18 95 1 37 32 16 1,022 3,944 3 0 0 0 5:30 PM 1 17 344 101 1 99 226 7 0 49 34 103 1 34 37 23 1,077 3,696 3 1 0 0 5:45 PM 1 10 313 102 6 87 209 10 0 37 25 79 1 16 28 18 942 3,374 1 1 0 0 6:00 PM 4 15 259 101 8 98 182 8 0 45 25 82 1 30 23 22 903 3,049 3 0 0 0 6:15 PM 2 13 256 85 6 38 162 11 0 31 21 80 1 25 28 15 774 1 0 0 0 6:30 PM 0 11 224 49 3 11 205 23 0 34 21 67 0 36 21 50 755 3 0 1 0 6:45 PM 3 7 167 67 2 8 157 31 0 22 17 51 0 22 16 47 617 1 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 4
Lights 13 45 1,376 398 323 829 38 23 0 163 91 405 132 130 74 3 4,043 Mediums 0 1 8 0 0 3 7 0 0 1 0 2 6 0 0 0 28
Total 13 46 1,386 398 326 838 38 164 91 407 138 130 74 4,075 23 0 3
CENTRAL EXPY CENTRAL EXPY FERGUSON DR FERGUSON DR
(303) 216-2439
www.alltrafficdata.net
Location: 14 FERGUSON DR & CENTRAL EXPY PM
Date: Tuesday, November 15, 2022
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
97 139
1,017
1,269
0 0
1,326
1,032
0.94 N
S
EW
0.85 0.95
0.00 0.93
(272) (322)
(2,476)
(3,280)
(2,533)
(3,387)
() () 72025
59 958
0 0
1,244
80 0
2 0
0000 CENTRAL EXPY CENTRAL EXPY FERGUSON DR
FERGUSON DR
0 0
0 0 N
S
EW
0 0
0 0
0 0 0 0
0 0
00 0
0 1
0 0
00 0
0 0
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 13 268 0 0 0 158 6 0 0 0 0 0 7 0 8 460 2,027 0 0 0 0 4:15 PM 0 9 298 0 0 0 195 7 0 0 0 0 0 5 0 14 528 2,202 0 0 0 1 4:30 PM 0 11 280 0 0 0 210 6 0 0 0 0 0 14 0 11 532 2,284 0 0 0 0 4:45 PM 0 12 281 0 0 0 183 7 0 0 0 0 0 9 0 15 507 2,402 0 0 0 1 5:00 PM 0 15 339 0 0 0 244 9 0 0 0 0 0 5 0 23 635 2,440 0 0 0 0 5:15 PM 0 21 315 0 0 0 226 16 0 0 0 0 0 10 0 22 610 2,341 0 0 0 0 5:30 PM 1 28 335 0 0 0 250 17 0 0 0 0 0 6 0 13 650 2,161 0 0 0 0 5:45 PM 1 16 255 0 0 0 238 17 0 0 0 0 0 4 0 14 545 1,863 0 0 0 0 6:00 PM 1 26 268 0 0 0 203 11 0 0 0 0 1 7 0 19 536 1,668 0 0 0 0 6:15 PM 0 13 235 0 0 0 159 6 0 0 0 0 0 5 0 12 430 0 0 0 0 6:30 PM 0 17 147 0 0 0 149 15 0 0 0 0 0 11 0 13 352 0 0 0 0 6:45 PM 0 15 167 0 0 0 136 8 0 0 0 0 0 9 0 15 350 0 0 0 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Lights 2 80 1,231 0 0 0 953 59 0 0 0 0 25 0 72 0 2,422
Mediums 0 0 12 0 0 0 5 0 0 0 0 0 0 0 0 0 17
Total 2 80 1,244 0 0 0 958 59 0 0 0 0 25 0 72 2,440 0
MIDDLEFIELD RD MIDDLEFIELD RD BERNARDO AVE BERNARDO AVE (303) 216-2439
www.alltrafficdata.net
Location: 1 BERNARDO AVE & MIDDLEFIELD RD PM
Date: Tuesday, April 4, 2023
Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 04:45 PM - 05:00 PM
43 38
331
550
49 131
528
396
0.97 N
S
EW
0.74 0.90
0.91 0.93
(143) (115)
(908)
(1,428)
(1,067)
(1,345)
(104) (318) 17018
15 269
15 26
475
22 32
5 8
0105125 MIDDLEFIELD RD MIDDLEFIELD RD BERNARDO AVE
BERNARDO AVE
8 0
0 0 N
S
EW
0 0
0 0
3 5 0 0
0 0
00 0
0 1
0 4
11 0
0 2
0 0 N
S
W E
0 0
0 0 00 00
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 5 95 2 2 1 54 1 0 23 0 1 0 3 1 4 192 912 0 3 0 2 4:15 PM 0 6 100 2 6 1 64 3 0 18 0 5 0 2 2 3 212 980 0 1 0 0 4:30 PM 0 8 114 8 5 2 64 3 0 17 0 11 0 6 0 4 242 1,019 0 2 0 1 4:45 PM 0 7 117 12 5 3 67 3 0 32 0 4 0 7 4 5 266 1,033 0 0 0 3 5:00 PM 1 7 128 6 9 6 59 5 0 22 1 6 0 4 1 5 260 1,001 0 0 0 1 5:15 PM 0 5 112 3 6 2 81 4 0 25 0 5 0 3 2 3 251 946 0 0 0 1 5:30 PM 4 3 118 12 4 62 5 3 0 26 0 10 0 4 1 4 256 891 0 0 0 3 5:45 PM 0 3 108 3 8 2 61 9 0 17 1 6 0 8 1 7 234 831 0 0 0 2 6:00 PM 0 4 90 4 8 2 57 3 0 11 0 9 0 7 0 10 205 801 0 1 0 4 6:15 PM 0 4 76 4 7 2 62 2 0 21 0 4 0 7 2 5 196 0 0 0 5
6:30 PM 0 8 88 6 3 1 58 1 0 16 0 7 0 7 0 1 196 0 0 1 1
6:45 PM 0 9 66 4 7 2 70 6 0 18 1 1 0 11 3 6 204 0 0 1 1 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
Lights 5 22 474 25 32 15 267 15 0 105 1 24 18 8 17 0 1,028 Mediums 0 0 1 0 0 0 2 0 0 0 0 1 0 0 0 0 4
Total 5 22 475 26 32 15 269 15 105 1 25 18 8 17 1,033 0 0 Appendix B
Level of Service Calculations
COMPARE Mon Apr 15 11:57:15 2024 Page 3-1
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM 4-Way Stop (Future Volume Alternative)
Existing AM
Intersection #1: Ellis Street and Manila Drive
Signal=Stop/Rights=Include
Final Vol: 0 31 4***
Lanes: 0 0 1 1 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 23
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.499 1! 0
0 Avg Crit Del (sec/veh): 10.4 0
0 0 Avg Delay (sec/veh): 10.4 0 195***
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 125 399***
Signal=Stop/Rights=Include
Street Name: Ellis Street Manila Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 125 399 4 31 0 0 0 0 195 0 23
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 125 399 4 31 0 0 0 0 195 0 23
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 125 399 4 31 0 0 0 0 195 0 23
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 125 399 4 31 0 0 0 0 195 0 23
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 125 399 4 31 0 0 0 0 195 0 23
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 125 399 4 31 0 0 0 0 195 0 23
------------|---------------||---------------||---------------||---------------| 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: 0.00 2.00 1.00 0.23 1.77 0.00 0.00 0.00 0.00 0.89 0.00 0.11 Final Sat.: 0 1384 800 139 1088 0 0 0 0 598 0 71
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: xxxx 0.09 0.50 0.03 0.03 xxxx xxxx xxxx xxxx 0.33 xxxx 0.33 Crit Moves: **** **** ****
Delay/Veh: 0.0 8.3 11.3 8.5 8.4 0.0 0.0 0.0 0.0 10.4 0.0 10.4 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: 0.0 8.3 11.3 8.5 8.4 0.0 0.0 0.0 0.0 10.4 0.0 10.4 LOS by Move: * A B A A * * * * B * B
ApproachDel: 10.6 8.5 xxxxxx 10.4
Delay Adj: 1.00 1.00 xxxxx 1.00
ApprAdjDel: 10.6 8.5 xxxxxx 10.4
LOS by Appr: B A * B
AllWayAvgQ: 0.0 0.1 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.4 0.4 Note: Queue reported is the number of cars per lane.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #1 Ellis Street and Manila Drive
******************************************************************************** COMPARE Mon Apr 15 11:57:15 2024 Page 3-2
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Stop Sign Stop Sign Stop Sign Stop Sign
Lanes: 0 0 2 0 1 0 1 1 0 0 0 0 0 0 0 0 0 1! 0 0
Initial Vol: 0 125 399 4 31 0 0 0 0 195 0 23
------------|---------------||---------------||---------------||---------------| Major Street Volume: 559
Minor Approach Volume: 218
Minor Approach Volume Threshold: 485
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-3
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM 4-Way Stop (Future Volume Alternative)
Background AM
Intersection #1: Ellis Street and Manila Drive
Signal=Stop/Rights=Include
Final Vol: 0 39 4***
Lanes: 0 0 1 1 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 23
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.621 1! 0
0 Avg Crit Del (sec/veh): 12.1 0
0 0 Avg Delay (sec/veh): 12.1 0 206***
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 147 492***
Signal=Stop/Rights=Include
Street Name: Ellis Street Manila Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 147 492 4 39 0 0 0 0 206 0 23
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 147 492 4 39 0 0 0 0 206 0 23
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 147 492 4 39 0 0 0 0 206 0 23
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 147 492 4 39 0 0 0 0 206 0 23
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 147 492 4 39 0 0 0 0 206 0 23
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 147 492 4 39 0 0 0 0 206 0 23
------------|---------------||---------------||---------------||---------------| 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: 0.00 2.00 1.00 0.19 1.81 0.00 0.00 0.00 0.00 0.90 0.00 0.10 Final Sat.: 0 1371 792 110 1078 0 0 0 0 575 0 64
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: xxxx 0.11 0.62 0.04 0.04 xxxx xxxx xxxx xxxx 0.36 xxxx 0.36 Crit Moves: **** **** ****
Delay/Veh: 0.0 8.5 14.0 8.7 8.7 0.0 0.0 0.0 0.0 11.1 0.0 11.1 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: 0.0 8.5 14.0 8.7 8.7 0.0 0.0 0.0 0.0 11.1 0.0 11.1 LOS by Move: * A B A A * * * * B * B
ApproachDel: 12.7 8.7 xxxxxx 11.1
Delay Adj: 1.00 1.00 xxxxx 1.00
ApprAdjDel: 12.7 8.7 xxxxxx 11.1
LOS by Appr: B A * B
AllWayAvgQ: 0.0 0.1 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.5 0.5 Note: Queue reported is the number of cars per lane.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #1 Ellis Street and Manila Drive
******************************************************************************** COMPARE Mon Apr 15 11:57:15 2024 Page 3-4
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Stop Sign Stop Sign Stop Sign Stop Sign
Lanes: 0 0 2 0 1 0 1 1 0 0 0 0 0 0 0 0 0 1! 0 0
Initial Vol: 0 147 492 4 39 0 0 0 0 206 0 23
------------|---------------||---------------||---------------||---------------| Major Street Volume: 682
Minor Approach Volume: 229
Minor Approach Volume Threshold: 417
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-5
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM 4-Way Stop (Future Volume Alternative)
Background + Prj AM
Intersection #1: Ellis Street and Manila Drive
Signal=Stop/Rights=Include
Final Vol: 0 39 4***
Lanes: 0 0 1 1 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 23
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.621 1! 0
0 Avg Crit Del (sec/veh): 12.1 0
0 0 Avg Delay (sec/veh): 12.1 0 206***
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 147 492***
Signal=Stop/Rights=Include
Street Name: Ellis Street Manila Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 147 492 4 39 0 0 0 0 206 0 23
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 147 492 4 39 0 0 0 0 206 0 23
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 147 492 4 39 0 0 0 0 206 0 23
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 147 492 4 39 0 0 0 0 206 0 23
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 147 492 4 39 0 0 0 0 206 0 23
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 147 492 4 39 0 0 0 0 206 0 23
------------|---------------||---------------||---------------||---------------| 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: 0.00 2.00 1.00 0.19 1.81 0.00 0.00 0.00 0.00 0.90 0.00 0.10 Final Sat.: 0 1371 792 110 1078 0 0 0 0 575 0 64
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: xxxx 0.11 0.62 0.04 0.04 xxxx xxxx xxxx xxxx 0.36 xxxx 0.36 Crit Moves: **** **** ****
Delay/Veh: 0.0 8.5 14.0 8.7 8.7 0.0 0.0 0.0 0.0 11.1 0.0 11.1 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: 0.0 8.5 14.0 8.7 8.7 0.0 0.0 0.0 0.0 11.1 0.0 11.1 LOS by Move: * A B A A * * * * B * B
ApproachDel: 12.7 8.7 xxxxxx 11.1
Delay Adj: 1.00 1.00 xxxxx 1.00
ApprAdjDel: 12.7 8.7 xxxxxx 11.1
LOS by Appr: B A * B
AllWayAvgQ: 0.0 0.1 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.5 0.5 Note: Queue reported is the number of cars per lane.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #1 Ellis Street and Manila Drive
******************************************************************************** COMPARE Mon Apr 15 11:57:15 2024 Page 3-6
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Stop Sign Stop Sign Stop Sign Stop Sign
Lanes: 0 0 2 0 1 0 1 1 0 0 0 0 0 0 0 0 0 1! 0 0
Initial Vol: 0 147 492 4 39 0 0 0 0 206 0 23
------------|---------------||---------------||---------------||---------------| Major Street Volume: 682
Minor Approach Volume: 229
Minor Approach Volume Threshold: 417
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-7
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #2: Ellis Street and US-101 North Ramps
Signal=Protect/Rights=Include
Final Vol: 146*** 81 0
Lanes: 0 1 1 0 0
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 60
2 62
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.395 0 1
0 Avg Crit Del (sec/veh): 15.7 1
0 0 Avg Delay (sec/veh): 12.4 0 160***
LOS: B
Lanes: 0 1 1 0 0
Final Vol: 120*** 482 0
Signal=Protect/Rights=Include
Street Name: Ellis Street US-101 NB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 0 0 10 10 0 0 0 10 0 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 120 482 0 0 81 146 0 0 0 160 1 62
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 120 482 0 0 81 146 0 0 0 160 1 62
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 120 482 0 0 81 146 0 0 0 160 1 62
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 120 482 0 0 81 146 0 0 0 160 1 62
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 120 482 0 0 81 146 0 0 0 160 1 62
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 120 482 0 0 81 146 0 0 0 160 1 62
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.98 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.95 0.95 0.83 Lanes: 0.41 1.59 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.99 0.01 2.00 Final Sat.: 737 2962 0 0 1900 1750 0 0 0 1789 11 3150
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.16 0.16 0.00 0.00 0.04 0.08 0.00 0.00 0.00 0.09 0.09 0.02 Crit Moves: **** **** ****
Green Time: 24.7 37.4 0.0 0.0 12.7 12.7 0.0 0.0 0.0 13.6 13.6 13.6 Volume/Cap: 0.39 0.26 0.00 0.00 0.20 0.39 0.00 0.00 0.00 0.39 0.39 0.09 Delay/Veh: 12.6 5.1 0.0 0.0 19.6 20.8 0.0 0.0 0.0 20.3 20.3 18.4 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: 12.6 5.1 0.0 0.0 19.6 20.8 0.0 0.0 0.0 20.3 20.3 18.4 LOS by Move: B A A A B C A A A C C B
HCM2k95thQ: 8 5 0 0 3 6 0 0 0 6 6 1
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-8
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #2: Ellis Street and US-101 North Ramps
Signal=Protect/Rights=Include
Final Vol: 157*** 89 0
Lanes: 0 1 1 0 0
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 60
2 62
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.591 0 1
0 Avg Crit Del (sec/veh): 17.8 1
0 0 Avg Delay (sec/veh): 14.6 0 311***
LOS: B
Lanes: 0 1 1 0 0
Final Vol: 289*** 597 0
Signal=Protect/Rights=Include
Street Name: Ellis Street US-101 NB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 0 0 10 10 0 0 0 10 0 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 289 597 0 0 89 157 0 0 0 311 1 62
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 289 597 0 0 89 157 0 0 0 311 1 62
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 289 597 0 0 89 157 0 0 0 311 1 62
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 289 597 0 0 89 157 0 0 0 311 1 62
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 289 597 0 0 89 157 0 0 0 311 1 62
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 289 597 0 0 89 157 0 0 0 311 1 62
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.99 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.95 0.95 0.83 Lanes: 0.67 1.33 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.99 0.01 2.00 Final Sat.: 1206 2492 0 0 1900 1750 0 0 0 1794 6 3150
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.24 0.24 0.00 0.00 0.05 0.09 0.00 0.00 0.00 0.17 0.17 0.02 Crit Moves: **** **** ****
Green Time: 23.8 33.8 0.0 0.0 10.0 10.0 0.0 0.0 0.0 17.2 17.2 17.2 Volume/Cap: 0.60 0.43 0.00 0.00 0.28 0.54 0.00 0.00 0.00 0.60 0.60 0.07 Delay/Veh: 15.1 7.7 0.0 0.0 22.0 24.2 0.0 0.0 0.0 20.5 20.5 15.6 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: 15.1 7.7 0.0 0.0 22.0 24.2 0.0 0.0 0.0 20.5 20.5 15.6 LOS by Move: B A A A C C A A A C C B
HCM2k95thQ: 13 9 0 0 3 7 0 0 0 12 12 1
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-9
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #2: Ellis Street and US-101 North Ramps
Signal=Protect/Rights=Include
Final Vol: 157*** 89 0
Lanes: 0 1 1 0 0
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 60
2 62
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.614 0 1
0 Avg Crit Del (sec/veh): 17.9 1
0 0 Avg Delay (sec/veh): 14.8 0 311***
LOS: B
Lanes: 0 1 1 0 0
Final Vol: 359*** 597 0
Signal=Protect/Rights=Include
Street Name: Ellis Street US-101 NB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 0 0 10 10 0 0 0 10 0 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 289 597 0 0 89 157 0 0 0 311 1 62
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 289 597 0 0 89 157 0 0 0 311 1 62
Added Vol: 70 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 359 597 0 0 89 157 0 0 0 311 1 62
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 359 597 0 0 89 157 0 0 0 311 1 62
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 359 597 0 0 89 157 0 0 0 311 1 62
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 359 597 0 0 89 157 0 0 0 311 1 62
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.99 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.95 0.95 0.83 Lanes: 0.77 1.23 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.99 0.01 2.00 Final Sat.: 1389 2310 0 0 1900 1750 0 0 0 1794 6 3150
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.26 0.26 0.00 0.00 0.05 0.09 0.00 0.00 0.00 0.17 0.17 0.02 Crit Moves: **** **** ****
Green Time: 24.5 34.5 0.0 0.0 10.0 10.0 0.0 0.0 0.0 16.5 16.5 16.5 Volume/Cap: 0.63 0.45 0.00 0.00 0.28 0.54 0.00 0.00 0.00 0.63 0.63 0.07 Delay/Veh: 15.0 7.4 0.0 0.0 22.0 24.2 0.0 0.0 0.0 21.8 21.8 16.2 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: 15.0 7.4 0.0 0.0 22.0 24.2 0.0 0.0 0.0 21.8 21.8 16.2 LOS by Move: B A A A C C A A A C C B
HCM2k95thQ: 13 10 0 0 3 7 0 0 0 12 12 1
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-10
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #3: Ellis Street and US-101 South Ramps
Signal=Protect/Rights=Include
Final Vol: 0 233 15***
Lanes: 0 0 1 0 1
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
344*** 1
Cycle Time (sec): 55
0 0
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.347 0 0
0 Avg Crit Del (sec/veh): 12.4 0
305 1 Avg Delay (sec/veh): 12.9 0 0
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 237 149***
Signal=Protect/Rights=Include
Street Name: Ellis Street 101 SB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 10 10 7 10 0 10 0 10 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 237 149 15 233 0 344 0 305 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: 0 237 149 15 233 0 344 0 305 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 237 149 15 233 0 344 0 305 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: 0 237 149 15 233 0 344 0 305 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 237 149 15 233 0 344 0 305 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 237 149 15 233 0 344 0 305 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 2.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 0 3800 1750 1750 1900 0 1750 0 1750 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.09 0.01 0.12 0.00 0.20 0.00 0.17 0.00 0.00 0.00 Crit Moves: **** **** ****
Green Time: 0.0 11.8 11.8 7.0 18.8 0.0 27.2 0.0 27.2 0.0 0.0 0.0 Volume/Cap: 0.00 0.29 0.40 0.07 0.36 0.00 0.40 0.00 0.35 0.00 0.00 0.00 Delay/Veh: 0.0 18.3 19.3 21.3 13.9 0.0 9.0 0.0 8.7 0.0 0.0 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: 0.0 18.3 19.3 21.3 13.9 0.0 9.0 0.0 8.7 0.0 0.0 0.0 LOS by Move: A B B C B A A A A A A A
HCM2k95thQ: 0 3 5 0 6 0 8 0 7 0 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-11
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #3: Ellis Street and US-101 South Ramps
Signal=Protect/Rights=Include
Final Vol: 0 391 15***
Lanes: 0 0 1 0 1
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
437 1
Cycle Time (sec): 55
0 0
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.575 0 0
0 Avg Crit Del (sec/veh): 15.7 0
596*** 1 Avg Delay (sec/veh): 15.8 0 0
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 429 230***
Signal=Protect/Rights=Include
Street Name: Ellis Street 101 SB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 10 10 7 10 0 10 0 10 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 429 230 15 391 0 437 0 596 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: 0 429 230 15 391 0 437 0 596 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 429 230 15 391 0 437 0 596 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: 0 429 230 15 391 0 437 0 596 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 429 230 15 391 0 437 0 596 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 429 230 15 391 0 437 0 596 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 2.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 0 3800 1750 1750 1900 0 1750 0 1750 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.11 0.13 0.01 0.21 0.00 0.25 0.00 0.34 0.00 0.00 0.00 Crit Moves: **** **** ****
Green Time: 0.0 10.9 10.9 7.0 17.9 0.0 28.1 0.0 28.1 0.0 0.0 0.0 Volume/Cap: 0.00 0.57 0.67 0.07 0.63 0.00 0.49 0.00 0.67 0.00 0.00 0.00 Delay/Veh: 0.0 21.0 25.3 21.3 18.0 0.0 9.2 0.0 11.9 0.0 0.0 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: 0.0 21.0 25.3 21.3 18.0 0.0 9.2 0.0 11.9 0.0 0.0 0.0 LOS by Move: A C C C B A A A B A A A
HCM2k95thQ: 0 7 8 0 11 0 11 0 17 0 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-12
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #3: Ellis Street and US-101 South Ramps
Signal=Protect/Rights=Include
Final Vol: 0 391 15***
Lanes: 0 0 1 0 1
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
437 1
Cycle Time (sec): 55
0 0
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.615 0 0
0 Avg Crit Del (sec/veh): 17.8 0
656*** 1 Avg Delay (sec/veh): 17.4 0 0
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 499*** 230
Signal=Protect/Rights=Include
Street Name: Ellis Street 101 SB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 10 10 7 10 0 10 0 10 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 429 230 15 391 0 437 0 596 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: 0 429 230 15 391 0 437 0 596 0 0 0
Added Vol: 0 70 0 0 0 0 0 0 60 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 499 230 15 391 0 437 0 656 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: 0 499 230 15 391 0 437 0 656 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 499 230 15 391 0 437 0 656 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 499 230 15 391 0 437 0 656 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 2.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 0 3800 1750 1750 1900 0 1750 0 1750 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.13 0.13 0.01 0.21 0.00 0.25 0.00 0.37 0.00 0.00 0.00 Crit Moves: **** **** ****
Green Time: 0.0 10.1 10.1 7.0 17.1 0.0 28.9 0.0 28.9 0.0 0.0 0.0 Volume/Cap: 0.00 0.71 0.71 0.07 0.66 0.00 0.48 0.00 0.71 0.00 0.00 0.00 Delay/Veh: 0.0 24.6 28.5 21.3 19.2 0.0 8.7 0.0 12.6 0.0 0.0 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: 0.0 24.6 28.5 21.3 19.2 0.0 8.7 0.0 12.6 0.0 0.0 0.0 LOS by Move: A C C C B A A A B A A A
HCM2k95thQ: 0 8 8 0 11 0 11 0 19 0 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-13
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #4: Ellis Street and Fairchild Drive
Signal=Protect/Rights=Include
Final Vol: 128 333*** 73
Lanes: 1 0 1 0 1
Signal=Permit Signal=Permit
Final Vol: Lanes: Rights=Include Vol Cnt Date: 01/00/1900 Rights=Include Lanes: Final Vol:
128 0
Cycle Time (sec): 70
0 38
0 Loss Time (sec): 9
0 5*** 1! Critical V/C: 0.304 1! 16
0 Avg Crit Del (sec/veh): 13.9 0
13 0 Avg Delay (sec/veh): 14.5 0 18
LOS: B
Lanes: 1 0 1 1 0
Final Vol: 11*** 243 11
Signal=Protect/Rights=Include
Street Name: Ellis Street Fairchild Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 0 Jan 1900 << 12:00:00 AM Base Vol: 11 243 11 73 333 128 128 5 13 18 16 38
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 11 243 11 73 333 128 128 5 13 18 16 38
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 11 243 11 73 333 128 128 5 13 18 16 38
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 11 243 11 73 333 128 128 5 13 18 16 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 11 243 11 73 333 128 128 5 13 18 16 38
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 243 11 73 333 128 128 5 13 18 16 38
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.91 0.09 1.00 1.00 1.00 0.88 0.03 0.09 0.25 0.22 0.53 Final Sat.: 1750 3540 160 1750 1900 1750 1534 60 156 438 389 924 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.01 0.07 0.07 0.04 0.18 0.07 0.08 0.08 0.08 0.04 0.04 0.04 Crit Moves: **** **** ****
Green Time: 7.0 25.6 25.6 17.9 36.6 36.6 17.4 17.4 17.4 17.4 17.4 17.4 Volume/Cap: 0.06 0.19 0.19 0.16 0.34 0.14 0.34 0.34 0.34 0.17 0.17 0.17 Delay/Veh: 28.7 15.2 15.2 20.4 9.9 8.7 22.0 22.0 22.0 20.8 20.8 20.8 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: 28.7 15.2 15.2 20.4 9.9 8.7 22.0 22.0 22.0 20.8 20.8 20.8 LOS by Move: C B B C A A C C C C C C
HCM2k95thQ: 1 4 4 3 8 3 6 6 6 3 3 3
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-14
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #4: Ellis Street and Fairchild Drive
Signal=Protect/Rights=Include
Final Vol: 131 575*** 278
Lanes: 1 0 1 0 1
Signal=Permit Signal=Permit
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
138 0
Cycle Time (sec): 70
0 109
0 Loss Time (sec): 9
0 5*** 1! Critical V/C: 0.461 1! 16
0 Avg Crit Del (sec/veh): 13.1 0
18 0 Avg Delay (sec/veh): 15.7 0 18
LOS: B
Lanes: 1 0 1 1 0
Final Vol: 13*** 436 11
Signal=Protect/Rights=Include
Street Name: Ellis Street Fairchild Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 13 436 11 278 575 131 138 5 18 18 16 109
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: 13 436 11 278 575 131 138 5 18 18 16 109
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 13 436 11 278 575 131 138 5 18 18 16 109
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: 13 436 11 278 575 131 138 5 18 18 16 109
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 13 436 11 278 575 131 138 5 18 18 16 109
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 436 11 278 575 131 138 5 18 18 16 109
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.95 0.05 1.00 1.00 1.00 0.86 0.03 0.11 0.13 0.11 0.76 Final Sat.: 1750 3609 91 1750 1900 1750 1500 54 196 220 196 1334 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.01 0.12 0.12 0.16 0.30 0.07 0.09 0.09 0.09 0.08 0.08 0.08 Crit Moves: **** **** ****
Green Time: 7.0 22.9 22.9 25.5 41.4 41.4 12.6 12.6 12.6 12.6 12.6 12.6 Volume/Cap: 0.07 0.37 0.37 0.44 0.51 0.13 0.51 0.51 0.51 0.45 0.45 0.45 Delay/Veh: 28.7 18.2 18.2 17.3 8.8 6.4 27.3 27.3 27.3 26.7 26.7 26.7 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: 28.7 18.2 18.2 17.3 8.8 6.4 27.3 27.3 27.3 26.7 26.7 26.7 LOS by Move: C B B B A A C C C C C C
HCM2k95thQ: 1 8 8 9 13 3 8 8 8 7 7 7
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-15
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #4: Ellis Street and Fairchild Drive
Signal=Protect/Rights=Include
Final Vol: 131 635*** 278
Lanes: 1 0 1 0 1
Signal=Permit Signal=Permit
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
138 0
Cycle Time (sec): 70
0 109
0 Loss Time (sec): 9
0 5*** 1! Critical V/C: 0.498 1! 16
0 Avg Crit Del (sec/veh): 13.1 0
18 0 Avg Delay (sec/veh): 15.7 0 18
LOS: B
Lanes: 1 0 1 1 0
Final Vol: 13*** 506 11
Signal=Protect/Rights=Include
Street Name: Ellis Street Fairchild Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 13 436 11 278 575 131 138 5 18 18 16 109
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: 13 436 11 278 575 131 138 5 18 18 16 109
Added Vol: 0 70 0 0 60 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 13 506 11 278 635 131 138 5 18 18 16 109
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: 13 506 11 278 635 131 138 5 18 18 16 109
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 13 506 11 278 635 131 138 5 18 18 16 109
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 506 11 278 635 131 138 5 18 18 16 109
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.96 0.04 1.00 1.00 1.00 0.86 0.03 0.11 0.13 0.11 0.76 Final Sat.: 1750 3621 79 1750 1900 1750 1500 54 196 220 196 1334 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.01 0.14 0.14 0.16 0.33 0.07 0.09 0.09 0.09 0.08 0.08 0.08 Crit Moves: **** **** ****
Green Time: 7.0 23.4 23.4 26.0 42.3 42.3 11.7 11.7 11.7 11.7 11.7 11.7 Volume/Cap: 0.07 0.42 0.42 0.43 0.55 0.12 0.55 0.55 0.55 0.49 0.49 0.49 Delay/Veh: 28.7 18.3 18.3 16.9 8.8 6.0 29.1 29.1 29.1 27.8 27.8 27.8 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: 28.7 18.3 18.3 16.9 8.8 6.0 29.1 29.1 29.1 27.8 27.8 27.8 LOS by Move: C B B B A A C C C C C C
HCM2k95thQ: 1 9 9 9 15 3 8 8 8 7 7 7
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-16
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #6: Maude Avenue and SR 237 Ramps
Signal=Protect/Rights=Overlap
Final Vol: 161 346 334***
Lanes: 1 0 2 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
4 1
Cycle Time (sec): 180
1 74
0 Loss Time (sec): 12
0 40*** 0 Critical V/C: 0.393 1 79
1 Avg Crit Del (sec/veh): 45.3 0
11 0 Avg Delay (sec/veh): 41.8 2 154***
LOS: D
Lanes: 1 0 2 0 1
Final Vol: 54 170 258***
Signal=Protect/Rights=Overlap
Street Name: SR 237 Ramp Connectors Maude Avenue
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 54 170 258 334 346 161 4 40 11 154 79 74
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: 54 170 258 334 346 161 4 40 11 154 79 74
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 54 170 258 334 346 161 4 40 11 154 79 74
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: 54 170 258 334 346 161 4 40 11 154 79 74
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 54 170 258 334 346 161 4 40 11 154 79 74
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 54 170 258 334 346 161 4 40 11 154 79 74
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 0.83 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.78 0.22 2.00 1.00 1.00 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1412 388 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.04 0.15 0.19 0.09 0.09 0.00 0.03 0.03 0.05 0.04 0.04 Crit Moves: **** **** **** ****
Green Time: 39.7 45.2 67.6 87.5 92.9 107.5 14.6 13.0 13.0 22.4 20.8 20.8 Volume/Cap: 0.14 0.18 0.39 0.39 0.18 0.15 0.03 0.39 0.39 0.39 0.36 0.37 Delay/Veh: 56.6 53.0 41.6 29.7 23.2 16.2 76.3 81.7 81.7 73.2 74.4 74.6 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: 56.6 53.0 41.6 29.7 23.2 16.2 76.3 81.7 81.7 73.2 74.4 74.6 LOS by Move: E D D C C B E F F E E E
HCM2k95thQ: 5 7 20 22 9 8 0 6 6 10 8 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-17
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #6: Maude Avenue and SR 237 Ramps
Signal=Protect/Rights=Overlap
Final Vol: 226 365 400***
Lanes: 1 0 2 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
73 1
Cycle Time (sec): 180
1 78
0 Loss Time (sec): 12
0 174*** 0 Critical V/C: 0.655 1 161
1 Avg Crit Del (sec/veh): 58.7 0
52 0 Avg Delay (sec/veh): 53.2 2 212***
LOS: D
Lanes: 1 0 2 0 1
Final Vol: 125 177 450***
Signal=Protect/Rights=Overlap
Street Name: SR 237 Ramp Connectors Maude Avenue
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 125 177 450 400 365 226 73 174 52 212 161 78
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 125 177 450 400 365 226 73 174 52 212 161 78 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 125 177 450 400 365 226 73 174 52 212 161 78 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 125 177 450 400 365 226 73 174 52 212 161 78 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 125 177 450 400 365 226 73 174 52 212 161 78 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 125 177 450 400 365 226 73 174 52 212 161 78 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 0.83 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.77 0.23 2.00 1.00 1.00 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1386 414 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.07 0.05 0.26 0.23 0.10 0.13 0.04 0.13 0.13 0.07 0.08 0.04 Crit Moves: **** **** **** ****
Green Time: 49.0 52.2 70.7 62.8 66.0 83.4 17.5 34.5 34.5 18.5 35.5 35.5 Volume/Cap: 0.26 0.16 0.65 0.65 0.26 0.28 0.43 0.65 0.65 0.65 0.43 0.23 Delay/Veh: 51.6 47.7 47.0 52.0 40.1 29.9 78.3 71.7 71.7 82.5 64.1 61.0 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: 51.6 47.7 47.0 52.0 40.1 29.9 78.3 71.7 71.7 82.5 64.1 61.0 LOS by Move: D D D D D C E E E F E E
HCM2k95thQ: 11 7 37 34 13 15 9 23 23 15 15 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-18
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #6: Maude Avenue and SR 237 Ramps
Signal=Protect/Rights=Overlap
Final Vol: 241 427 400***
Lanes: 1 0 2 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
83 1
Cycle Time (sec): 180
1 78
0 Loss Time (sec): 12
0 178*** 0 Critical V/C: 0.662 1 167
1 Avg Crit Del (sec/veh): 59.1 0
52 0 Avg Delay (sec/veh): 52.7 2 219***
LOS: D
Lanes: 1 0 2 0 1
Final Vol: 125 228 458***
Signal=Protect/Rights=Overlap
Street Name: SR 237 Ramp Connectors Maude Avenue
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 125 177 450 400 365 226 73 174 52 212 161 78
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 125 177 450 400 365 226 73 174 52 212 161 78 Added Vol: 0 51 8 0 62 15 10 4 0 7 6 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 125 228 458 400 427 241 83 178 52 219 167 78 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 125 228 458 400 427 241 83 178 52 219 167 78 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 125 228 458 400 427 241 83 178 52 219 167 78 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 125 228 458 400 427 241 83 178 52 219 167 78 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 0.83 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.77 0.23 2.00 1.00 1.00 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1393 407 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.07 0.06 0.26 0.23 0.11 0.14 0.05 0.13 0.13 0.07 0.09 0.04 Crit Moves: **** **** **** ****
Green Time: 44.4 52.2 71.1 62.1 69.9 88.7 18.8 34.7 34.7 18.9 34.8 34.8 Volume/Cap: 0.29 0.21 0.66 0.66 0.29 0.28 0.45 0.66 0.66 0.66 0.45 0.23 Delay/Veh: 55.3 48.3 47.0 52.8 38.0 27.0 77.6 71.9 71.9 82.4 65.1 61.6 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: 55.3 48.3 47.0 52.8 38.0 27.0 77.6 71.9 71.9 82.4 65.1 61.6 LOS by Move: E D D D D C E E E F E E
HCM2k95thQ: 11 9 37 34 15 15 10 23 23 15 15 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-19
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #7: East Middlefield Road and Whisman Road Signal=Protect/Rights=Include
Final Vol: 44 135*** 40
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
54*** 1
Cycle Time (sec): 85
0 71
0 Loss Time (sec): 12
1 192 1 Critical V/C: 0.297 1 293***
1 Avg Crit Del (sec/veh): 25.7 0
128 0 Avg Delay (sec/veh): 26.3 1 70
LOS: C
Lanes: 1 0 1 1 0
Final Vol: 136*** 106 79
Signal=Protect/Rights=Include
Street Name: Whisman Road East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 136 106 79 40 135 44 54 192 128 70 293 71
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: 136 106 79 40 135 44 54 192 128 70 293 71
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 136 106 79 40 135 44 54 192 128 70 293 71
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: 136 106 79 40 135 44 54 192 128 70 293 71
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 136 106 79 40 135 44 54 192 128 70 293 71
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 136 106 79 40 135 44 54 192 128 70 293 71
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.99 0.95 0.92 0.98 0.95 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.00 1.12 0.88 1.00 1.49 0.51 1.00 1.18 0.82 1.00 1.60 0.40 Final Sat.: 1750 2119 1579 1750 2790 909 1750 2219 1479 1750 2978 722 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.05 0.05 0.02 0.05 0.05 0.03 0.09 0.09 0.04 0.10 0.10 Crit Moves: **** **** **** ****
Green Time: 22.2 18.0 18.0 18.0 13.8 13.8 8.8 21.7 21.7 15.2 28.1 28.1 Volume/Cap: 0.30 0.24 0.24 0.11 0.30 0.30 0.30 0.34 0.34 0.22 0.30 0.30 Delay/Veh: 25.5 27.9 27.9 27.1 31.6 31.6 36.1 26.0 26.0 30.2 21.2 21.2 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: 25.5 27.9 27.9 27.1 31.6 31.6 36.1 26.0 26.0 30.2 21.2 21.2 LOS by Move: C C C C C C D C C C C C
HCM2k95thQ: 6 4 4 2 5 5 3 7 7 3 7 7
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-20
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #7: East Middlefield Road and Whisman Road Signal=Protect/Rights=Include
Final Vol: 46 138*** 46
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
57 1
Cycle Time (sec): 85
0 74
0 Loss Time (sec): 12
1 362*** 1 Critical V/C: 0.372 1 369
1 Avg Crit Del (sec/veh): 25.9 0
130 0 Avg Delay (sec/veh): 26.1 1 103***
LOS: C
Lanes: 1 0 1 1 0
Final Vol: 136*** 107 95
Signal=Protect/Rights=Include
Street Name: Whisman Road East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 136 107 95 46 138 46 57 362 130 103 369 74
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: 136 107 95 46 138 46 57 362 130 103 369 74 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 136 107 95 46 138 46 57 362 130 103 369 74 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: 136 107 95 46 138 46 57 362 130 103 369 74
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 136 107 95 46 138 46 57 362 130 103 369 74 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 136 107 95 46 138 46 57 362 130 103 369 74 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.95 0.92 0.98 0.95 0.92 0.98 0.95 0.92 0.98 0.95 Lanes: 1.00 1.03 0.97 1.00 1.49 0.51 1.00 1.46 0.54 1.00 1.66 0.34 Final Sat.: 1750 1959 1739 1750 2774 925 1750 2722 977 1750 3081 618 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.05 0.05 0.03 0.05 0.05 0.03 0.13 0.13 0.06 0.12 0.12 Crit Moves: **** **** **** ****
Green Time: 17.8 14.6 14.6 14.6 11.4 11.4 17.9 30.4 30.4 13.5 26.0 26.0 Volume/Cap: 0.37 0.32 0.32 0.15 0.37 0.37 0.15 0.37 0.37 0.37 0.39 0.39 Delay/Veh: 29.5 31.2 31.2 30.2 34.0 34.0 27.6 20.4 20.4 32.8 23.5 23.5 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: 29.5 31.2 31.2 30.2 34.0 34.0 27.6 20.4 20.4 32.8 23.5 23.5 LOS by Move: C C C C C C C C C C C C
HCM2k95thQ: 7 5 5 2 5 5 3 10 10 5 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-21
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #7: East Middlefield Road and Whisman Road Signal=Protect/Rights=Include
Final Vol: 46 138*** 46
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
57 1
Cycle Time (sec): 85
0 74
0 Loss Time (sec): 12
1 377*** 1 Critical V/C: 0.377 1 382
1 Avg Crit Del (sec/veh): 25.7 0
130 0 Avg Delay (sec/veh): 25.9 1 103***
LOS: C
Lanes: 1 0 1 1 0
Final Vol: 136*** 107 95
Signal=Protect/Rights=Include
Street Name: Whisman Road East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 136 107 95 46 138 46 57 362 130 103 369 74
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: 136 107 95 46 138 46 57 362 130 103 369 74 Added Vol: 0 0 0 0 0 0 0 15 0 0 13 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 136 107 95 46 138 46 57 377 130 103 382 74 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: 136 107 95 46 138 46 57 377 130 103 382 74
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 136 107 95 46 138 46 57 377 130 103 382 74 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 136 107 95 46 138 46 57 377 130 103 382 74 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.95 0.92 0.98 0.95 0.92 0.98 0.95 0.92 0.98 0.95 Lanes: 1.00 1.03 0.97 1.00 1.49 0.51 1.00 1.47 0.53 1.00 1.67 0.33 Final Sat.: 1750 1959 1739 1750 2774 925 1750 2751 948 1750 3099 600 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.05 0.05 0.03 0.05 0.05 0.03 0.14 0.14 0.06 0.12 0.12 Crit Moves: **** **** **** ****
Green Time: 17.5 14.4 14.4 14.4 11.2 11.2 17.7 30.9 30.9 13.3 26.5 26.5 Volume/Cap: 0.38 0.32 0.32 0.16 0.38 0.38 0.16 0.38 0.38 0.38 0.40 0.40 Delay/Veh: 29.7 31.3 31.3 30.4 34.2 34.2 27.7 20.1 20.1 33.0 23.2 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: 29.7 31.3 31.3 30.4 34.2 34.2 27.7 20.1 20.1 33.0 23.2 23.2 LOS by Move: C C C C C C C C C C C C
HCM2k95thQ: 7 5 5 2 5 5 3 10 10 5 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-22
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #8: East Middlefield Road and Ellis Street Signal=Split/Rights=Include
Final Vol: 53 0 126***
Lanes: 1 0 0 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
73*** 1
Cycle Time (sec): 90
0 225
0 Loss Time (sec): 9
1 331 2 Critical V/C: 0.269 1 367***
0 Avg Crit Del (sec/veh): 15.2 0
0 0 Avg Delay (sec/veh): 12.6 0 0
LOS: B
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: Ellis Street East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 0 10 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 0 0 126 0 53 73 331 0 0 367 225
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 126 0 53 73 331 0 0 367 225
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 126 0 53 73 331 0 0 367 225
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 126 0 53 73 331 0 0 367 225
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 126 0 53 73 331 0 0 367 225
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 126 0 53 73 331 0 0 367 225
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 0.92 0.99 0.95 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 1.00 2.00 0.00 0.00 1.22 0.78 Final Sat.: 0 0 0 3150 0 1750 1750 3800 0 0 2293 1406
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.03 0.04 0.09 0.00 0.00 0.16 0.16 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 13.4 0.0 13.4 14.0 67.6 0.0 0.0 53.6 53.6 Volume/Cap: 0.00 0.00 0.00 0.27 0.00 0.20 0.27 0.12 0.00 0.00 0.27 0.27 Delay/Veh: 0.0 0.0 0.0 34.3 0.0 34.0 34.0 3.1 0.0 0.0 8.8 8.8 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: 0.0 0.0 0.0 34.3 0.0 34.0 34.0 3.1 0.0 0.0 8.8 8.8 LOS by Move: A A A C A C C A A A A A
HCM2k95thQ: 0 0 0 4 0 3 4 3 0 0 8 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-23
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #8: East Middlefield Road and Ellis Street Signal=Split/Rights=Include
Final Vol: 96 0 247***
Lanes: 1 0 0 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
146*** 1
Cycle Time (sec): 90
0 425***
0 Loss Time (sec): 9
1 448 2 Critical V/C: 0.442 1 434
0 Avg Crit Del (sec/veh): 19.4 0
0 0 Avg Delay (sec/veh): 16.2 0 0
LOS: B
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: Ellis Street East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 0 10 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 247 0 96 146 448 0 0 434 425
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 247 0 96 146 448 0 0 434 425
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 247 0 96 146 448 0 0 434 425
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 247 0 96 146 448 0 0 434 425
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 247 0 96 146 448 0 0 434 425
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 247 0 96 146 448 0 0 434 425
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.95 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 1.00 2.00 0.00 0.00 1.00 1.00 Final Sat.: 0 0 0 3150 0 1750 1750 3800 0 0 1899 1800
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.08 0.00 0.05 0.08 0.12 0.00 0.00 0.23 0.24 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 16.0 0.0 16.0 17.0 65.0 0.0 0.0 48.1 48.1 Volume/Cap: 0.00 0.00 0.00 0.44 0.00 0.31 0.44 0.16 0.00 0.00 0.43 0.44 Delay/Veh: 0.0 0.0 0.0 33.6 0.0 32.8 33.3 4.0 0.0 0.0 12.8 13.0 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: 0.0 0.0 0.0 33.6 0.0 32.8 33.3 4.0 0.0 0.0 12.8 13.0 LOS by Move: A A A C A C C A A A B B
HCM2k95thQ: 0 0 0 8 0 5 8 4 0 0 13 14
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-24
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #8: East Middlefield Road and Ellis Street Signal=Split/Rights=Include
Final Vol: 96 0 307***
Lanes: 1 0 0 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
146*** 1
Cycle Time (sec): 90
0 495***
0 Loss Time (sec): 9
1 463 2 Critical V/C: 0.515 1 447
0 Avg Crit Del (sec/veh): 20.0 0
0 0 Avg Delay (sec/veh): 16.6 0 0
LOS: B
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: Ellis Street East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 0 10 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 247 0 96 146 448 0 0 434 425
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 247 0 96 146 448 0 0 434 425
Added Vol: 0 0 0 60 0 0 0 15 0 0 13 70
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 307 0 96 146 463 0 0 447 495
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 307 0 96 146 463 0 0 447 495
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 307 0 96 146 463 0 0 447 495
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 307 0 96 146 463 0 0 447 495
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 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: 0.00 0.00 0.00 2.00 0.00 1.00 1.00 2.00 0.00 0.00 1.00 1.00 Final Sat.: 0 0 0 3150 0 1750 1750 3800 0 0 1900 1750
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.10 0.00 0.05 0.08 0.12 0.00 0.00 0.24 0.28 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 17.0 0.0 17.0 14.6 64.0 0.0 0.0 49.4 49.4 Volume/Cap: 0.00 0.00 0.00 0.52 0.00 0.29 0.52 0.17 0.00 0.00 0.43 0.52 Delay/Veh: 0.0 0.0 0.0 33.6 0.0 31.8 36.1 4.3 0.0 0.0 12.1 13.0 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: 0.0 0.0 0.0 33.6 0.0 31.8 36.1 4.3 0.0 0.0 12.1 13.0 LOS by Move: A A A C A C D A A A B B
HCM2k95thQ: 0 0 0 10 0 5 8 4 0 0 13 17
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-25
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #9: East Middlefield Road and Logue Avenue Signal=Permit/Rights=Include
Final Vol: 84*** 0 15
Lanes: 1 0 0 1 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
103*** 1
Cycle Time (sec): 85
0 62
0 Loss Time (sec): 9
1 282 1 Critical V/C: 0.318 1 593***
1 Avg Crit Del (sec/veh): 14.9 0
1 0 Avg Delay (sec/veh): 15.2 1 9
LOS: B
Lanes: 0 0 1! 0 0
Final Vol: 0 0 3
Signal=Permit/Rights=Include
Street Name: Logue Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 0 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 0 3 15 0 84 103 282 1 9 593 62
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 3 15 0 84 103 282 1 9 593 62
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 3 15 0 84 103 282 1 9 593 62
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 3 15 0 84 103 282 1 9 593 62
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 3 15 0 84 103 282 1 9 593 62
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 3 15 0 84 103 282 1 9 593 62
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.95 0.95 0.92 0.92 0.97 0.95 0.92 0.98 0.95 Lanes: 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.99 0.01 1.00 1.81 0.19 Final Sat.: 0 0 1750 1800 0 1750 1750 3687 13 1750 3350 350 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.01 0.00 0.05 0.06 0.08 0.08 0.01 0.18 0.18 Crit Moves: **** **** ****
Green Time: 0.0 0.0 12.8 12.8 0.0 12.8 15.8 37.1 37.1 26.0 47.4 47.4 Volume/Cap: 0.00 0.00 0.01 0.06 0.00 0.32 0.32 0.18 0.18 0.02 0.32 0.32 Delay/Veh: 0.0 0.0 30.7 31.0 0.0 32.9 30.5 14.6 14.6 20.6 10.2 10.2 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: 0.0 0.0 30.7 31.0 0.0 32.9 30.5 14.6 14.6 20.6 10.2 10.2 LOS by Move: A A C C A C C B B C B B
HCM2k95thQ: 0 0 0 1 0 5 5 5 5 0 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-26
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #9: East Middlefield Road and Logue Avenue Signal=Permit/Rights=Include
Final Vol: 187*** 0 19
Lanes: 1 0 0 1 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
142*** 1
Cycle Time (sec): 85
0 78
0 Loss Time (sec): 9
1 483 1 Critical V/C: 0.464 1 760***
1 Avg Crit Del (sec/veh): 19.1 0
0 0 Avg Delay (sec/veh): 18.7 1 8
LOS: B
Lanes: 0 0 1! 0 0
Final Vol: 0 0 0
Signal=Permit/Rights=Include
Street Name: Logue Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 0 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 19 0 187 142 483 0 8 760 78
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 19 0 187 142 483 0 8 760 78
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 19 0 187 142 483 0 8 760 78
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 19 0 187 142 483 0 8 760 78
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 19 0 187 142 483 0 8 760 78
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 19 0 187 142 483 0 8 760 78
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.92 0.92 0.95 0.95 0.92 0.92 0.97 0.92 0.92 0.98 0.95 Lanes: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 1.00 1.81 0.19 Final Sat.: 0 1750 0 1800 0 1750 1750 3700 0 1750 3355 344 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.01 0.00 0.11 0.08 0.13 0.00 0.00 0.23 0.23 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 19.6 0.0 19.6 14.9 34.6 0.0 21.8 41.5 41.5 Volume/Cap: 0.00 0.00 0.00 0.05 0.00 0.46 0.46 0.32 0.00 0.02 0.46 0.46 Delay/Veh: 0.0 0.0 0.0 25.5 0.0 29.0 32.6 17.3 0.0 23.6 14.6 14.6 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: 0.0 0.0 0.0 25.5 0.0 29.0 32.6 17.3 0.0 23.6 14.6 14.6 LOS by Move: A A A C A C C B A C B B
HCM2k95thQ: 0 0 0 1 0 10 7 8 0 0 14 14
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-27
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #9: East Middlefield Road and Logue Avenue Signal=Permit/Rights=Include
Final Vol: 187*** 21 19
Lanes: 1 0 0 1 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
142*** 1
Cycle Time (sec): 85
0 78
0 Loss Time (sec): 9
1 483 1 Critical V/C: 0.464 1 760***
1 Avg Crit Del (sec/veh): 19.1 0
75 0 Avg Delay (sec/veh): 19.3 1 80
LOS: B
Lanes: 0 1 0 0 1
Final Vol: 83 14 56
Signal=Permit/Rights=Include
Street Name: Logue Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 0 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 19 0 187 142 483 0 8 760 78
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 19 0 187 142 483 0 8 760 78
Added Vol: 83 14 56 0 21 0 0 0 75 72 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 83 14 56 19 21 187 142 483 75 80 760 78
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 83 14 56 19 21 187 142 483 75 80 760 78
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 83 14 56 19 21 187 142 483 75 80 760 78
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 83 14 56 19 21 187 142 483 75 80 760 78
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.92 0.95 0.95 0.92 0.92 0.98 0.95 0.92 0.98 0.95 Lanes: 0.86 0.14 1.00 0.47 0.53 1.00 1.00 1.72 0.28 1.00 1.81 0.19 Final Sat.: 1540 260 1750 855 945 1750 1750 3202 497 1750 3355 344 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.05 0.03 0.02 0.02 0.11 0.08 0.15 0.15 0.05 0.23 0.23 Crit Moves: **** **** ****
Green Time: 19.6 19.6 19.6 19.6 19.6 19.6 14.9 36.5 36.5 19.9 41.5 41.5 Volume/Cap: 0.23 0.23 0.14 0.10 0.10 0.46 0.46 0.35 0.35 0.20 0.46 0.46 Delay/Veh: 26.9 26.9 26.2 25.8 25.8 29.0 32.6 16.4 16.4 26.3 14.6 14.6 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: 26.9 26.9 26.2 25.8 25.8 29.0 32.6 16.4 16.4 26.3 14.6 14.6 LOS by Move: C C C C C C C B B C B B
HCM2k95thQ: 5 5 3 2 2 10 7 10 10 4 14 14
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-28
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #10: Ferguson Drive and East Middlefield Road Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 85
0 0
0 Loss Time (sec): 9
0 286*** 1 Critical V/C: 0.149 2 713
1 Avg Crit Del (sec/veh): 15.4 0
17 0 Avg Delay (sec/veh): 11.8 2 42***
LOS: B
Lanes: 1 0 0 0 1
Final Vol: 66*** 0 83
Signal=Split/Rights=Include
Street Name: Ferguson Drive East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 0 10 0 0 0 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 66 0 83 0 0 0 0 286 17 42 713 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: 66 0 83 0 0 0 0 286 17 42 713 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 66 0 83 0 0 0 0 286 17 42 713 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: 66 0 83 0 0 0 0 286 17 42 713 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 66 0 83 0 0 0 0 286 17 42 713 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 66 0 83 0 0 0 0 286 17 42 713 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.83 1.00 0.92 Lanes: 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.88 0.12 2.00 2.00 0.00 Final Sat.: 1750 0 1750 0 0 0 0 3492 208 3150 3800 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.00 0.05 0.00 0.00 0.00 0.00 0.08 0.08 0.01 0.19 0.00 Crit Moves: **** **** ****
Green Time: 25.3 0.0 25.3 0.0 0.0 0.0 0.0 43.6 43.6 7.1 50.7 0.0 Volume/Cap: 0.13 0.00 0.16 0.00 0.00 0.00 0.00 0.16 0.16 0.16 0.31 0.00 Delay/Veh: 21.9 0.0 22.2 0.0 0.0 0.0 0.0 11.0 11.0 36.5 8.6 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: 21.9 0.0 22.2 0.0 0.0 0.0 0.0 11.0 11.0 36.5 8.6 0.0 LOS by Move: C A C A A A A B B D A A
HCM2k95thQ: 3 0 3 0 0 0 0 4 4 1 9 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-29
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #10: Ferguson Drive and East Middlefield Road Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0*** 0
Cycle Time (sec): 85
0 0
0 Loss Time (sec): 9
0 481 1 Critical V/C: 0.312 2 878***
1 Avg Crit Del (sec/veh): 6.3 0
27 0 Avg Delay (sec/veh): 10.7 2 46
LOS: B
Lanes: 1 0 0 0 1
Final Vol: 84*** 0 84
Signal=Split/Rights=Include
Street Name: Ferguson Drive East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 0 10 0 0 0 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 84 0 84 0 0 0 0 481 27 46 878 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: 84 0 84 0 0 0 0 481 27 46 878 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 84 0 84 0 0 0 0 481 27 46 878 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: 84 0 84 0 0 0 0 481 27 46 878 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 84 0 84 0 0 0 0 481 27 46 878 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 84 0 84 0 0 0 0 481 27 46 878 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.83 1.00 0.92 Lanes: 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.89 0.11 2.00 2.00 0.00 Final Sat.: 1750 0 1750 0 0 0 0 3503 197 3150 3800 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.00 0.05 0.00 0.00 0.00 0.00 0.14 0.14 0.01 0.23 0.00 Crit Moves: **** **** ****
Green Time: 13.1 0.0 13.1 0.0 0.0 0.0 0.0 39.3 39.3 23.6 62.9 0.0 Volume/Cap: 0.31 0.00 0.31 0.00 0.00 0.00 0.00 0.30 0.30 0.05 0.31 0.00 Delay/Veh: 32.6 0.0 32.6 0.0 0.0 0.0 0.0 14.3 14.3 22.5 3.8 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: 32.6 0.0 32.6 0.0 0.0 0.0 0.0 14.3 14.3 22.5 3.8 0.0 LOS by Move: C A C A A A A B B C A A
HCM2k95thQ: 4 0 4 0 0 0 0 8 8 1 8 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-30
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #10: Ferguson Drive and East Middlefield Road Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0*** 0
Cycle Time (sec): 85
0 0
0 Loss Time (sec): 9
0 537 1 Critical V/C: 0.333 2 950***
1 Avg Crit Del (sec/veh): 7.7 0
27 0 Avg Delay (sec/veh): 12.9 2 114
LOS: B
Lanes: 1 0 0 0 1
Final Vol: 84*** 0 139
Signal=Split/Rights=Include
Street Name: Ferguson Drive East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 0 10 0 0 0 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 84 0 84 0 0 0 0 481 27 46 878 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: 84 0 84 0 0 0 0 481 27 46 878 0
Added Vol: 0 0 55 0 0 0 0 56 0 68 72 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 84 0 139 0 0 0 0 537 27 114 950 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: 84 0 139 0 0 0 0 537 27 114 950 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 84 0 139 0 0 0 0 537 27 114 950 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 84 0 139 0 0 0 0 537 27 114 950 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.83 1.00 0.92 Lanes: 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.90 0.10 2.00 2.00 0.00 Final Sat.: 1750 0 1750 0 0 0 0 3523 177 3150 3800 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.00 0.08 0.00 0.00 0.00 0.00 0.15 0.15 0.04 0.25 0.00 Crit Moves: **** **** ****
Green Time: 18.3 0.0 18.3 0.0 0.0 0.0 0.0 37.4 37.4 20.2 57.7 0.0 Volume/Cap: 0.22 0.00 0.37 0.00 0.00 0.00 0.00 0.35 0.35 0.15 0.37 0.00 Delay/Veh: 27.8 0.0 29.0 0.0 0.0 0.0 0.0 15.8 15.8 25.7 5.9 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: 27.8 0.0 29.0 0.0 0.0 0.0 0.0 15.8 15.8 25.7 5.9 0.0 LOS by Move: C A C A A A A B B C A A
HCM2k95thQ: 4 0 7 0 0 0 0 9 9 3 10 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-31
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #11: East Middlefield Road and SR237 Westbound On-Ramp Signal=Split/Rights=Include
Final Vol: 210*** 104 98
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 90
0 0
0 Loss Time (sec): 9
0 296*** 3 Critical V/C: 0.244 2 550
0 Avg Crit Del (sec/veh): 23.0 0
73 1 Avg Delay (sec/veh): 20.9 2 149***
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: SR 237 On-Ramps East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 10 10 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 0 0 98 104 210 0 296 73 149 550 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: 0 0 0 98 104 210 0 296 73 149 550 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 98 104 210 0 296 73 149 550 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: 0 0 0 98 104 210 0 296 73 149 550 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 98 104 210 0 296 73 149 550 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 98 104 210 0 296 73 149 550 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 1.00 1.00 0.00 3.00 1.00 2.00 2.00 0.00 Final Sat.: 0 0 0 1750 1900 1750 0 5700 1750 3150 3800 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.06 0.05 0.12 0.00 0.05 0.04 0.05 0.14 0.00 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 44.3 44.3 44.3 0.0 19.2 19.2 17.5 36.7 0.0 Volume/Cap: 0.00 0.00 0.00 0.11 0.11 0.24 0.00 0.24 0.20 0.24 0.36 0.00 Delay/Veh: 0.0 0.0 0.0 12.3 12.3 13.3 0.0 29.5 29.3 30.9 18.6 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: 0.0 0.0 0.0 12.3 12.3 13.3 0.0 29.5 29.3 30.9 18.6 0.0 LOS by Move: A A A B B B A C C C B A
HCM2k95thQ: 0 0 0 3 3 7 0 4 4 4 10 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-32
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #11: East Middlefield Road and SR237 Westbound On-Ramp Signal=Split/Rights=Include
Final Vol: 249*** 162 134
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 90
0 0
0 Loss Time (sec): 9
0 474*** 3 Critical V/C: 0.306 2 681
0 Avg Crit Del (sec/veh): 22.9 0
90 1 Avg Delay (sec/veh): 20.5 2 156***
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: SR 237 On-Ramps East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 10 10 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 134 162 249 0 474 90 156 681 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: 0 0 0 134 162 249 0 474 90 156 681 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 134 162 249 0 474 90 156 681 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: 0 0 0 134 162 249 0 474 90 156 681 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 134 162 249 0 474 90 156 681 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 134 162 249 0 474 90 156 681 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 1.00 1.00 0.00 3.00 1.00 2.00 2.00 0.00 Final Sat.: 0 0 0 1750 1900 1750 0 5700 1750 3150 3800 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.08 0.09 0.14 0.00 0.08 0.05 0.05 0.18 0.00 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 41.9 41.9 41.9 0.0 24.5 24.5 14.6 39.1 0.0 Volume/Cap: 0.00 0.00 0.00 0.16 0.18 0.31 0.00 0.31 0.19 0.31 0.41 0.00 Delay/Veh: 0.0 0.0 0.0 14.0 14.1 15.1 0.0 26.1 25.3 33.6 17.7 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: 0.0 0.0 0.0 14.0 14.1 15.1 0.0 26.1 25.3 33.6 17.7 0.0 LOS by Move: A A A B B B A C C C B A
HCM2k95thQ: 0 0 0 5 5 9 0 7 4 4 12 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-33
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #11: East Middlefield Road and SR237 Westbound On-Ramp Signal=Split/Rights=Include
Final Vol: 319*** 162 134
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0*** 0
Cycle Time (sec): 90
0 0
0 Loss Time (sec): 9
0 547 3 Critical V/C: 0.422 2 751***
0 Avg Crit Del (sec/veh): 16.8 0
128 1 Avg Delay (sec/veh): 20.5 2 156
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: SR 237 On-Ramps East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 10 10 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 134 162 249 0 474 90 156 681 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: 0 0 0 134 162 249 0 474 90 156 681 0
Added Vol: 0 0 0 0 0 70 0 73 38 0 70 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 134 162 319 0 547 128 156 751 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: 0 0 0 134 162 319 0 547 128 156 751 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 134 162 319 0 547 128 156 751 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 134 162 319 0 547 128 156 751 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 1.00 1.00 0.00 3.00 1.00 2.00 2.00 0.00 Final Sat.: 0 0 0 1750 1900 1750 0 5700 1750 3150 3800 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.08 0.09 0.18 0.00 0.10 0.07 0.05 0.20 0.00 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 38.9 38.9 38.9 0.0 24.8 24.8 17.4 42.1 0.0 Volume/Cap: 0.00 0.00 0.00 0.18 0.20 0.42 0.00 0.35 0.27 0.26 0.42 0.00 Delay/Veh: 0.0 0.0 0.0 15.8 15.9 18.0 0.0 26.3 25.8 31.1 16.0 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: 0.0 0.0 0.0 15.8 15.9 18.0 0.0 26.3 25.8 31.1 16.0 0.0 LOS by Move: A A A B B B A C C C B A
HCM2k95thQ: 0 0 0 5 5 12 0 8 6 4 13 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-34
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #12: East Middlefield Road and SR 237 Eastbound Off-Ramp Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
146*** 2
Cycle Time (sec): 90
1 118***
0 Loss Time (sec): 9
0 261 2 Critical V/C: 0.291 4 483
0 Avg Crit Del (sec/veh): 21.9 0
0 0 Avg Delay (sec/veh): 20.8 0 0
LOS: C
Lanes: 2 0 1 0 1
Final Vol: 210 281*** 194
Signal=Split/Rights=Include
Street Name:237 Eastbound Off-Ramp and Connec East Middlefield Road Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 0 0 0 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 210 281 194 0 0 0 146 261 0 0 483 118
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 210 281 194 0 0 0 146 261 0 0 483 118
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 210 281 194 0 0 0 146 261 0 0 483 118
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 210 281 194 0 0 0 146 261 0 0 483 118
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 210 281 194 0 0 0 146 261 0 0 483 118
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 210 281 194 0 0 0 146 261 0 0 483 118
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 Lanes: 2.00 1.00 1.00 0.00 0.00 0.00 2.00 2.00 0.00 0.00 4.00 1.00 Final Sat.: 3150 1900 1750 0 0 0 3150 3800 0 0 7600 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.07 0.15 0.11 0.00 0.00 0.00 0.05 0.07 0.00 0.00 0.06 0.07 Crit Moves: **** **** ****
Green Time: 45.8 45.8 45.8 0.0 0.0 0.0 14.3 35.2 0.0 0.0 20.9 20.9 Volume/Cap: 0.13 0.29 0.22 0.00 0.00 0.00 0.29 0.18 0.00 0.00 0.27 0.29 Delay/Veh: 11.7 12.9 12.3 0.0 0.0 0.0 33.7 18.0 0.0 0.0 28.4 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: 11.7 12.9 12.3 0.0 0.0 0.0 33.7 18.0 0.0 0.0 28.4 28.9 LOS by Move: B B B A A A C B A A C C
HCM2k95thQ: 4 9 6 0 0 0 4 5 0 0 5 6
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-35
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #12: East Middlefield Road and SR 237 Eastbound Off-Ramp Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
201*** 2
Cycle Time (sec): 90
1 129
0 Loss Time (sec): 9
0 419 2 Critical V/C: 0.463 4 567***
0 Avg Crit Del (sec/veh): 24.9 0
0 0 Avg Delay (sec/veh): 22.0 0 0
LOS: C
Lanes: 2 0 1 0 1
Final Vol: 264 528*** 230
Signal=Split/Rights=Include
Street Name:237 Eastbound Off-Ramp and Connec East Middlefield Road Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 0 0 0 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 264 528 230 0 0 0 201 419 0 0 567 129
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: 264 528 230 0 0 0 201 419 0 0 567 129
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 264 528 230 0 0 0 201 419 0 0 567 129
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: 264 528 230 0 0 0 201 419 0 0 567 129
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 264 528 230 0 0 0 201 419 0 0 567 129
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 264 528 230 0 0 0 201 419 0 0 567 129
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 Lanes: 2.00 1.00 1.00 0.00 0.00 0.00 2.00 2.00 0.00 0.00 4.00 1.00 Final Sat.: 3150 1900 1750 0 0 0 3150 3800 0 0 7600 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.08 0.28 0.13 0.00 0.00 0.00 0.06 0.11 0.00 0.00 0.07 0.07 Crit Moves: **** **** ****
Green Time: 54.1 54.1 54.1 0.0 0.0 0.0 12.4 26.9 0.0 0.0 14.5 14.5 Volume/Cap: 0.14 0.46 0.22 0.00 0.00 0.00 0.46 0.37 0.00 0.00 0.46 0.46 Delay/Veh: 7.9 10.2 8.4 0.0 0.0 0.0 36.5 25.0 0.0 0.0 34.5 35.3 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: 7.9 10.2 8.4 0.0 0.0 0.0 36.5 25.0 0.0 0.0 34.5 35.3 LOS by Move: A B A A A A D C A A C D
HCM2k95thQ: 4 15 6 0 0 0 6 9 0 0 7 7
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-36
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #12: East Middlefield Road and SR 237 Eastbound Off-Ramp Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
261*** 2
Cycle Time (sec): 90
1 129
0 Loss Time (sec): 9
0 433 2 Critical V/C: 0.487 4 587***
0 Avg Crit Del (sec/veh): 25.9 0
0 0 Avg Delay (sec/veh): 22.3 0 0
LOS: C
Lanes: 2 0 1 0 1
Final Vol: 314 528*** 230
Signal=Split/Rights=Include
Street Name:237 Eastbound Off-Ramp and Connec East Middlefield Road Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 0 0 0 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 264 528 230 0 0 0 201 419 0 0 567 129
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: 264 528 230 0 0 0 201 419 0 0 567 129
Added Vol: 50 0 0 0 0 0 60 14 0 0 20 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 314 528 230 0 0 0 261 433 0 0 587 129
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: 314 528 230 0 0 0 261 433 0 0 587 129
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 314 528 230 0 0 0 261 433 0 0 587 129
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 314 528 230 0 0 0 261 433 0 0 587 129
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 Lanes: 2.00 1.00 1.00 0.00 0.00 0.00 2.00 2.00 0.00 0.00 4.00 1.00 Final Sat.: 3150 1900 1750 0 0 0 3150 3800 0 0 7600 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.10 0.28 0.13 0.00 0.00 0.00 0.08 0.11 0.00 0.00 0.08 0.07 Crit Moves: **** **** ****
Green Time: 51.4 51.4 51.4 0.0 0.0 0.0 15.3 29.6 0.0 0.0 14.3 14.3 Volume/Cap: 0.17 0.49 0.23 0.00 0.00 0.00 0.49 0.35 0.00 0.00 0.49 0.46 Delay/Veh: 9.2 11.8 9.7 0.0 0.0 0.0 34.5 23.0 0.0 0.0 34.8 35.6 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: 9.2 11.8 9.7 0.0 0.0 0.0 34.5 23.0 0.0 0.0 34.8 35.6 LOS by Move: A B A A A A C C A A C D
HCM2k95thQ: 5 16 7 0 0 0 8 9 0 0 7 7
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-37
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #13: East Middlefield Road and Bernardo Avenue Signal=Protect/Rights=Include
Final Vol: 5 3*** 11
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: 01/00/1900 Rights=Include Lanes: Final Vol:
141*** 1
Cycle Time (sec): 75
0 41
0 Loss Time (sec): 12
1 249 1 Critical V/C: 0.299 1 518***
1 Avg Crit Del (sec/veh): 18.7 0
186 0 Avg Delay (sec/veh): 18.6 1 26
LOS: B
Lanes: 1 0 0 1 0
Final Vol: 27*** 20 4
Signal=Protect/Rights=Include
Street Name: Bernardo Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 0 Jan 1900 << 12:00:00 AM Base Vol: 27 20 4 11 3 5 141 249 186 26 518 41
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 27 20 4 11 3 5 141 249 186 26 518 41
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 27 20 4 11 3 5 141 249 186 26 518 41
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: 27 20 4 11 3 5 141 249 186 26 518 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 27 20 4 11 3 5 141 249 186 26 518 41
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 27 20 4 11 3 5 141 249 186 26 518 41
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.00 0.83 0.17 1.00 0.37 0.63 1.00 1.12 0.88 1.00 1.85 0.15 Final Sat.: 1750 1500 300 1750 675 1125 1750 2117 1581 1750 3428 271 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.01 0.01 0.01 0.00 0.00 0.08 0.12 0.12 0.01 0.15 0.15 Crit Moves: **** **** **** ****
Green Time: 7.0 10.0 10.0 7.0 10.0 10.0 16.0 27.1 27.1 18.9 30.0 30.0 Volume/Cap: 0.17 0.10 0.10 0.07 0.03 0.03 0.38 0.33 0.33 0.06 0.38 0.38 Delay/Veh: 31.8 28.7 28.7 31.2 28.3 28.3 25.9 17.5 17.5 21.3 16.1 16.1 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: 31.8 28.7 28.7 31.2 28.3 28.3 25.9 17.5 17.5 21.3 16.1 16.1 LOS by Move: C C C C C C C B B C B B
HCM2k95thQ: 2 1 1 1 0 0 6 7 7 1 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-38
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #13: East Middlefield Road and Bernardo Avenue Signal=Protect/Rights=Include
Final Vol: 9 4*** 16
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
197*** 1
Cycle Time (sec): 75
0 51
0 Loss Time (sec): 12
1 289 1 Critical V/C: 0.369 1 573***
1 Avg Crit Del (sec/veh): 20.5 0
234 0 Avg Delay (sec/veh): 19.8 1 27
LOS: B
Lanes: 1 0 0 1 0
Final Vol: 37*** 38 4
Signal=Protect/Rights=Include
Street Name: Bernardo Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 37 38 4 16 4 9 197 289 234 27 573 51
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: 37 38 4 16 4 9 197 289 234 27 573 51
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 37 38 4 16 4 9 197 289 234 27 573 51
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 37 38 4 16 4 9 197 289 234 27 573 51
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 37 38 4 16 4 9 197 289 234 27 573 51
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 37 38 4 16 4 9 197 289 234 27 573 51
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.00 0.90 0.10 1.00 0.31 0.69 1.00 1.08 0.92 1.00 1.83 0.17 Final Sat.: 1750 1629 171 1750 554 1246 1750 2043 1654 1750 3397 302 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.11 0.14 0.14 0.02 0.17 0.17 Crit Moves: **** **** **** ****
Green Time: 7.0 10.0 10.0 7.0 10.0 10.0 18.4 27.7 27.7 18.3 27.6 27.6 Volume/Cap: 0.23 0.18 0.18 0.10 0.05 0.05 0.46 0.38 0.38 0.06 0.46 0.46 Delay/Veh: 32.2 29.2 29.2 31.4 28.5 28.5 24.8 17.5 17.5 21.8 18.3 18.3 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: 32.2 29.2 29.2 31.4 28.5 28.5 24.8 17.5 17.5 21.8 18.3 18.3 LOS by Move: C C C C C C C B B C B B
HCM2k95thQ: 2 2 2 1 1 1 8 9 9 1 11 11
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-39
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #13: East Middlefield Road and Bernardo Avenue Signal=Protect/Rights=Include
Final Vol: 9 4*** 16
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
197*** 1
Cycle Time (sec): 75
0 51
0 Loss Time (sec): 12
1 303 1 Critical V/C: 0.375 1 593***
1 Avg Crit Del (sec/veh): 20.4 0
234 0 Avg Delay (sec/veh): 19.7 1 27
LOS: B
Lanes: 1 0 0 1 0
Final Vol: 37*** 38 4
Signal=Protect/Rights=Include
Street Name: Bernardo Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 37 38 4 16 4 9 197 289 234 27 573 51
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: 37 38 4 16 4 9 197 289 234 27 573 51
Added Vol: 0 0 0 0 0 0 0 14 0 0 20 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 37 38 4 16 4 9 197 303 234 27 593 51
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 37 38 4 16 4 9 197 303 234 27 593 51
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 37 38 4 16 4 9 197 303 234 27 593 51
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 37 38 4 16 4 9 197 303 234 27 593 51
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.00 0.90 0.10 1.00 0.31 0.69 1.00 1.10 0.90 1.00 1.84 0.16 Final Sat.: 1750 1629 171 1750 554 1246 1750 2087 1611 1750 3407 293 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.02 0.02 0.01 0.01 0.01 0.11 0.15 0.15 0.02 0.17 0.17 Crit Moves: **** **** **** ****
Green Time: 7.0 10.0 10.0 7.0 10.0 10.0 18.1 28.0 28.0 18.0 27.9 27.9 Volume/Cap: 0.23 0.18 0.18 0.10 0.05 0.05 0.47 0.39 0.39 0.06 0.47 0.47 Delay/Veh: 32.2 29.2 29.2 31.4 28.5 28.5 25.2 17.4 17.4 22.1 18.1 18.1 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: 32.2 29.2 29.2 31.4 28.5 28.5 25.2 17.4 17.4 22.1 18.1 18.1 LOS by Move: C C C C C C C B B C B B
HCM2k95thQ: 2 2 2 1 1 1 8 9 9 1 12 12
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-40
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Existing AM
Intersection #101: Ferguson Dr/Project Dwy
Signal=Uncontrol/Rights=Include
Final Vol: 0 59 0
Lanes: 0 0 1 0 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.000 0 0
0 Avg Crit Del (sec/veh): 0.0 0
0 0 Avg Delay (sec/veh): 0.0 0 0
LOS: A
Lanes: 0 0 1 0 0
Final Vol: 0 149 0
Signal=Uncontrol/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 149 0 0 59 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: 0 149 0 0 59 0 0 0 0 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 149 0 0 59 0 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: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 149 0 0 59 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 0 149 0 0 59 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:
Cnflict Vol: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * * * * * * *
Movement: 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 xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * *
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
ApproachLOS: * * * *
Note: Queue reported is the number of cars per lane.
Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| COMPARE Mon Apr 15 11:57:15 2024 Page 3-41
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 149 0 0 59 0 0 0 0 0 0 0
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
------------|---------------||---------------||---------------||---------------| --------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 149 0 0 59 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 208
Minor Approach Volume: 0
Minor Approach Volume Threshold: 638
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-42
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background AM
Intersection #101: Ferguson Dr/Project Dwy
Signal=Uncontrol/Rights=Include
Final Vol: 0 73 0
Lanes: 0 0 1 0 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.000 0 0
0 Avg Crit Del (sec/veh): 0.0 0
0 0 Avg Delay (sec/veh): 0.0 0 0
LOS: A
Lanes: 0 0 1 0 0
Final Vol: 0 168 0
Signal=Uncontrol/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 168 0 0 73 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: 0 168 0 0 73 0 0 0 0 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 168 0 0 73 0 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: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 168 0 0 73 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 0 168 0 0 73 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:
Cnflict Vol: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * * * * * * *
Movement: 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 xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * *
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
ApproachLOS: * * * *
Note: Queue reported is the number of cars per lane.
Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| COMPARE Mon Apr 15 11:57:15 2024 Page 3-43
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 168 0 0 73 0 0 0 0 0 0 0
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
------------|---------------||---------------||---------------||---------------| --------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 168 0 0 73 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 241
Minor Approach Volume: 0
Minor Approach Volume Threshold: 599
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-44
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background + Prj AM
Intersection #101: Ferguson Dr/Project Dwy
Signal=Uncontrol/Rights=Include
Final Vol: 68 73 0
Lanes: 1 0 1 0 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
55 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 0
0 0 1! Critical V/C: 0.082 0 0
0 Avg Crit Del (sec/veh): 2.7 0
35 0 Avg Delay (sec/veh): 2.7 0 0
LOS: B
Lanes: 0 1 0 0 0
Final Vol: 35 168 0
Signal=Uncontrol/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 168 0 0 73 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: 0 168 0 0 73 0 0 0 0 0 0 0
Added Vol: 35 0 0 0 0 68 55 0 35 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 35 168 0 0 73 68 55 0 35 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: 35 168 0 0 73 68 55 0 35 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 35 168 0 0 73 68 55 0 35 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:
Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 6.5 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:
Cnflict Vol: 141 xxxx xxxxx xxxx xxxx xxxxx 311 311 73 xxxx xxxx xxxxx Potent Cap.: 1455 xxxx xxxxx xxxx xxxx xxxxx 686 607 995 xxxx xxxx xxxxx Move Cap.: 1455 xxxx xxxxx xxxx xxxx xxxxx 673 592 995 xxxx xxxx xxxxx Volume/Cap: 0.02 xxxx xxxx xxxx xxxx xxxx 0.08 0.00 0.04 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 770 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.4 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.5 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.3 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.3 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.
Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| COMPARE Mon Apr 15 11:57:15 2024 Page 3-45
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 0 0 0 0 0 1 0 1 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 35 168 0 0 73 68 55 0 35 0 0 0
ApproachDel: xxxxxx xxxxxx 10.3 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.3]
FAIL - Vehicle-hours less than 4 for one lane approach.
Signal Warrant Rule #2: [approach volume=90]
FAIL - Approach volume less than 100 for one lane approach.
Signal Warrant Rule #3: [approach count=3][total volume=434] FAIL - Total volume less than 650 for intersection
with less than four approaches.
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 0 0 0 0 0 1 0 1 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 35 168 0 0 73 68 55 0 35 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 344
Minor Approach Volume: 90
Minor Approach Volume Threshold: 652
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-46
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #5315: CENTRAL EXPWY/HWY 237-FERGUSON
Signal=Split/Rights=Ignore
Final Vol: 0 0 32***
Lanes: 1 0 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
61 1
Cycle Time (sec): 88
1 20
0 Loss Time (sec): 6
0 731*** 3 Critical V/C: 0.157 2 1421
0 Avg Crit Del (sec/veh): 1.4 0
0 0 Avg Delay (sec/veh): 4.4 0 0***
LOS: A
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 12 0 12 12 65 0 0 48 48
Y+R: 4.0 4.0 4.0 4.6 4.0 4.6 4.8 5.8 4.0 4.0 5.8 5.8
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 0 0 32 0 85 61 731 0 0 1421 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: 0 0 0 32 0 85 61 731 0 0 1421 20
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 32 0 85 61 731 0 0 1421 20
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 32 0 0 61 731 0 0 1421 20
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 32 0 0 61 731 0 0 1421 20
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 32 0 0 61 731 0 0 1421 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 3.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1750 0 1750 1750 5700 0 0 3800 1750
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.00 0.03 0.13 0.00 0.00 0.37 0.01 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 12.0 0.0 0.0 14.0 70.0 0.0 0.0 56.0 68.0 Volume/Cap: 0.00 0.00 0.00 0.13 0.00 0.00 0.22 0.16 0.00 0.00 0.59 0.01 Delay/Veh: 0.0 0.0 0.0 33.7 0.0 0.0 32.6 0.0 0.0 0.0 4.8 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: 0.0 0.0 0.0 33.7 0.0 0.0 32.6 0.0 0.0 0.0 4.8 0.0 LOS by Move: A A A C A A C A A A A A
HCM2k95thQ: 0 0 0 2 0 0 3 0 0 0 13 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-47
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #5315: CENTRAL EXPWY/HWY 237-FERGUSON
Signal=Split/Rights=Ignore
Final Vol: 0 0 39***
Lanes: 1 0 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
77 1
Cycle Time (sec): 88
1 23
0 Loss Time (sec): 6
0 928*** 3 Critical V/C: 0.199 2 1481
0 Avg Crit Del (sec/veh): 1.4 0
0 0 Avg Delay (sec/veh): 4.5 0 0***
LOS: A
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 12 0 12 12 65 0 0 48 48
Y+R: 4.0 4.0 4.0 4.6 4.0 4.6 4.8 5.8 4.0 4.0 5.8 5.8
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 39 0 96 77 928 0 0 1481 23
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 39 0 96 77 928 0 0 1481 23
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 39 0 96 77 928 0 0 1481 23
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 39 0 0 77 928 0 0 1481 23
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 39 0 0 77 928 0 0 1481 23
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 39 0 0 77 928 0 0 1481 23
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 3.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1750 0 1750 1750 5700 0 0 3800 1750
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.00 0.04 0.16 0.00 0.00 0.39 0.01 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 12.0 0.0 0.0 14.0 70.0 0.0 0.0 56.0 68.0 Volume/Cap: 0.00 0.00 0.00 0.16 0.00 0.00 0.28 0.20 0.00 0.00 0.61 0.02 Delay/Veh: 0.0 0.0 0.0 33.9 0.0 0.0 33.1 0.0 0.0 0.0 5.0 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: 0.0 0.0 0.0 33.9 0.0 0.0 33.1 0.0 0.0 0.0 5.0 0.0 LOS by Move: A A A C A A C A A A A A
HCM2k95thQ: 0 0 0 2 0 0 4 1 0 0 14 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-48
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #5315: CENTRAL EXPWY/HWY 237-FERGUSON
Signal=Split/Rights=Ignore
Final Vol: 0 0 52***
Lanes: 1 0 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
94 1
Cycle Time (sec): 88
1 41
0 Loss Time (sec): 6
0 928*** 3 Critical V/C: 0.207 2 1481
0 Avg Crit Del (sec/veh): 1.8 0
0 0 Avg Delay (sec/veh): 5.0 0 0***
LOS: A
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 12 0 12 12 65 0 0 48 48
Y+R: 4.0 4.0 4.0 4.6 4.0 4.6 4.8 5.8 4.0 4.0 5.8 5.8
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 39 0 96 77 928 0 0 1481 23
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 39 0 96 77 928 0 0 1481 23
Added Vol: 0 0 0 13 0 23 17 0 0 0 0 18
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 52 0 119 94 928 0 0 1481 41
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 52 0 0 94 928 0 0 1481 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 52 0 0 94 928 0 0 1481 41
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 52 0 0 94 928 0 0 1481 41
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 3.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1750 0 1750 1750 5700 0 0 3800 1750
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.00 0.05 0.16 0.00 0.00 0.39 0.02 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 12.7 0.0 0.0 13.9 69.3 0.0 0.0 55.5 68.1 Volume/Cap: 0.00 0.00 0.00 0.21 0.00 0.00 0.34 0.21 0.00 0.00 0.62 0.03 Delay/Veh: 0.0 0.0 0.0 33.7 0.0 0.0 33.7 0.0 0.0 0.0 5.4 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: 0.0 0.0 0.0 33.7 0.0 0.0 33.7 0.0 0.0 0.0 5.4 0.0 LOS by Move: A A A C A A C A A A A A
HCM2k95thQ: 0 0 0 3 0 0 5 1 0 0 14 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-49
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #5320: CENTRAL EXPWY/MARY AVE
Signal=Protect/Rights=Overlap
Final Vol: 79 80*** 65
Lanes: 0 1 2 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
66 2
Cycle Time (sec): 169
1 183
0 Loss Time (sec): 12
0 753*** 3 Critical V/C: 0.414 3 1766
0 Avg Crit Del (sec/veh): 52.6 0
162 1 Avg Delay (sec/veh): 42.7 2 373***
LOS: D
Lanes: 2 0 3 0 1
Final Vol: 355*** 159 0
Signal=Protect/Rights=Ignore
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 27 37 37 12 22 22 12 67 67 28 83 83
Y+R: 6.1 6.0 6.0 6.2 5.9 5.9 6.2 6.2 6.2 6.3 6.2 6.2
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 355 159 361 65 80 79 66 753 162 373 1766 183
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: 355 159 361 65 80 79 66 753 162 373 1766 183 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 355 159 361 65 80 79 66 753 162 373 1766 183 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 355 159 0 65 80 79 66 753 162 373 1766 183
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 355 159 0 65 80 79 66 753 162 373 1766 183 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 355 159 0 65 80 79 66 753 162 373 1766 183 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 2.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 3800 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.11 0.03 0.00 0.02 0.02 0.05 0.02 0.13 0.09 0.12 0.31 0.10 Crit Moves: **** **** **** ****
Green Time: 33.2 41.7 0.0 13.5 22.0 34.9 12.9 67.0 100.2 34.8 89.0 102.5 Volume/Cap: 0.57 0.11 0.00 0.26 0.16 0.22 0.28 0.33 0.16 0.57 0.59 0.17 Delay/Veh: 62.9 49.4 0.0 73.6 65.4 55.9 74.3 40.3 21.4 62.3 35.3 20.7 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: 62.9 49.4 0.0 73.6 65.4 55.9 74.3 40.3 21.4 62.3 35.3 20.7 LOS by Move: E D A E E E E D C E D C
HCM2k95thQ: 19 4 0 4 4 7 4 18 11 20 40 12
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-50
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #5320: CENTRAL EXPWY/MARY AVE
Signal=Protect/Rights=Overlap
Final Vol: 88 89*** 65
Lanes: 0 1 2 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
103 2
Cycle Time (sec): 169
1 183
0 Loss Time (sec): 12
0 974*** 3 Critical V/C: 0.471 3 1904
0 Avg Crit Del (sec/veh): 52.8 0
190 1 Avg Delay (sec/veh): 44.4 2 374***
LOS: D
Lanes: 2 0 3 0 1
Final Vol: 392*** 244 0
Signal=Protect/Rights=Ignore
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 27 37 37 12 22 22 12 67 67 28 83 83
Y+R: 6.1 6.0 6.0 6.2 5.9 5.9 6.2 6.2 6.2 6.3 6.2 6.2
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 392 244 366 65 89 88 103 974 190 374 1904 183 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: 392 244 366 65 89 88 103 974 190 374 1904 183 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 392 244 366 65 89 88 103 974 190 374 1904 183 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 392 244 0 65 89 88 103 974 190 374 1904 183 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 392 244 0 65 89 88 103 974 190 374 1904 183 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 392 244 0 65 89 88 103 974 190 374 1904 183 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 2.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 3800 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.12 0.04 0.00 0.02 0.02 0.05 0.03 0.17 0.11 0.12 0.33 0.10 Crit Moves: **** **** **** ****
Green Time: 34.8 42.9 0.0 13.9 22.0 34.7 12.7 67.0 101.8 33.2 87.5 101.5 Volume/Cap: 0.60 0.17 0.00 0.25 0.18 0.25 0.44 0.43 0.18 0.60 0.64 0.17 Delay/Veh: 62.5 49.2 0.0 73.2 65.6 56.4 76.1 42.2 21.1 64.0 37.7 21.1 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: 62.5 49.2 0.0 73.2 65.6 56.4 76.1 42.2 21.1 64.0 37.7 21.1 LOS by Move: E D A E E E E D C E D C
HCM2k95thQ: 21 6 0 4 4 8 7 24 12 21 44 12
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-51
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj AM
Intersection #5320: CENTRAL EXPWY/MARY AVE
Signal=Protect/Rights=Overlap
Final Vol: 88 89*** 65
Lanes: 0 1 2 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
103 2
Cycle Time (sec): 169
1 183
0 Loss Time (sec): 12
0 999*** 3 Critical V/C: 0.479 3 1932
0 Avg Crit Del (sec/veh): 52.9 0
191 1 Avg Delay (sec/veh): 44.7 2 374***
LOS: D
Lanes: 2 0 3 0 1
Final Vol: 402*** 244 0
Signal=Protect/Rights=Ignore
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 27 37 37 12 22 22 12 67 67 28 83 83
Y+R: 6.1 6.0 6.0 6.2 5.9 5.9 6.2 6.2 6.2 6.3 6.2 6.2
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 392 244 366 65 89 88 103 974 190 374 1904 183 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: 392 244 366 65 89 88 103 974 190 374 1904 183 Added Vol: 10 0 0 0 0 0 0 25 1 0 28 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 402 244 366 65 89 88 103 999 191 374 1932 183 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 402 244 0 65 89 88 103 999 191 374 1932 183 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 402 244 0 65 89 88 103 999 191 374 1932 183 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 402 244 0 65 89 88 103 999 191 374 1932 183 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 2.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 3800 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.13 0.04 0.00 0.02 0.02 0.05 0.03 0.18 0.11 0.12 0.34 0.10 Crit Moves: **** **** **** ****
Green Time: 35.2 43.2 0.0 14.0 22.0 34.6 12.6 67.0 102.2 32.8 87.2 101.2 Volume/Cap: 0.61 0.17 0.00 0.25 0.18 0.25 0.44 0.44 0.18 0.61 0.66 0.17 Delay/Veh: 62.4 49.0 0.0 73.1 65.6 56.4 76.1 42.4 20.9 64.4 38.3 21.2 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: 62.4 49.0 0.0 73.1 65.6 56.4 76.1 42.4 20.9 64.4 38.3 21.2 LOS by Move: E D A E E E E D C E D C
HCM2k95thQ: 21 6 0 4 4 8 7 25 12 21 45 12
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-52
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM 4-Way Stop (Future Volume Alternative)
Existing PM
Intersection #1: Ellis Street and Manila Drive
Signal=Stop/Rights=Include
Final Vol: 0 180 4***
Lanes: 0 0 1 1 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 1
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.189 1! 0
0 Avg Crit Del (sec/veh): 8.3 0
0 0 Avg Delay (sec/veh): 8.3 0 139***
LOS: A
Lanes: 0 0 2 0 1
Final Vol: 0 23 64***
Signal=Stop/Rights=Include
Street Name: Ellis Street Manila Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 23 64 4 180 0 0 0 0 139 0 1
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 23 64 4 180 0 0 0 0 139 0 1
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 23 64 4 180 0 0 0 0 139 0 1
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 23 64 4 180 0 0 0 0 139 0 1
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 23 64 4 180 0 0 0 0 139 0 1
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 23 64 4 180 0 0 0 0 139 0 1
------------|---------------||---------------||---------------||---------------| 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: 0.00 2.00 1.00 0.04 1.96 0.00 0.00 0.00 0.00 0.99 0.00 0.01 Final Sat.: 0 1403 812 31 1401 0 0 0 0 734 0 5
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: xxxx 0.02 0.08 0.13 0.13 xxxx xxxx xxxx xxxx 0.19 xxxx 0.19 Crit Moves: **** **** ****
Delay/Veh: 0.0 7.8 7.3 8.3 8.3 0.0 0.0 0.0 0.0 8.7 0.0 8.7 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: 0.0 7.8 7.3 8.3 8.3 0.0 0.0 0.0 0.0 8.7 0.0 8.7 LOS by Move: * A A A A * * * * A * A
ApproachDel: 7.5 8.3 xxxxxx 8.7
Delay Adj: 1.00 1.00 xxxxx 1.00
ApprAdjDel: 7.5 8.3 xxxxxx 8.7
LOS by Appr: A A * A
AllWayAvgQ: 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.2 0.2 0.2 Note: Queue reported is the number of cars per lane.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #1 Ellis Street and Manila Drive
******************************************************************************** COMPARE Mon Apr 15 11:57:15 2024 Page 3-53
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Stop Sign Stop Sign Stop Sign Stop Sign
Lanes: 0 0 2 0 1 0 1 1 0 0 0 0 0 0 0 0 0 1! 0 0
Initial Vol: 0 23 64 4 180 0 0 0 0 139 0 1
------------|---------------||---------------||---------------||---------------| Major Street Volume: 271
Minor Approach Volume: 140
Minor Approach Volume Threshold: 735
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-54
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM 4-Way Stop (Future Volume Alternative)
Background PM
Intersection #1: Ellis Street and Manila Drive
Signal=Stop/Rights=Include
Final Vol: 0 202 4***
Lanes: 0 0 1 1 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 1
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.268 1! 0
0 Avg Crit Del (sec/veh): 8.8 0
0 0 Avg Delay (sec/veh): 8.8 0 192***
LOS: A
Lanes: 0 0 2 0 1
Final Vol: 0 37 80***
Signal=Stop/Rights=Include
Street Name: Ellis Street Manila Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 37 80 4 202 0 0 0 0 192 0 1
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 37 80 4 202 0 0 0 0 192 0 1
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 37 80 4 202 0 0 0 0 192 0 1
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 37 80 4 202 0 0 0 0 192 0 1
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 37 80 4 202 0 0 0 0 192 0 1
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 37 80 4 202 0 0 0 0 192 0 1
------------|---------------||---------------||---------------||---------------| 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: 0.00 2.00 1.00 0.04 1.96 0.00 0.00 0.00 0.00 0.99 0.00 0.01 Final Sat.: 0 1344 774 27 1348 0 0 0 0 716 0 4
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: xxxx 0.03 0.10 0.15 0.15 xxxx xxxx xxxx xxxx 0.27 xxxx 0.27 Crit Moves: **** **** ****
Delay/Veh: 0.0 8.0 7.7 8.7 8.7 0.0 0.0 0.0 0.0 9.5 0.0 9.5 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: 0.0 8.0 7.7 8.7 8.7 0.0 0.0 0.0 0.0 9.5 0.0 9.5 LOS by Move: * A A A A * * * * A * A
ApproachDel: 7.8 8.7 xxxxxx 9.5
Delay Adj: 1.00 1.00 xxxxx 1.00
ApprAdjDel: 7.8 8.7 xxxxxx 9.5
LOS by Appr: A A * A
AllWayAvgQ: 0.0 0.0 0.1 0.2 0.2 0.0 0.0 0.0 0.0 0.3 0.3 0.3 Note: Queue reported is the number of cars per lane.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #1 Ellis Street and Manila Drive
******************************************************************************** COMPARE Mon Apr 15 11:57:15 2024 Page 3-55
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Stop Sign Stop Sign Stop Sign Stop Sign
Lanes: 0 0 2 0 1 0 1 1 0 0 0 0 0 0 0 0 0 1! 0 0
Initial Vol: 0 37 80 4 202 0 0 0 0 192 0 1
------------|---------------||---------------||---------------||---------------| Major Street Volume: 323
Minor Approach Volume: 193
Minor Approach Volume Threshold: 674
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-56
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM 4-Way Stop (Future Volume Alternative)
Background + Prj PM
Intersection #1: Ellis Street and Manila Drive
Signal=Stop/Rights=Include
Final Vol: 0 202 4***
Lanes: 0 0 1 1 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 1
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.268 1! 0
0 Avg Crit Del (sec/veh): 8.8 0
0 0 Avg Delay (sec/veh): 8.8 0 192***
LOS: A
Lanes: 0 0 2 0 1
Final Vol: 0 37 80***
Signal=Stop/Rights=Include
Street Name: Ellis Street Manila Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 37 80 4 202 0 0 0 0 192 0 1
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 37 80 4 202 0 0 0 0 192 0 1
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 37 80 4 202 0 0 0 0 192 0 1
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 37 80 4 202 0 0 0 0 192 0 1
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 37 80 4 202 0 0 0 0 192 0 1
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 37 80 4 202 0 0 0 0 192 0 1
------------|---------------||---------------||---------------||---------------| 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: 0.00 2.00 1.00 0.04 1.96 0.00 0.00 0.00 0.00 0.99 0.00 0.01 Final Sat.: 0 1344 774 27 1348 0 0 0 0 716 0 4
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: xxxx 0.03 0.10 0.15 0.15 xxxx xxxx xxxx xxxx 0.27 xxxx 0.27 Crit Moves: **** **** ****
Delay/Veh: 0.0 8.0 7.7 8.7 8.7 0.0 0.0 0.0 0.0 9.5 0.0 9.5 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: 0.0 8.0 7.7 8.7 8.7 0.0 0.0 0.0 0.0 9.5 0.0 9.5 LOS by Move: * A A A A * * * * A * A
ApproachDel: 7.8 8.7 xxxxxx 9.5
Delay Adj: 1.00 1.00 xxxxx 1.00
ApprAdjDel: 7.8 8.7 xxxxxx 9.5
LOS by Appr: A A * A
AllWayAvgQ: 0.0 0.0 0.1 0.2 0.2 0.0 0.0 0.0 0.0 0.3 0.3 0.3 Note: Queue reported is the number of cars per lane.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #1 Ellis Street and Manila Drive
******************************************************************************** COMPARE Mon Apr 15 11:57:15 2024 Page 3-57
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Stop Sign Stop Sign Stop Sign Stop Sign
Lanes: 0 0 2 0 1 0 1 1 0 0 0 0 0 0 0 0 0 1! 0 0
Initial Vol: 0 37 80 4 202 0 0 0 0 192 0 1
------------|---------------||---------------||---------------||---------------| Major Street Volume: 323
Minor Approach Volume: 193
Minor Approach Volume Threshold: 674
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-58
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #2: Ellis Street and US-101 North Ramps
Signal=Split/Rights=Include
Final Vol: 112 215*** 0
Lanes: 0 1 1 0 0
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 75
2 14
0 Loss Time (sec): 6
0 0 0 Critical V/C: 0.278 0 0
0 Avg Crit Del (sec/veh): 19.2 1
0 0 Avg Delay (sec/veh): 19.2 0 121***
LOS: B
Lanes: 0 1 1 0 0
Final Vol: 175*** 79 0
Signal=Split/Rights=Include
Street Name: Ellis Street US-101 NB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 0 0 10 10 0 0 0 10 0 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 175 79 0 0 215 112 0 0 0 121 0 14
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: 175 79 0 0 215 112 0 0 0 121 0 14
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 175 79 0 0 215 112 0 0 0 121 0 14
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: 175 79 0 0 215 112 0 0 0 121 0 14
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 175 79 0 0 215 112 0 0 0 121 0 14
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 175 79 0 0 215 112 0 0 0 121 0 14
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.92 1.00 0.92 0.95 0.95 0.83 Lanes: 1.00 1.00 0.00 0.00 1.30 0.70 0.00 0.00 0.00 1.00 0.00 2.00 Final Sat.: 1750 1900 0 0 2432 1267 0 0 0 1800 0 3150
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.10 0.04 0.00 0.00 0.09 0.09 0.00 0.00 0.00 0.07 0.00 0.00 Crit Moves: **** **** ****
Green Time: 27.0 27.0 0.0 0.0 23.9 23.9 0.0 0.0 0.0 18.1 0.0 18.1 Volume/Cap: 0.28 0.12 0.00 0.00 0.28 0.28 0.00 0.00 0.00 0.28 0.00 0.02 Delay/Veh: 17.2 16.1 0.0 0.0 19.3 19.3 0.0 0.0 0.0 23.5 0.0 21.7 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: 17.2 16.1 0.0 0.0 19.3 19.3 0.0 0.0 0.0 23.5 0.0 21.7 LOS by Move: B B A A B B A A A C A C
HCM2k95thQ: 6 2 0 0 6 6 0 0 0 5 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-59
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #2: Ellis Street and US-101 North Ramps
Signal=Split/Rights=Include
Final Vol: 165 237*** 0
Lanes: 0 1 1 0 0
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 75
2 14
0 Loss Time (sec): 6
0 0 0 Critical V/C: 0.523 0 0
0 Avg Crit Del (sec/veh): 20.4 1
0 0 Avg Delay (sec/veh): 20.1 0 198***
LOS: C
Lanes: 0 1 1 0 0
Final Vol: 459*** 109 0
Signal=Split/Rights=Include
Street Name: Ellis Street US-101 NB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 0 0 10 10 0 0 0 10 0 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 459 109 0 0 237 165 0 0 0 198 0 14
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: 459 109 0 0 237 165 0 0 0 198 0 14
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 459 109 0 0 237 165 0 0 0 198 0 14
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: 459 109 0 0 237 165 0 0 0 198 0 14
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 459 109 0 0 237 165 0 0 0 198 0 14
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 459 109 0 0 237 165 0 0 0 198 0 14
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.92 1.00 0.92 0.95 0.95 0.83 Lanes: 1.00 1.00 0.00 0.00 1.16 0.84 0.00 0.00 0.00 1.00 0.00 2.00 Final Sat.: 1750 1900 0 0 2180 1518 0 0 0 1800 0 3150
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.26 0.06 0.00 0.00 0.11 0.11 0.00 0.00 0.00 0.11 0.00 0.00 Crit Moves: **** **** ****
Green Time: 37.6 37.6 0.0 0.0 15.6 15.6 0.0 0.0 0.0 15.8 0.0 15.8 Volume/Cap: 0.52 0.11 0.00 0.00 0.52 0.52 0.00 0.00 0.00 0.52 0.00 0.02 Delay/Veh: 13.1 9.9 0.0 0.0 27.1 27.1 0.0 0.0 0.0 27.6 0.0 23.5 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: 13.1 9.9 0.0 0.0 27.1 27.1 0.0 0.0 0.0 27.6 0.0 23.5 LOS by Move: B A A A C C A A A C A C
HCM2k95thQ: 14 3 0 0 10 10 0 0 0 10 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-60
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #2: Ellis Street and US-101 North Ramps
Signal=Split/Rights=Include
Final Vol: 165 237*** 0
Lanes: 0 1 1 0 0
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 75
2 14
0 Loss Time (sec): 6
0 0 0 Critical V/C: 0.565 0 0
0 Avg Crit Del (sec/veh): 20.4 1
0 0 Avg Delay (sec/veh): 20.1 0 198***
LOS: C
Lanes: 0 1 1 0 0
Final Vol: 527*** 109 0
Signal=Split/Rights=Include
Street Name: Ellis Street US-101 NB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 0 0 10 10 0 0 0 10 0 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 459 109 0 0 237 165 0 0 0 198 0 14
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: 459 109 0 0 237 165 0 0 0 198 0 14
Added Vol: 68 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 527 109 0 0 237 165 0 0 0 198 0 14
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: 527 109 0 0 237 165 0 0 0 198 0 14
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 527 109 0 0 237 165 0 0 0 198 0 14
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 527 109 0 0 237 165 0 0 0 198 0 14
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.92 1.00 0.92 0.95 0.95 0.83 Lanes: 1.00 1.00 0.00 0.00 1.16 0.84 0.00 0.00 0.00 1.00 0.00 2.00 Final Sat.: 1750 1900 0 0 2180 1518 0 0 0 1800 0 3150
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.30 0.06 0.00 0.00 0.11 0.11 0.00 0.00 0.00 0.11 0.00 0.00 Crit Moves: **** **** ****
Green Time: 40.0 40.0 0.0 0.0 14.4 14.4 0.0 0.0 0.0 14.6 0.0 14.6 Volume/Cap: 0.57 0.11 0.00 0.00 0.57 0.57 0.00 0.00 0.00 0.57 0.00 0.02 Delay/Veh: 12.4 8.7 0.0 0.0 28.5 28.5 0.0 0.0 0.0 29.5 0.0 24.4 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: 12.4 8.7 0.0 0.0 28.5 28.5 0.0 0.0 0.0 29.5 0.0 24.4 LOS by Move: B A A A C C A A A C A C
HCM2k95thQ: 16 2 0 0 10 10 0 0 0 10 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-61
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #3: Ellis Street and US-101 South Ramps
Signal=Protect/Rights=Include
Final Vol: 0 220 108***
Lanes: 0 0 1 0 1
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
40*** 1
Cycle Time (sec): 53
0 0
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.250 0 0
0 Avg Crit Del (sec/veh): 13.4 0
86 1 Avg Delay (sec/veh): 10.6 0 0
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 216 215***
Signal=Protect/Rights=Include
Street Name: Ellis Street 101 SB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 10 10 7 10 0 10 0 10 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 216 215 108 220 0 40 0 86 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: 0 216 215 108 220 0 40 0 86 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 216 215 108 220 0 40 0 86 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: 0 216 215 108 220 0 40 0 86 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 216 215 108 220 0 40 0 86 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 216 215 108 220 0 40 0 86 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 2.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 0 3800 1750 1750 1900 0 1750 0 1750 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.12 0.06 0.12 0.00 0.02 0.00 0.05 0.00 0.00 0.00 Crit Moves: **** **** ****
Green Time: 0.0 22.3 22.3 11.2 33.6 0.0 10.4 0.0 10.4 0.0 0.0 0.0 Volume/Cap: 0.00 0.13 0.29 0.29 0.18 0.00 0.12 0.00 0.25 0.00 0.00 0.00 Delay/Veh: 0.0 9.4 10.3 18.0 4.1 0.0 17.7 0.0 18.4 0.0 0.0 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: 0.0 9.4 10.3 18.0 4.1 0.0 17.7 0.0 18.4 0.0 0.0 0.0 LOS by Move: A A B B A A B A B A A A
HCM2k95thQ: 0 2 5 3 3 0 1 0 3 0 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-62
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #3: Ellis Street and US-101 South Ramps
Signal=Protect/Rights=Include
Final Vol: 0 319 108***
Lanes: 0 0 1 0 1
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
56*** 1
Cycle Time (sec): 53
0 0
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.373 0 0
0 Avg Crit Del (sec/veh): 20.5 0
260 1 Avg Delay (sec/veh): 15.5 0 0
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 514 378***
Signal=Protect/Rights=Include
Street Name: Ellis Street 101 SB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 10 10 7 10 0 10 0 10 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 514 378 108 319 0 56 0 260 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: 0 514 378 108 319 0 56 0 260 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 514 378 108 319 0 56 0 260 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: 0 514 378 108 319 0 56 0 260 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 514 378 108 319 0 56 0 260 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 514 378 108 319 0 56 0 260 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 2.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 0 3800 1750 1750 1900 0 1750 0 1750 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.14 0.22 0.06 0.17 0.00 0.03 0.00 0.15 0.00 0.00 0.00 Crit Moves: **** **** ****
Green Time: 0.0 15.9 15.9 7.0 22.9 0.0 21.1 0.0 21.1 0.0 0.0 0.0 Volume/Cap: 0.00 0.45 0.72 0.47 0.39 0.00 0.08 0.00 0.37 0.00 0.00 0.00 Delay/Veh: 0.0 15.3 21.4 22.8 10.6 0.0 10.0 0.0 11.6 0.0 0.0 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: 0.0 15.3 21.4 22.8 10.6 0.0 10.0 0.0 11.6 0.0 0.0 0.0 LOS by Move: A B C C B A A A B A A A
HCM2k95thQ: 0 7 12 4 7 0 1 0 7 0 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-63
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #3: Ellis Street and US-101 South Ramps
Signal=Protect/Rights=Include
Final Vol: 0 319 108***
Lanes: 0 0 1 0 1
Signal=Split Signal=Split
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
56 1
Cycle Time (sec): 55
0 0
0 Loss Time (sec): 9
0 0 0 Critical V/C: 0.551 0 0
0 Avg Crit Del (sec/veh): 16.6 0
321*** 1 Avg Delay (sec/veh): 13.6 0 0
LOS: B
Lanes: 0 0 2 0 1
Final Vol: 0 582 378***
Signal=Protect/Rights=Include
Street Name: Ellis Street 101 SB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 10 10 7 10 0 10 0 10 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 514 378 108 319 0 56 0 260 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: 0 514 378 108 319 0 56 0 260 0 0 0
Added Vol: 0 68 0 0 0 0 0 0 61 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 582 378 108 319 0 56 0 321 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: 0 582 378 108 319 0 56 0 321 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 582 378 108 319 0 56 0 321 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 582 378 108 319 0 56 0 321 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 2.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 0 3800 1750 1750 1900 0 1750 0 1750 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.15 0.22 0.06 0.17 0.00 0.03 0.00 0.18 0.00 0.00 0.00 Crit Moves: **** **** ****
Green Time: 0.0 21.1 21.1 7.0 28.1 0.0 17.9 0.0 17.9 0.0 0.0 0.0 Volume/Cap: 0.00 0.40 0.56 0.48 0.33 0.00 0.10 0.00 0.56 0.00 0.00 0.00 Delay/Veh: 0.0 12.5 14.4 24.0 8.1 0.0 13.0 0.0 16.6 0.0 0.0 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: 0.0 12.5 14.4 24.0 8.1 0.0 13.0 0.0 16.6 0.0 0.0 0.0 LOS by Move: A B B C A A B A B A A A
HCM2k95thQ: 0 7 10 4 6 0 2 0 11 0 0 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-64
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #4: Ellis Street and Fairchild Drive
Signal=Protect/Rights=Include
Final Vol: 108 179*** 16
Lanes: 1 0 1 0 1
Signal=Permit Signal=Permit
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
94 0
Cycle Time (sec): 55
0 82
0 Loss Time (sec): 9
0 1*** 1! Critical V/C: 0.197 1! 16
0 Avg Crit Del (sec/veh): 12.5 0
14 0 Avg Delay (sec/veh): 13.0 0 8
LOS: B
Lanes: 1 0 1 1 0
Final Vol: 15*** 271 8
Signal=Protect/Rights=Include
Street Name: Ellis Street Fairchild Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 15 271 8 16 179 108 94 1 14 8 16 82
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: 15 271 8 16 179 108 94 1 14 8 16 82
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 15 271 8 16 179 108 94 1 14 8 16 82
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: 15 271 8 16 179 108 94 1 14 8 16 82
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 15 271 8 16 179 108 94 1 14 8 16 82
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 271 8 16 179 108 94 1 14 8 16 82
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.94 0.06 1.00 1.00 1.00 0.86 0.01 0.13 0.08 0.15 0.77 Final Sat.: 1750 3594 106 1750 1900 1750 1509 16 225 132 264 1354 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.01 0.08 0.08 0.01 0.09 0.06 0.06 0.06 0.06 0.06 0.06 0.06 Crit Moves: **** **** ****
Green Time: 7.0 17.9 17.9 12.5 23.5 23.5 15.5 15.5 15.5 15.5 15.5 15.5 Volume/Cap: 0.07 0.23 0.23 0.04 0.22 0.14 0.22 0.22 0.22 0.21 0.21 0.21 Delay/Veh: 21.3 13.6 13.6 16.6 10.1 9.7 15.3 15.3 15.3 15.3 15.3 15.3 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: 21.3 13.6 13.6 16.6 10.1 9.7 15.3 15.3 15.3 15.3 15.3 15.3 LOS by Move: C B B B B A B B B B B B
HCM2k95thQ: 1 4 4 0 4 2 3 3 3 3 3 3
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-65
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #4: Ellis Street and Fairchild Drive
Signal=Protect/Rights=Include
Final Vol: 118 380*** 77
Lanes: 1 0 1 0 1
Signal=Permit Signal=Permit
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
100 0
Cycle Time (sec): 55
0 291
0 Loss Time (sec): 9
0 1 1! Critical V/C: 0.468 1! 16***
0 Avg Crit Del (sec/veh): 15.2 0
17 0 Avg Delay (sec/veh): 15.3 0 8
LOS: B
Lanes: 1 0 1 1 0
Final Vol: 20*** 516 8
Signal=Protect/Rights=Include
Street Name: Ellis Street Fairchild Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 20 516 8 77 380 118 100 1 17 8 16 291
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 516 8 77 380 118 100 1 17 8 16 291
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 516 8 77 380 118 100 1 17 8 16 291
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 516 8 77 380 118 100 1 17 8 16 291
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 516 8 77 380 118 100 1 17 8 16 291
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 516 8 77 380 118 100 1 17 8 16 291
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.97 0.03 1.00 1.00 1.00 0.85 0.01 0.14 0.03 0.05 0.92 Final Sat.: 1750 3643 56 1750 1900 1750 1483 15 252 44 89 1617 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.01 0.14 0.14 0.04 0.20 0.07 0.07 0.07 0.07 0.18 0.18 0.18 Crit Moves: **** **** ****
Green Time: 7.0 16.2 16.2 11.3 20.5 20.5 18.5 18.5 18.5 18.5 18.5 18.5 Volume/Cap: 0.09 0.48 0.48 0.21 0.54 0.18 0.20 0.20 0.20 0.54 0.54 0.54 Delay/Veh: 21.4 16.3 16.3 18.4 14.3 11.7 13.2 13.2 13.2 15.8 15.8 15.8 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: 21.4 16.3 16.3 18.4 14.3 11.7 13.2 13.2 13.2 15.8 15.8 15.8 LOS by Move: C B B B B B B B B B B B
HCM2k95thQ: 1 8 8 2 10 3 3 3 3 10 10 10
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-66
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #4: Ellis Street and Fairchild Drive
Signal=Protect/Rights=Include
Final Vol: 118 441*** 77
Lanes: 1 0 1 0 1
Signal=Permit Signal=Permit
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
100 0
Cycle Time (sec): 53
0 291
0 Loss Time (sec): 9
0 1 1! Critical V/C: 0.510 1! 16***
0 Avg Crit Del (sec/veh): 15.5 0
17 0 Avg Delay (sec/veh): 15.1 0 8
LOS: B
Lanes: 1 0 1 1 0
Final Vol: 20*** 584 8
Signal=Protect/Rights=Include
Street Name: Ellis Street Fairchild Drive
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 20 516 8 77 380 118 100 1 17 8 16 291
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 516 8 77 380 118 100 1 17 8 16 291
Added Vol: 0 68 0 0 61 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 584 8 77 441 118 100 1 17 8 16 291
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 584 8 77 441 118 100 1 17 8 16 291
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 584 8 77 441 118 100 1 17 8 16 291
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 584 8 77 441 118 100 1 17 8 16 291
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.97 0.03 1.00 1.00 1.00 0.85 0.01 0.14 0.03 0.05 0.92 Final Sat.: 1750 3650 50 1750 1900 1750 1483 15 252 44 89 1617 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.01 0.16 0.16 0.04 0.23 0.07 0.07 0.07 0.07 0.18 0.18 0.18 Crit Moves: **** **** ****
Green Time: 7.0 16.4 16.4 11.5 20.8 20.8 16.2 16.2 16.2 16.2 16.2 16.2 Volume/Cap: 0.09 0.52 0.52 0.20 0.59 0.17 0.22 0.22 0.22 0.59 0.59 0.59 Delay/Veh: 20.4 15.5 15.5 17.3 14.0 10.6 13.9 13.9 13.9 17.4 17.4 17.4 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: 20.4 15.5 15.5 17.3 14.0 10.6 13.9 13.9 13.9 17.4 17.4 17.4 LOS by Move: C B B B B B B B B B B B
HCM2k95thQ: 1 9 9 2 11 3 3 3 3 11 11 11
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-67
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #6: Maude Avenue and SR 237 Ramps
Signal=Protect/Rights=Overlap
Final Vol: 31 133 69***
Lanes: 1 0 2 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
54 1
Cycle Time (sec): 142
1 147
0 Loss Time (sec): 12
0 45*** 0 Critical V/C: 0.245 1 31
1 Avg Crit Del (sec/veh): 42.9 0
59 0 Avg Delay (sec/veh): 37.8 2 177***
LOS: D
Lanes: 1 0 2 0 1
Final Vol: 42 269*** 225
Signal=Protect/Rights=Overlap
Street Name: SR 237 Ramp Connectors Maude Avenue
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 42 269 225 69 133 31 54 45 59 177 31 147
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: 42 269 225 69 133 31 54 45 59 177 31 147
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 42 269 225 69 133 31 54 45 59 177 31 147
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: 42 269 225 69 133 31 54 45 59 177 31 147
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 42 269 225 69 133 31 54 45 59 177 31 147
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 269 225 69 133 31 54 45 59 177 31 147
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 0.83 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.43 0.57 2.00 1.00 1.00 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 779 1021 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.07 0.13 0.04 0.04 0.02 0.03 0.06 0.06 0.06 0.02 0.08 Crit Moves: **** **** **** ****
Green Time: 26.3 41.0 73.6 22.9 37.6 62.0 24.4 33.5 33.5 32.6 41.6 41.6 Volume/Cap: 0.13 0.24 0.25 0.24 0.13 0.04 0.18 0.24 0.24 0.24 0.06 0.29 Delay/Veh: 48.5 38.7 19.0 52.5 39.8 22.9 50.5 44.3 44.3 44.8 36.1 39.0 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: 48.5 38.7 19.0 52.5 39.8 22.9 50.5 44.3 44.3 44.8 36.1 39.0 LOS by Move: D D B D D C D D D D D D
HCM2k95thQ: 3 9 11 6 4 2 4 8 8 7 2 10
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-68
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #6: Maude Avenue and SR 237 Ramps
Signal=Protect/Rights=Overlap
Final Vol: 101 137 81***
Lanes: 1 0 2 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
89 1
Cycle Time (sec): 142
1 175
0 Loss Time (sec): 12
0 122*** 0 Critical V/C: 0.420 1 157
1 Avg Crit Del (sec/veh): 45.0 0
125 0 Avg Delay (sec/veh): 39.4 2 372***
LOS: D
Lanes: 1 0 2 0 1
Final Vol: 90 314*** 282
Signal=Protect/Rights=Overlap
Street Name: SR 237 Ramp Connectors Maude Avenue
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 90 314 282 81 137 101 89 122 125 372 157 175
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: 90 314 282 81 137 101 89 122 125 372 157 175 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 90 314 282 81 137 101 89 122 125 372 157 175 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: 90 314 282 81 137 101 89 122 125 372 157 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 90 314 282 81 137 101 89 122 125 372 157 175 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 90 314 282 81 137 101 89 122 125 372 157 175 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 0.83 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.49 0.51 2.00 1.00 1.00 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 889 911 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.08 0.16 0.05 0.04 0.06 0.05 0.14 0.14 0.12 0.08 0.10 Crit Moves: **** **** **** ****
Green Time: 18.4 28.0 67.9 15.7 25.2 54.3 29.1 46.4 46.4 40.0 57.3 57.3 Volume/Cap: 0.40 0.42 0.34 0.42 0.20 0.15 0.25 0.42 0.42 0.42 0.20 0.25 Delay/Veh: 57.8 50.3 23.3 60.4 50.0 28.8 47.6 37.8 37.8 41.9 27.7 28.3 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: 57.8 50.3 23.3 60.4 50.0 28.8 47.6 37.8 37.8 41.9 27.7 28.3 LOS by Move: E D C E D C D D D D C C
HCM2k95thQ: 8 12 15 8 5 6 7 16 16 15 8 10
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-69
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #6: Maude Avenue and SR 237 Ramps
Signal=Protect/Rights=Overlap
Final Vol: 110 182 81***
Lanes: 1 0 2 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
104 1
Cycle Time (sec): 142
1 175
0 Loss Time (sec): 12
0 128*** 0 Critical V/C: 0.444 1 160
1 Avg Crit Del (sec/veh): 45.3 0
125 0 Avg Delay (sec/veh): 40.0 2 379***
LOS: D
Lanes: 1 0 2 0 1
Final Vol: 90 378*** 290
Signal=Protect/Rights=Overlap
Street Name: SR 237 Ramp Connectors Maude Avenue
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 90 314 282 81 137 101 89 122 125 372 157 175
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: 90 314 282 81 137 101 89 122 125 372 157 175 Added Vol: 0 64 8 0 45 9 15 6 0 7 3 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 90 378 290 81 182 110 104 128 125 379 160 175 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: 90 378 290 81 182 110 104 128 125 379 160 175 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 90 378 290 81 182 110 104 128 125 379 160 175 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 90 378 290 81 182 110 104 128 125 379 160 175 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.95 0.95 0.83 1.00 0.92 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.51 0.49 2.00 1.00 1.00 Final Sat.: 1750 3800 1750 1750 3800 1750 1750 911 889 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.10 0.17 0.05 0.05 0.06 0.06 0.14 0.14 0.12 0.08 0.10 Crit Moves: **** **** **** ****
Green Time: 19.7 31.8 70.3 14.8 26.9 58.0 31.1 44.9 44.9 38.5 52.3 52.3 Volume/Cap: 0.37 0.44 0.33 0.44 0.25 0.15 0.27 0.44 0.44 0.44 0.23 0.27 Delay/Veh: 56.5 47.9 21.9 61.5 49.2 26.6 46.4 39.2 39.2 43.3 31.1 31.7 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: 56.5 47.9 21.9 61.5 49.2 26.6 46.4 39.2 39.2 43.3 31.1 31.7 LOS by Move: E D C E D C D D D D C C
HCM2k95thQ: 8 14 15 8 7 6 8 17 17 16 9 11
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-70
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #7: East Middlefield Road and Whisman Road Signal=Protect/Rights=Include
Final Vol: 29 90*** 36
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
67 1
Cycle Time (sec): 105
0 32
0 Loss Time (sec): 12
1 264*** 1 Critical V/C: 0.275 1 218
1 Avg Crit Del (sec/veh): 28.5 0
149 0 Avg Delay (sec/veh): 29.2 1 107***
LOS: C
Lanes: 1 0 1 1 0
Final Vol: 68*** 65 67
Signal=Protect/Rights=Include
Street Name: Whisman Road East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 68 65 67 36 90 29 67 264 149 107 218 32
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: 68 65 67 36 90 29 67 264 149 107 218 32
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 68 65 67 36 90 29 67 264 149 107 218 32
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: 68 65 67 36 90 29 67 264 149 107 218 32
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 68 65 67 36 90 29 67 264 149 107 218 32
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 68 65 67 36 90 29 67 264 149 107 218 32
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.98 0.95 0.92 0.99 0.95 0.92 0.98 0.95 Lanes: 1.00 1.00 1.00 1.00 1.50 0.50 1.00 1.26 0.74 1.00 1.74 0.26 Final Sat.: 1750 1900 1750 1750 2798 901 1750 2364 1334 1750 3226 474 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.03 0.04 0.02 0.03 0.03 0.04 0.11 0.11 0.06 0.07 0.07 Crit Moves: **** **** **** ****
Green Time: 14.8 13.5 13.5 13.5 12.3 12.3 27.1 42.6 42.6 23.3 38.8 38.8 Volume/Cap: 0.28 0.27 0.30 0.16 0.28 0.28 0.15 0.28 0.28 0.28 0.18 0.18 Delay/Veh: 40.9 41.5 41.8 41.0 42.7 42.7 30.2 21.0 21.0 34.2 22.5 22.5 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: 40.9 41.5 41.8 41.0 42.7 42.7 30.2 21.0 21.0 34.2 22.5 22.5 LOS by Move: D D D D D D C C C C C C
HCM2k95thQ: 5 4 5 2 4 4 4 9 9 6 5 5
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-71
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #7: East Middlefield Road and Whisman Road Signal=Protect/Rights=Include
Final Vol: 32 92 47***
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
71 1
Cycle Time (sec): 105
0 43
0 Loss Time (sec): 12
1 369*** 1 Critical V/C: 0.337 1 373
1 Avg Crit Del (sec/veh): 28.3 0
151 0 Avg Delay (sec/veh): 28.2 1 146***
LOS: C
Lanes: 1 0 1 1 0
Final Vol: 70 68 84***
Signal=Protect/Rights=Include
Street Name: Whisman Road East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 70 68 84 47 92 32 71 369 151 146 373 43
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 68 84 47 92 32 71 369 151 146 373 43
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 70 68 84 47 92 32 71 369 151 146 373 43
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 68 84 47 92 32 71 369 151 146 373 43
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 70 68 84 47 92 32 71 369 151 146 373 43
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 68 84 47 92 32 71 369 151 146 373 43
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.98 0.95 0.92 0.98 0.95 0.92 0.98 0.95 Lanes: 1.00 1.00 1.00 1.00 1.47 0.53 1.00 1.40 0.60 1.00 1.79 0.21 Final Sat.: 1750 1900 1750 1750 2744 955 1750 2625 1074 1750 3317 382 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.04 0.05 0.03 0.03 0.03 0.04 0.14 0.14 0.08 0.11 0.11 Crit Moves: **** **** **** ****
Green Time: 12.3 14.6 14.6 10.0 12.3 12.3 25.4 42.9 42.9 25.5 42.9 42.9 Volume/Cap: 0.34 0.26 0.34 0.28 0.29 0.29 0.17 0.34 0.34 0.34 0.28 0.28 Delay/Veh: 43.6 40.5 41.3 45.1 42.7 42.7 31.6 21.5 21.5 33.4 20.8 20.8 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: 43.6 40.5 41.3 45.1 42.7 42.7 31.6 21.5 21.5 33.4 20.8 20.8 LOS by Move: D D D D D D C C C C C C
HCM2k95thQ: 5 4 6 4 4 4 4 11 11 8 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-72
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #7: East Middlefield Road and Whisman Road Signal=Protect/Rights=Include
Final Vol: 32 92 47***
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
71 1
Cycle Time (sec): 105
0 43
0 Loss Time (sec): 12
1 382*** 1 Critical V/C: 0.341 1 389
1 Avg Crit Del (sec/veh): 28.1 0
151 0 Avg Delay (sec/veh): 28.0 1 146***
LOS: C
Lanes: 1 0 1 1 0
Final Vol: 70 68 84***
Signal=Protect/Rights=Include
Street Name: Whisman Road East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 70 68 84 47 92 32 71 369 151 146 373 43
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 68 84 47 92 32 71 369 151 146 373 43
Added Vol: 0 0 0 0 0 0 0 13 0 0 16 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 70 68 84 47 92 32 71 382 151 146 389 43
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 68 84 47 92 32 71 382 151 146 389 43
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 70 68 84 47 92 32 71 382 151 146 389 43
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 68 84 47 92 32 71 382 151 146 389 43
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.98 0.95 0.92 0.98 0.95 0.92 0.98 0.95 Lanes: 1.00 1.00 1.00 1.00 1.47 0.53 1.00 1.42 0.58 1.00 1.80 0.20 Final Sat.: 1750 1900 1750 1750 2744 955 1750 2651 1048 1750 3331 368 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.04 0.05 0.03 0.03 0.03 0.04 0.14 0.14 0.08 0.12 0.12 Crit Moves: **** **** **** ****
Green Time: 12.2 14.5 14.5 10.0 12.2 12.2 24.9 43.4 43.4 25.1 43.6 43.6 Volume/Cap: 0.34 0.26 0.35 0.28 0.29 0.29 0.17 0.35 0.35 0.35 0.28 0.28 Delay/Veh: 43.7 40.7 41.5 45.1 42.8 42.8 32.0 21.2 21.2 33.6 20.4 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: 43.7 40.7 41.5 45.1 42.8 42.8 32.0 21.2 21.2 33.6 20.4 20.4 LOS by Move: D D D D D D C C C C C C
HCM2k95thQ: 5 4 6 4 4 4 4 12 12 8 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-73
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #8: East Middlefield Road and Ellis Street Signal=Split/Rights=Include
Final Vol: 92 0 170***
Lanes: 1 0 0 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
74*** 1
Cycle Time (sec): 100
0 106
0 Loss Time (sec): 9
1 320 2 Critical V/C: 0.208 1 238***
0 Avg Crit Del (sec/veh): 22.5 0
0 0 Avg Delay (sec/veh): 18.1 0 0
LOS: B
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: Ellis Street East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 0 10 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 0 0 170 0 92 74 320 0 0 238 106
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 170 0 92 74 320 0 0 238 106
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 170 0 92 74 320 0 0 238 106
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 170 0 92 74 320 0 0 238 106
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 170 0 92 74 320 0 0 238 106
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 170 0 92 74 320 0 0 238 106
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 0.92 0.99 0.95 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 1.00 2.00 0.00 0.00 1.37 0.63 Final Sat.: 0 0 0 3150 0 1750 1750 3800 0 0 2559 1140
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.05 0.00 0.05 0.04 0.08 0.00 0.00 0.09 0.09 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 25.9 0.0 25.9 20.3 65.1 0.0 0.0 44.7 44.7 Volume/Cap: 0.00 0.00 0.00 0.21 0.00 0.20 0.21 0.13 0.00 0.00 0.21 0.21 Delay/Veh: 0.0 0.0 0.0 29.1 0.0 29.2 33.4 6.7 0.0 0.0 16.9 16.9 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: 0.0 0.0 0.0 29.1 0.0 29.2 33.4 6.7 0.0 0.0 16.9 16.9 LOS by Move: A A A C A C C A A A B B
HCM2k95thQ: 0 0 0 5 0 5 4 4 0 0 6 6
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-74
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #8: East Middlefield Road and Ellis Street Signal=Split/Rights=Include
Final Vol: 169 0 370***
Lanes: 1 0 0 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
127*** 1
Cycle Time (sec): 100
0 260
0 Loss Time (sec): 9
1 397 2 Critical V/C: 0.395 1 365***
0 Avg Crit Del (sec/veh): 24.5 0
0 0 Avg Delay (sec/veh): 21.0 0 0
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: Ellis Street East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 0 10 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 370 0 169 127 397 0 0 365 260
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 370 0 169 127 397 0 0 365 260
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 370 0 169 127 397 0 0 365 260
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 370 0 169 127 397 0 0 365 260
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 370 0 169 127 397 0 0 365 260
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 370 0 169 127 397 0 0 365 260
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 0.92 0.99 0.95 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 1.00 2.00 0.00 0.00 1.15 0.85 Final Sat.: 0 0 0 3150 0 1750 1750 3800 0 0 2160 1538
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.12 0.00 0.10 0.07 0.10 0.00 0.00 0.17 0.17 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 29.8 0.0 29.8 18.4 61.2 0.0 0.0 42.8 42.8 Volume/Cap: 0.00 0.00 0.00 0.39 0.00 0.32 0.39 0.17 0.00 0.00 0.39 0.39 Delay/Veh: 0.0 0.0 0.0 28.2 0.0 27.7 36.7 8.4 0.0 0.0 19.8 19.8 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: 0.0 0.0 0.0 28.2 0.0 27.7 36.7 8.4 0.0 0.0 19.8 19.8 LOS by Move: A A A C A C D A A A B B
HCM2k95thQ: 0 0 0 11 0 9 7 5 0 0 13 13
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-75
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #8: East Middlefield Road and Ellis Street Signal=Split/Rights=Include
Final Vol: 169 0 431***
Lanes: 1 0 0 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
127*** 1
Cycle Time (sec): 100
0 328
0 Loss Time (sec): 9
1 410 2 Critical V/C: 0.441 1 381***
0 Avg Crit Del (sec/veh): 24.5 0
0 0 Avg Delay (sec/veh): 21.3 0 0
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: Ellis Street East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 0 10 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 370 0 169 127 397 0 0 365 260
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 370 0 169 127 397 0 0 365 260
Added Vol: 0 0 0 61 0 0 0 13 0 0 16 68
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 431 0 169 127 410 0 0 381 328
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 431 0 169 127 410 0 0 381 328
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 431 0 169 127 410 0 0 381 328
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 431 0 169 127 410 0 0 381 328
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.95 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 1.00 2.00 0.00 0.00 1.05 0.95 Final Sat.: 0 0 0 3150 0 1750 1750 3800 0 0 1987 1711
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.14 0.00 0.10 0.07 0.11 0.00 0.00 0.19 0.19 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 31.0 0.0 31.0 16.5 60.0 0.0 0.0 43.5 43.5 Volume/Cap: 0.00 0.00 0.00 0.44 0.00 0.31 0.44 0.18 0.00 0.00 0.44 0.44 Delay/Veh: 0.0 0.0 0.0 27.9 0.0 26.6 38.7 9.0 0.0 0.0 19.9 19.9 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: 0.0 0.0 0.0 27.9 0.0 26.6 38.7 9.0 0.0 0.0 19.9 19.9 LOS by Move: A A A C A C D A A A B B
HCM2k95thQ: 0 0 0 13 0 9 7 5 0 0 14 14
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-76
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #9: East Middlefield Road and Logue Avenue Signal=Permit/Rights=Include
Final Vol: 75*** 0 29
Lanes: 1 0 0 1 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
28 1
Cycle Time (sec): 92
0 10
0 Loss Time (sec): 9
1 475*** 1 Critical V/C: 0.199 1 266
1 Avg Crit Del (sec/veh): 11.6 0
0 0 Avg Delay (sec/veh): 14.4 1 15***
LOS: B
Lanes: 0 0 1! 0 0
Final Vol: 0 0 3
Signal=Permit/Rights=Include
Street Name: Logue Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 0 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 0 3 29 0 75 28 475 0 15 266 10
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 3 29 0 75 28 475 0 15 266 10
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 3 29 0 75 28 475 0 15 266 10
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 3 29 0 75 28 475 0 15 266 10
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 3 29 0 75 28 475 0 15 266 10
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 3 29 0 75 28 475 0 15 266 10
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.95 0.95 0.92 0.92 0.97 0.92 0.92 0.97 0.95 Lanes: 0.00 0.00 1.00 1.00 0.00 1.00 1.00 2.00 0.00 1.00 1.93 0.07 Final Sat.: 0 0 1750 1800 0 1750 1750 3700 0 1750 3566 134 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.04 0.02 0.13 0.00 0.01 0.07 0.07 Crit Moves: **** **** ****
Green Time: 0.0 0.0 19.0 19.0 0.0 19.0 26.3 57.0 0.0 7.0 37.6 37.6 Volume/Cap: 0.00 0.00 0.01 0.08 0.00 0.21 0.06 0.21 0.00 0.11 0.18 0.18 Delay/Veh: 0.0 0.0 29.0 29.5 0.0 30.5 23.9 7.7 0.0 40.0 17.4 17.4 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: 0.0 0.0 29.0 29.5 0.0 30.5 23.9 7.7 0.0 40.0 17.4 17.4 LOS by Move: A A C C A C C A A D B B
HCM2k95thQ: 0 0 0 1 0 4 1 6 0 1 5 5
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-77
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #9: East Middlefield Road and Logue Avenue Signal=Permit/Rights=Include
Final Vol: 147*** 0 35
Lanes: 1 0 0 1 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
134 1
Cycle Time (sec): 92
0 19
0 Loss Time (sec): 9
1 645*** 1 Critical V/C: 0.295 1 476
1 Avg Crit Del (sec/veh): 14.4 0
0 0 Avg Delay (sec/veh): 17.7 1 13***
LOS: B
Lanes: 0 0 1! 0 0
Final Vol: 0 0 0
Signal=Permit/Rights=Include
Street Name: Logue Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 0 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 35 0 147 134 645 0 13 476 19
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 35 0 147 134 645 0 13 476 19
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 35 0 147 134 645 0 13 476 19
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 35 0 147 134 645 0 13 476 19
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 35 0 147 134 645 0 13 476 19
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 35 0 147 134 645 0 13 476 19
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.92 0.92 0.95 0.95 0.92 0.92 0.97 0.92 0.92 0.97 0.95 Lanes: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 2.00 0.00 1.00 1.92 0.08 Final Sat.: 0 1750 0 1800 0 1750 1750 3700 0 1750 3558 142 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.08 0.08 0.17 0.00 0.01 0.13 0.13 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 24.7 0.0 24.7 21.2 51.3 0.0 7.0 37.1 37.1 Volume/Cap: 0.00 0.00 0.00 0.07 0.00 0.31 0.33 0.31 0.00 0.10 0.33 0.33 Delay/Veh: 0.0 0.0 0.0 25.2 0.0 27.2 30.0 11.0 0.0 39.9 19.1 19.1 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: 0.0 0.0 0.0 25.2 0.0 27.2 30.0 11.0 0.0 39.9 19.1 19.1 LOS by Move: A A A C A C C B A D B B
HCM2k95thQ: 0 0 0 2 0 7 7 10 0 1 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-78
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #9: East Middlefield Road and Logue Avenue Signal=Permit/Rights=Include
Final Vol: 147*** 13 35
Lanes: 1 0 0 1 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
134 1
Cycle Time (sec): 92
0 19
0 Loss Time (sec): 9
1 644*** 1 Critical V/C: 0.350 1 475
1 Avg Crit Del (sec/veh): 16.2 0
75 0 Avg Delay (sec/veh): 19.1 1 65***
LOS: B
Lanes: 0 1 0 0 1
Final Vol: 85 20 74
Signal=Permit/Rights=Include
Street Name: Logue Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 0 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 35 0 147 134 645 0 13 476 19
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 35 0 147 134 645 0 13 476 19
Added Vol: 84 20 73 0 13 0 0 0 74 51 0 0
Retail Pass: 1 0 1 0 0 0 0 -1 1 1 -1 0
Initial Fut: 85 20 74 35 13 147 134 644 75 65 475 19
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: 85 20 74 35 13 147 134 644 75 65 475 19
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 85 20 74 35 13 147 134 644 75 65 475 19
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 85 20 74 35 13 147 134 644 75 65 475 19
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.92 0.95 0.95 0.92 0.92 0.98 0.95 0.92 0.97 0.95 Lanes: 0.81 0.19 1.00 0.73 0.27 1.00 1.00 1.79 0.21 1.00 1.92 0.08 Final Sat.: 1457 343 1750 1312 487 1750 1750 3314 386 1750 3558 142 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.06 0.04 0.03 0.03 0.08 0.08 0.19 0.19 0.04 0.13 0.13 Crit Moves: **** **** ****
Green Time: 22.1 22.1 22.1 22.1 22.1 22.1 22.2 51.1 51.1 9.8 38.7 38.7 Volume/Cap: 0.24 0.24 0.18 0.11 0.11 0.35 0.32 0.35 0.35 0.35 0.32 0.32 Delay/Veh: 28.5 28.5 27.9 27.4 27.4 29.5 29.1 11.4 11.4 39.3 17.9 17.9 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: 28.5 28.5 27.9 27.4 27.4 29.5 29.1 11.4 11.4 39.3 17.9 17.9 LOS by Move: C C C C C C C B B D B B
HCM2k95thQ: 5 5 4 2 2 8 7 11 11 4 9 9
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-79
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #10: Ferguson Drive and East Middlefield Road Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 50
0 0
0 Loss Time (sec): 9
0 471*** 1 Critical V/C: 0.217 2 254
1 Avg Crit Del (sec/veh): 9.9 0
46 0 Avg Delay (sec/veh): 8.9 2 89***
LOS: A
Lanes: 1 0 0 0 1
Final Vol: 18*** 0 78
Signal=Split/Rights=Include
Street Name: Ferguson Drive East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 0 10 0 0 0 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 18 0 78 0 0 0 0 471 46 89 254 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: 18 0 78 0 0 0 0 471 46 89 254 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 18 0 78 0 0 0 0 471 46 89 254 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: 18 0 78 0 0 0 0 471 46 89 254 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 18 0 78 0 0 0 0 471 46 89 254 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 18 0 78 0 0 0 0 471 46 89 254 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.83 1.00 0.92 Lanes: 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.82 0.18 2.00 2.00 0.00 Final Sat.: 1750 0 1750 0 0 0 0 3371 329 3150 3800 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.01 0.00 0.04 0.00 0.00 0.00 0.00 0.14 0.14 0.03 0.07 0.00 Crit Moves: **** **** ****
Green Time: 10.3 0.0 10.3 0.0 0.0 0.0 0.0 23.7 23.7 7.0 30.7 0.0 Volume/Cap: 0.05 0.00 0.22 0.00 0.00 0.00 0.00 0.29 0.29 0.20 0.11 0.00 Delay/Veh: 16.0 0.0 16.8 0.0 0.0 0.0 0.0 8.1 8.1 19.3 4.0 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: 16.0 0.0 16.8 0.0 0.0 0.0 0.0 8.1 8.1 19.3 4.0 0.0 LOS by Move: B A B A A A A A A B A A
HCM2k95thQ: 0 0 2 0 0 0 0 5 5 1 2 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-80
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #10: Ferguson Drive and East Middlefield Road Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 50
0 0
0 Loss Time (sec): 9
0 636*** 1 Critical V/C: 0.291 2 457
1 Avg Crit Del (sec/veh): 10.1 0
57 0 Avg Delay (sec/veh): 8.5 2 101***
LOS: A
Lanes: 1 0 0 0 1
Final Vol: 33*** 0 80
Signal=Split/Rights=Include
Street Name: Ferguson Drive East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 0 10 0 0 0 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 33 0 80 0 0 0 0 636 57 101 457 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: 33 0 80 0 0 0 0 636 57 101 457 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 0 80 0 0 0 0 636 57 101 457 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: 33 0 80 0 0 0 0 636 57 101 457 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 33 0 80 0 0 0 0 636 57 101 457 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 33 0 80 0 0 0 0 636 57 101 457 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.83 1.00 0.92 Lanes: 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.83 0.17 2.00 2.00 0.00 Final Sat.: 1750 0 1750 0 0 0 0 3395 304 3150 3800 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.00 0.05 0.00 0.00 0.00 0.00 0.19 0.19 0.03 0.12 0.00 Crit Moves: **** **** ****
Green Time: 10.0 0.0 10.0 0.0 0.0 0.0 0.0 24.0 24.0 7.0 31.0 0.0 Volume/Cap: 0.09 0.00 0.23 0.00 0.00 0.00 0.00 0.39 0.39 0.23 0.19 0.00 Delay/Veh: 16.4 0.0 17.1 0.0 0.0 0.0 0.0 8.5 8.5 19.4 4.1 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: 16.4 0.0 17.1 0.0 0.0 0.0 0.0 8.5 8.5 19.4 4.1 0.0 LOS by Move: B A B A A A A A A B A A
HCM2k95thQ: 1 0 2 0 0 0 0 7 7 2 3 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-81
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #10: Ferguson Drive and East Middlefield Road Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 50
0 0
0 Loss Time (sec): 9
0 709*** 1 Critical V/C: 0.334 2 508
1 Avg Crit Del (sec/veh): 12.3 0
57 0 Avg Delay (sec/veh): 10.5 2 150***
LOS: B
Lanes: 1 0 0 0 1
Final Vol: 33*** 0 150
Signal=Split/Rights=Include
Street Name: Ferguson Drive East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 0 10 0 0 0 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 33 0 80 0 0 0 0 636 57 101 457 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: 33 0 80 0 0 0 0 636 57 101 457 0
Added Vol: 0 0 70 0 0 0 0 73 0 49 51 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 0 150 0 0 0 0 709 57 150 508 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: 33 0 150 0 0 0 0 709 57 150 508 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 33 0 150 0 0 0 0 709 57 150 508 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 33 0 150 0 0 0 0 709 57 150 508 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.98 0.95 0.83 1.00 0.92 Lanes: 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.85 0.15 2.00 2.00 0.00 Final Sat.: 1750 0 1750 0 0 0 0 3424 275 3150 3800 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.00 0.09 0.00 0.00 0.00 0.00 0.21 0.21 0.05 0.13 0.00 Crit Moves: **** **** ****
Green Time: 12.8 0.0 12.8 0.0 0.0 0.0 0.0 21.2 21.2 7.0 28.2 0.0 Volume/Cap: 0.07 0.00 0.33 0.00 0.00 0.00 0.00 0.49 0.49 0.34 0.24 0.00 Delay/Veh: 14.1 0.0 15.5 0.0 0.0 0.0 0.0 10.7 10.7 19.9 5.6 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: 14.1 0.0 15.5 0.0 0.0 0.0 0.0 10.7 10.7 19.9 5.6 0.0 LOS by Move: B A B A A A A B B B A A
HCM2k95thQ: 1 0 4 0 0 0 0 9 9 3 4 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-82
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #11: East Middlefield Road and SR237 Westbound On-Ramp Signal=Split/Rights=Include
Final Vol: 122 244*** 128
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 9
0 426*** 3 Critical V/C: 0.246 2 211
0 Avg Crit Del (sec/veh): 25.1 0
129 1 Avg Delay (sec/veh): 22.9 2 159***
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: SR 237 On-Ramps East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 10 10 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 0 0 0 128 244 122 0 426 129 159 211 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: 0 0 0 128 244 122 0 426 129 159 211 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 128 244 122 0 426 129 159 211 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: 0 0 0 128 244 122 0 426 129 159 211 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 128 244 122 0 426 129 159 211 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 128 244 122 0 426 129 159 211 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.92 1.00 0.92 0.83 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 1.32 0.68 0.00 3.00 1.00 2.00 2.00 0.00 Final Sat.: 0 0 0 1750 2466 1233 0 5700 1750 3150 3800 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.07 0.10 0.10 0.00 0.07 0.07 0.05 0.06 0.00 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 40.2 40.2 40.2 0.0 30.3 30.3 20.5 50.8 0.0 Volume/Cap: 0.00 0.00 0.00 0.18 0.25 0.25 0.00 0.25 0.24 0.25 0.11 0.00 Delay/Veh: 0.0 0.0 0.0 19.4 20.0 20.0 0.0 26.3 26.4 33.5 12.8 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: 0.0 0.0 0.0 19.4 20.0 20.0 0.0 26.3 26.4 33.5 12.8 0.0 LOS by Move: A A A B B B A C C C B A
HCM2k95thQ: 0 0 0 5 7 7 0 6 6 5 3 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-83
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #11: East Middlefield Road and SR237 Westbound On-Ramp Signal=Split/Rights=Include
Final Vol: 193*** 429 145
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 9
0 550*** 3 Critical V/C: 0.361 2 354
0 Avg Crit Del (sec/veh): 25.1 0
172 1 Avg Delay (sec/veh): 23.5 2 200***
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: SR 237 On-Ramps East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 10 10 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 145 429 193 0 550 172 200 354 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: 0 0 0 145 429 193 0 550 172 200 354 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 145 429 193 0 550 172 200 354 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: 0 0 0 145 429 193 0 550 172 200 354 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 145 429 193 0 550 172 200 354 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 145 429 193 0 550 172 200 354 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.92 1.00 0.92 0.83 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 1.36 0.64 0.00 3.00 1.00 2.00 2.00 0.00 Final Sat.: 0 0 0 1750 2551 1148 0 5700 1750 3150 3800 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.08 0.17 0.17 0.00 0.10 0.10 0.06 0.09 0.00 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 46.6 46.6 46.6 0.0 26.8 26.8 17.6 44.4 0.0 Volume/Cap: 0.00 0.00 0.00 0.18 0.36 0.36 0.00 0.36 0.37 0.36 0.21 0.00 Delay/Veh: 0.0 0.0 0.0 15.6 17.2 17.2 0.0 29.8 30.2 36.6 17.1 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: 0.0 0.0 0.0 15.6 17.2 17.2 0.0 29.8 30.2 36.6 17.1 0.0 LOS by Move: A A A B B B A C C D B A
HCM2k95thQ: 0 0 0 5 12 12 0 9 9 6 6 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-84
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #11: East Middlefield Road and SR237 Westbound On-Ramp Signal=Split/Rights=Include
Final Vol: 246*** 429 145
Lanes: 0 1 1 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 9
0 643 3 Critical V/C: 0.410 2 402
0 Avg Crit Del (sec/veh): 24.4 0
223*** 1 Avg Delay (sec/veh): 23.2 2 200***
LOS: C
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Street Name: SR 237 On-Ramps East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 10 10 10 0 10 10 7 10 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 145 429 193 0 550 172 200 354 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: 0 0 0 145 429 193 0 550 172 200 354 0
Added Vol: 0 0 0 0 0 53 0 93 51 0 48 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 145 429 246 0 643 223 200 402 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: 0 0 0 145 429 246 0 643 223 200 402 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 145 429 246 0 643 223 200 402 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 145 429 246 0 643 223 200 402 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.92 1.00 0.92 0.83 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 1.25 0.75 0.00 3.00 1.00 2.00 2.00 0.00 Final Sat.: 0 0 0 1750 2351 1348 0 5700 1750 3150 3800 0 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.08 0.18 0.18 0.00 0.11 0.13 0.06 0.11 0.00 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 44.5 44.5 44.5 0.0 31.1 31.1 15.5 46.5 0.0 Volume/Cap: 0.00 0.00 0.00 0.19 0.41 0.41 0.00 0.36 0.41 0.41 0.23 0.00 Delay/Veh: 0.0 0.0 0.0 16.9 19.0 19.0 0.0 26.9 27.7 38.7 16.1 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: 0.0 0.0 0.0 16.9 19.0 19.0 0.0 26.9 27.7 38.7 16.1 0.0 LOS by Move: A A A B B B A C C D B A
HCM2k95thQ: 0 0 0 6 13 13 0 10 11 7 7 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-85
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #12: East Middlefield Road and SR 237 Eastbound Off-Ramp Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
194*** 2
Cycle Time (sec): 95
1 128***
0 Loss Time (sec): 9
0 339 2 Critical V/C: 0.271 4 288
0 Avg Crit Del (sec/veh): 25.4 0
0 0 Avg Delay (sec/veh): 21.3 0 0
LOS: C
Lanes: 2 0 1 0 1
Final Vol: 82 159 193***
Signal=Split/Rights=Include
Street Name:237 Eastbound Off-Ramp and Connec East Middlefield Road Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 0 0 0 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 82 159 193 0 0 0 194 339 0 0 288 128
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: 82 159 193 0 0 0 194 339 0 0 288 128
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 82 159 193 0 0 0 194 339 0 0 288 128
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: 82 159 193 0 0 0 194 339 0 0 288 128
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 82 159 193 0 0 0 194 339 0 0 288 128
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 82 159 193 0 0 0 194 339 0 0 288 128
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 Lanes: 2.00 1.00 1.00 0.00 0.00 0.00 2.00 2.00 0.00 0.00 4.00 1.00 Final Sat.: 3150 1900 1750 0 0 0 3150 3800 0 0 7600 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.08 0.11 0.00 0.00 0.00 0.06 0.09 0.00 0.00 0.04 0.07 Crit Moves: **** **** ****
Green Time: 38.7 38.7 38.7 0.0 0.0 0.0 21.6 47.3 0.0 0.0 25.7 25.7 Volume/Cap: 0.06 0.21 0.27 0.00 0.00 0.00 0.27 0.18 0.00 0.00 0.14 0.27 Delay/Veh: 17.1 18.3 18.9 0.0 0.0 0.0 30.4 13.2 0.0 0.0 26.3 27.6 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: 17.1 18.3 18.9 0.0 0.0 0.0 30.4 13.2 0.0 0.0 26.3 27.6 LOS by Move: B B B A A A C B A A C C
HCM2k95thQ: 2 6 8 0 0 0 5 5 0 0 3 6
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-86
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #12: East Middlefield Road and SR 237 Eastbound Off-Ramp Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
229*** 2
Cycle Time (sec): 95
1 164***
0 Loss Time (sec): 9
0 446 2 Critical V/C: 0.318 4 442
0 Avg Crit Del (sec/veh): 26.0 0
0 0 Avg Delay (sec/veh): 21.4 0 0
LOS: C
Lanes: 2 0 1 0 1
Final Vol: 112 231*** 201
Signal=Split/Rights=Include
Street Name:237 Eastbound Off-Ramp and Connec East Middlefield Road Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 0 0 0 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 112 231 201 0 0 0 229 446 0 0 442 164
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 112 231 201 0 0 0 229 446 0 0 442 164
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 112 231 201 0 0 0 229 446 0 0 442 164
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 112 231 201 0 0 0 229 446 0 0 442 164
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 112 231 201 0 0 0 229 446 0 0 442 164
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 112 231 201 0 0 0 229 446 0 0 442 164
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 Lanes: 2.00 1.00 1.00 0.00 0.00 0.00 2.00 2.00 0.00 0.00 4.00 1.00 Final Sat.: 3150 1900 1750 0 0 0 3150 3800 0 0 7600 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.04 0.12 0.11 0.00 0.00 0.00 0.07 0.12 0.00 0.00 0.06 0.09 Crit Moves: **** **** ****
Green Time: 36.3 36.3 36.3 0.0 0.0 0.0 21.7 49.7 0.0 0.0 28.0 28.0 Volume/Cap: 0.09 0.32 0.30 0.00 0.00 0.00 0.32 0.22 0.00 0.00 0.20 0.32 Delay/Veh: 18.8 20.9 20.7 0.0 0.0 0.0 30.7 12.3 0.0 0.0 25.1 26.4 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: 18.8 20.9 20.7 0.0 0.0 0.0 30.7 12.3 0.0 0.0 25.1 26.4 LOS by Move: B C C A A A C B A A C C
HCM2k95thQ: 3 9 9 0 0 0 6 7 0 0 5 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-87
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #12: East Middlefield Road and SR 237 Eastbound Off-Ramp Signal=Split/Rights=Include
Final Vol: 0 0 0
Lanes: 0 0 0 0 0
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
301*** 2
Cycle Time (sec): 95
1 164***
0 Loss Time (sec): 9
0 466 2 Critical V/C: 0.343 4 456
0 Avg Crit Del (sec/veh): 26.2 0
0 0 Avg Delay (sec/veh): 21.9 0 0
LOS: C
Lanes: 2 0 1 0 1
Final Vol: 146 231*** 201
Signal=Split/Rights=Include
Street Name:237 Eastbound Off-Ramp and Connec East Middlefield Road Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 0 0 0 7 10 0 0 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 112 231 201 0 0 0 229 446 0 0 442 164
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 112 231 201 0 0 0 229 446 0 0 442 164
Added Vol: 34 0 0 0 0 0 72 20 0 0 14 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 146 231 201 0 0 0 301 466 0 0 456 164
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 146 231 201 0 0 0 301 466 0 0 456 164
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 146 231 201 0 0 0 301 466 0 0 456 164
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 146 231 201 0 0 0 301 466 0 0 456 164
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.92 1.00 0.92 0.83 1.00 0.92 0.92 1.00 0.92 Lanes: 2.00 1.00 1.00 0.00 0.00 0.00 2.00 2.00 0.00 0.00 4.00 1.00 Final Sat.: 3150 1900 1750 0 0 0 3150 3800 0 0 7600 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.12 0.11 0.00 0.00 0.00 0.10 0.12 0.00 0.00 0.06 0.09 Crit Moves: **** **** ****
Green Time: 33.6 33.6 33.6 0.0 0.0 0.0 26.4 52.4 0.0 0.0 25.9 25.9 Volume/Cap: 0.13 0.34 0.32 0.00 0.00 0.00 0.34 0.22 0.00 0.00 0.22 0.34 Delay/Veh: 20.8 22.9 22.7 0.0 0.0 0.0 27.6 11.0 0.0 0.0 26.8 28.1 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: 20.8 22.9 22.7 0.0 0.0 0.0 27.6 11.0 0.0 0.0 26.8 28.1 LOS by Move: C C C A A A C B A A C C
HCM2k95thQ: 4 10 9 0 0 0 8 7 0 0 5 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-88
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #13: East Middlefield Road and Bernardo Avenue Signal=Protect/Rights=Include
Final Vol: 17 8*** 18
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
27 1
Cycle Time (sec): 100
0 15
0 Loss Time (sec): 12
1 475*** 1 Critical V/C: 0.268 1 269
1 Avg Crit Del (sec/veh): 21.6 0
26 0 Avg Delay (sec/veh): 23.1 1 47***
LOS: C
Lanes: 1 0 0 1 0
Final Vol: 105*** 1 25
Signal=Protect/Rights=Include
Street Name: Bernardo Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:12:00:00 AM
Base Vol: 105 1 25 18 8 17 27 475 26 47 269 15
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 105 1 25 18 8 17 27 475 26 47 269 15
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 105 1 25 18 8 17 27 475 26 47 269 15
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 105 1 25 18 8 17 27 475 26 47 269 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 105 1 25 18 8 17 27 475 26 47 269 15
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 105 1 25 18 8 17 27 475 26 47 269 15
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 0.98 0.95 0.92 0.98 0.95 Lanes: 1.00 0.04 0.96 1.00 0.32 0.68 1.00 1.89 0.11 1.00 1.89 0.11 Final Sat.: 1750 69 1731 1750 576 1224 1750 3508 192 1750 3504 195 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.01 0.01 0.01 0.01 0.01 0.02 0.14 0.14 0.03 0.08 0.08 Crit Moves: **** **** **** ****
Green Time: 21.1 18.3 18.3 12.8 10.0 10.0 23.4 47.5 47.5 9.4 33.5 33.5 Volume/Cap: 0.28 0.08 0.08 0.08 0.14 0.14 0.07 0.28 0.28 0.28 0.23 0.23 Delay/Veh: 33.6 34.0 34.0 38.6 41.4 41.4 29.8 16.0 16.0 43.1 24.0 24.0 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 34.0 34.0 38.6 41.4 41.4 29.8 16.0 16.0 43.1 24.0 24.0 LOS by Move: C C C D D D C B B D C C
HCM2k95thQ: 6 1 1 1 2 2 1 9 9 3 6 6
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-89
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #13: East Middlefield Road and Bernardo Avenue Signal=Protect/Rights=Include
Final Vol: 47 13*** 49
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
38 1
Cycle Time (sec): 100
0 17
0 Loss Time (sec): 12
1 532*** 1 Critical V/C: 0.345 1 326
1 Avg Crit Del (sec/veh): 24.0 0
43 0 Avg Delay (sec/veh): 25.5 1 52***
LOS: C
Lanes: 1 0 0 1 0
Final Vol: 149*** 6 25
Signal=Protect/Rights=Include
Street Name: Bernardo Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 149 6 25 49 13 47 38 532 43 52 326 17
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: 149 6 25 49 13 47 38 532 43 52 326 17
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 149 6 25 49 13 47 38 532 43 52 326 17
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: 149 6 25 49 13 47 38 532 43 52 326 17
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 149 6 25 49 13 47 38 532 43 52 326 17
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 149 6 25 49 13 47 38 532 43 52 326 17
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 0.98 0.95 0.92 0.98 0.95 Lanes: 1.00 0.19 0.81 1.00 0.22 0.78 1.00 1.85 0.15 1.00 1.90 0.10 Final Sat.: 1750 348 1452 1750 390 1410 1750 3423 277 1750 3516 183 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.02 0.02 0.03 0.03 0.03 0.02 0.16 0.16 0.03 0.09 0.09 Crit Moves: **** **** **** ****
Green Time: 24.6 20.3 20.3 14.2 10.0 10.0 22.0 44.9 44.9 8.6 31.4 31.4 Volume/Cap: 0.35 0.08 0.08 0.20 0.33 0.33 0.10 0.35 0.35 0.35 0.29 0.29 Delay/Veh: 31.6 32.4 32.4 38.2 43.0 43.0 31.2 18.1 18.1 44.5 26.1 26.1 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: 31.6 32.4 32.4 38.2 43.0 43.0 31.2 18.1 18.1 44.5 26.1 26.1 LOS by Move: C C C D D D C B B D C C
HCM2k95thQ: 8 2 2 3 4 4 2 11 11 4 8 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-90
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #13: East Middlefield Road and Bernardo Avenue Signal=Protect/Rights=Include
Final Vol: 47 13*** 49
Lanes: 0 1 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
38 1
Cycle Time (sec): 100
0 17
0 Loss Time (sec): 12
1 552*** 1 Critical V/C: 0.351 1 340
1 Avg Crit Del (sec/veh): 23.7 0
43 0 Avg Delay (sec/veh): 25.3 1 52***
LOS: C
Lanes: 1 0 0 1 0
Final Vol: 149*** 6 25
Signal=Protect/Rights=Include
Street Name: Bernardo Avenue East Middlefield Road
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 149 6 25 49 13 47 38 532 43 52 326 17
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: 149 6 25 49 13 47 38 532 43 52 326 17
Added Vol: 0 0 0 0 0 0 0 20 0 0 14 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 149 6 25 49 13 47 38 552 43 52 340 17
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: 149 6 25 49 13 47 38 552 43 52 340 17
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 149 6 25 49 13 47 38 552 43 52 340 17
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 149 6 25 49 13 47 38 552 43 52 340 17
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.92 0.95 0.95 0.92 0.98 0.95 0.92 0.97 0.95 Lanes: 1.00 0.19 0.81 1.00 0.22 0.78 1.00 1.85 0.15 1.00 1.90 0.10 Final Sat.: 1750 348 1452 1750 390 1410 1750 3432 267 1750 3524 176 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.09 0.02 0.02 0.03 0.03 0.03 0.02 0.16 0.16 0.03 0.10 0.10 Crit Moves: **** **** **** ****
Green Time: 24.1 20.1 20.1 14.0 10.0 10.0 22.2 45.5 45.5 8.4 31.7 31.7 Volume/Cap: 0.35 0.09 0.09 0.20 0.33 0.33 0.10 0.35 0.35 0.35 0.30 0.30 Delay/Veh: 32.0 32.6 32.6 38.4 43.0 43.0 31.0 17.8 17.8 44.7 26.0 26.0 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: 32.0 32.6 32.6 38.4 43.0 43.0 31.0 17.8 17.8 44.7 26.0 26.0 LOS by Move: C C C D D D C B B D C C
HCM2k95thQ: 8 2 2 3 4 4 2 11 11 4 8 8
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-91
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Existing PM
Intersection #101: Ferguson Dr/Project Dwy
Signal=Uncontrol/Rights=Include
Final Vol: 0 135 0
Lanes: 0 0 1 0 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.000 0 0
0 Avg Crit Del (sec/veh): 0.0 0
0 0 Avg Delay (sec/veh): 0.0 0 0
LOS: A
Lanes: 0 0 1 0 0
Final Vol: 0 96 0
Signal=Uncontrol/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 96 0 0 135 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: 0 96 0 0 135 0 0 0 0 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 96 0 0 135 0 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: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 96 0 0 135 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 0 96 0 0 135 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:
Cnflict Vol: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * * * * * * *
Movement: 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 xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * *
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
ApproachLOS: * * * *
Note: Queue reported is the number of cars per lane.
Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| COMPARE Mon Apr 15 11:57:15 2024 Page 3-92
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 96 0 0 135 0 0 0 0 0 0 0
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
------------|---------------||---------------||---------------||---------------| --------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 96 0 0 135 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 231
Minor Approach Volume: 0
Minor Approach Volume Threshold: 610
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-93
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background PM
Intersection #101: Ferguson Dr/Project Dwy
Signal=Uncontrol/Rights=Include
Final Vol: 0 158 0
Lanes: 0 0 1 0 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
0 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 0
0 0 0 Critical V/C: 0.000 0 0
0 Avg Crit Del (sec/veh): 0.0 0
0 0 Avg Delay (sec/veh): 0.0 0 0
LOS: A
Lanes: 0 0 1 0 0
Final Vol: 0 113 0
Signal=Uncontrol/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 113 0 0 158 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: 0 113 0 0 158 0 0 0 0 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 113 0 0 158 0 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: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 113 0 0 158 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 0 113 0 0 158 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:
Critical Gp:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:
Cnflict Vol: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * * * * * * *
Movement: 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 xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * *
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
ApproachLOS: * * * *
Note: Queue reported is the number of cars per lane.
Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| COMPARE Mon Apr 15 11:57:15 2024 Page 3-94
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 113 0 0 158 0 0 0 0 0 0 0
ApproachDel: xxxxxx xxxxxx xxxxxx xxxxxx
------------|---------------||---------------||---------------||---------------| --------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Initial Vol: 0 113 0 0 158 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 271
Minor Approach Volume: 0
Minor Approach Volume Threshold: 568
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-95
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background + Prj PM
Intersection #101: Ferguson Dr/Project Dwy
Signal=Uncontrol/Rights=Include
Final Vol: 49 158 0
Lanes: 1 0 1 0 0
Signal=Stop Signal=Stop
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:
70 0
Cycle Time (sec): 100
0 0
0 Loss Time (sec): 0
0 0 1! Critical V/C: 0.107 0 0
0 Avg Crit Del (sec/veh): 3.1 0
38 0 Avg Delay (sec/veh): 3.1 0 0
LOS: B
Lanes: 0 1 0 0 0
Final Vol: 31 113 0
Signal=Uncontrol/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 113 0 0 158 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: 0 113 0 0 158 0 0 0 0 0 0 0
Added Vol: 31 0 0 0 0 49 70 0 38 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 31 113 0 0 158 49 70 0 38 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: 31 113 0 0 158 49 70 0 38 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 31 113 0 0 158 49 70 0 38 0 0 0
------------|---------------||---------------||---------------||---------------| Critical Gap Module:
Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 6.5 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:
Cnflict Vol: 207 xxxx xxxxx xxxx xxxx xxxxx 333 333 158 xxxx xxxx xxxxx Potent Cap.: 1376 xxxx xxxxx xxxx xxxx xxxxx 666 590 893 xxxx xxxx xxxxx Move Cap.: 1376 xxxx xxxxx xxxx xxxx xxxxx 654 577 893 xxxx xxxx xxxxx Volume/Cap: 0.02 xxxx xxxx xxxx xxxx xxxx 0.11 0.00 0.04 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.7 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 722 xxxxx xxxx xxxx xxxxx SharedQueue: 0.1 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.5 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.7 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 10.9 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 10.9 xxxxxx
ApproachLOS: * * B *
Note: Queue reported is the number of cars per lane.
Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| COMPARE Mon Apr 15 11:57:15 2024 Page 3-96
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 0 0 0 0 0 1 0 1 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 31 113 0 0 158 49 70 0 38 0 0 0
ApproachDel: xxxxxx xxxxxx 10.9 xxxxxx
------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.3]
FAIL - Vehicle-hours less than 4 for one lane approach.
Signal Warrant Rule #2: [approach volume=108]
SUCCEED - Approach volume greater than or equal to 100 for one lane approach.
Signal Warrant Rule #3: [approach count=3][total volume=459] FAIL - Total volume less than 650 for intersection
with less than four approaches.
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #101 Ferguson Dr/Project Dwy
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Lanes: 0 1 0 0 0 0 0 1 0 1 0 0 1! 0 0 0 0 0 0 0
Initial Vol: 31 113 0 0 158 49 70 0 38 0 0 0
------------|---------------||---------------||---------------||---------------| Major Street Volume: 351
Minor Approach Volume: 108
Minor Approach Volume Threshold: 646
--------------------------------------------------------------------------------
SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).
The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-97
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #5315: CENTRAL EXPWY/HWY 237-FERGUSON
Signal=Split/Rights=Include
Final Vol: 72 0 25***
Lanes: 1 0 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
82 1
Cycle Time (sec): 87
1 59
0 Loss Time (sec): 9
0 1244*** 3 Critical V/C: 0.259 2 958
0 Avg Crit Del (sec/veh): 0.9 0
0 0 Avg Delay (sec/veh): 5.0 0 0***
LOS: A
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 12 0 12 12 64 0 0 47 47
Y+R: 0.0 0.0 0.0 4.6 0.0 4.6 4.8 5.8 0.0 0.0 5.8 5.8
------------|---------------||---------------||---------------||---------------| Volume Module:4:30 - 5:30 PM
Base Vol: 0 0 0 25 0 72 82 1244 0 0 958 59
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 25 0 72 82 1244 0 0 958 59
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 25 0 72 82 1244 0 0 958 59
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 25 0 72 82 1244 0 0 958 59
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 25 0 72 82 1244 0 0 958 59
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 25 0 72 82 1244 0 0 958 59
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 3.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1750 0 1750 1750 5700 0 0 3800 1750
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.01 0.00 0.04 0.05 0.22 0.00 0.00 0.25 0.03 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 13.8 0.0 13.8 13.1 64.2 0.0 0.0 51.1 64.9 Volume/Cap: 0.00 0.00 0.00 0.09 0.00 0.26 0.31 0.30 0.00 0.00 0.43 0.05 Delay/Veh: 0.0 0.0 0.0 31.4 0.0 32.6 33.7 0.3 0.0 0.0 6.1 0.1 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: 0.0 0.0 0.0 31.4 0.0 32.6 33.7 0.3 0.0 0.0 6.1 0.1 LOS by Move: A A A C A C C A A A A A
HCM2k95thQ: 0 0 0 1 0 4 5 1 0 0 9 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-98
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #5315: CENTRAL EXPWY/HWY 237-FERGUSON
Signal=Split/Rights=Include
Final Vol: 87 0 29***
Lanes: 1 0 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
93 1
Cycle Time (sec): 87
1 67
0 Loss Time (sec): 9
0 1294*** 3 Critical V/C: 0.272 2 1168
0 Avg Crit Del (sec/veh): 1.0 0
0 0 Avg Delay (sec/veh): 5.5 0 0***
LOS: A
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 12 0 12 12 64 0 0 47 47
Y+R: 0.0 0.0 0.0 4.6 0.0 4.6 4.8 5.8 0.0 0.0 5.8 5.8
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 29 0 87 93 1294 0 0 1168 67
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 29 0 87 93 1294 0 0 1168 67
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 29 0 87 93 1294 0 0 1168 67
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 29 0 87 93 1294 0 0 1168 67
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 29 0 87 93 1294 0 0 1168 67
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 29 0 87 93 1294 0 0 1168 67
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 3.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1750 0 1750 1750 5700 0 0 3800 1750
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.05 0.05 0.23 0.00 0.00 0.31 0.04 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 15.9 0.0 15.9 13.0 64.0 0.0 0.0 51.0 66.9 Volume/Cap: 0.00 0.00 0.00 0.09 0.00 0.27 0.36 0.31 0.00 0.00 0.52 0.05 Delay/Veh: 0.0 0.0 0.0 29.6 0.0 31.0 34.1 0.4 0.0 0.0 6.8 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: 0.0 0.0 0.0 29.6 0.0 31.0 34.1 0.4 0.0 0.0 6.8 0.0 LOS by Move: A A A C A C C A A A A A
HCM2k95thQ: 0 0 0 1 0 4 5 2 0 0 12 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-99
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #5315: CENTRAL EXPWY/HWY 237-FERGUSON
Signal=Split/Rights=Include
Final Vol: 107 0 47***
Lanes: 1 0 0 0 1
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
113 1
Cycle Time (sec): 87
1 79
0 Loss Time (sec): 9
0 1294*** 3 Critical V/C: 0.283 2 1168
0 Avg Crit Del (sec/veh): 1.3 0
0 0 Avg Delay (sec/veh): 5.9 0 0***
LOS: A
Lanes: 0 0 0 0 0
Final Vol: 0 0 0
Signal=Split/Rights=Include
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 0 0 0 12 0 12 12 64 0 0 47 47
Y+R: 0.0 0.0 0.0 4.6 0.0 4.6 4.8 5.8 0.0 0.0 5.8 5.8
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 0 0 0 29 0 87 93 1294 0 0 1168 67
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 29 0 87 93 1294 0 0 1168 67
Added Vol: 0 0 0 18 0 20 20 0 0 0 0 12
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 47 0 107 113 1294 0 0 1168 79
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 0 0 47 0 107 113 1294 0 0 1168 79
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 47 0 107 113 1294 0 0 1168 79
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 0 0 47 0 107 113 1294 0 0 1168 79
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 0.00 0.00 0.00 1.00 0.00 1.00 1.00 3.00 0.00 0.00 2.00 1.00 Final Sat.: 0 0 0 1750 0 1750 1750 5700 0 0 3800 1750
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.06 0.06 0.23 0.00 0.00 0.31 0.05 Crit Moves: **** **** ****
Green Time: 0.0 0.0 0.0 18.8 0.0 18.8 13.0 64.0 0.0 0.0 51.0 69.8 Volume/Cap: 0.00 0.00 0.00 0.12 0.00 0.28 0.43 0.31 0.00 0.00 0.52 0.06 Delay/Veh: 0.0 0.0 0.0 27.6 0.0 28.9 34.8 0.4 0.0 0.0 6.8 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: 0.0 0.0 0.0 27.6 0.0 28.9 34.8 0.4 0.0 0.0 6.8 0.0 LOS by Move: A A A C A C C A A A A A
HCM2k95thQ: 0 0 0 2 0 5 7 2 0 0 12 0
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-100
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #5320: CENTRAL EXPWY/MARY AVE
Signal=Protect/Rights=Overlap
Final Vol: 74 130 141***
Lanes: 0 1 2 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
59 2
Cycle Time (sec): 179
1 38
0 Loss Time (sec): 12
0 1386*** 3 Critical V/C: 0.444 3 838
0 Avg Crit Del (sec/veh): 54.1 0
398 1 Avg Delay (sec/veh): 47.9 2 349***
LOS: D
Lanes: 2 0 3 0 1
Final Vol: 164 91*** 0
Signal=Protect/Rights=Ignore
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 16 31 31 30 44 44 12 60 60 35 82 82
Y+R: 6.1 6.0 6.0 6.2 5.9 5.9 6.2 6.2 6.2 6.3 6.2 6.2
------------|---------------||---------------||---------------||---------------| Volume Module:4:45 - 5:45 PM
Base Vol: 164 91 407 141 130 74 59 1386 398 349 838 38
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 164 91 407 141 130 74 59 1386 398 349 838 38 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 164 91 407 141 130 74 59 1386 398 349 838 38 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 164 91 0 141 130 74 59 1386 398 349 838 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 164 91 0 141 130 74 59 1386 398 349 838 38 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 164 91 0 141 130 74 59 1386 398 349 838 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 2.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 3800 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.05 0.02 0.00 0.04 0.03 0.04 0.02 0.24 0.23 0.11 0.15 0.02 Crit Moves: **** **** **** ****
Green Time: 16.3 31.0 0.0 30.0 44.7 58.3 13.5 71.0 87.3 35.0 92.5 122.5 Volume/Cap: 0.57 0.09 0.00 0.27 0.14 0.13 0.25 0.61 0.47 0.57 0.28 0.03 Delay/Veh: 80.8 62.2 0.0 65.2 52.2 42.6 78.5 49.3 37.7 66.7 31.0 14.6 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: 80.8 62.2 0.0 65.2 52.2 42.6 78.5 49.3 37.7 66.7 31.0 14.6 LOS by Move: F E A E D D E D D E C B
HCM2k95thQ: 11 3 0 8 5 6 4 36 31 20 19 2
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-101
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #5320: CENTRAL EXPWY/MARY AVE
Signal=Protect/Rights=Overlap
Final Vol: 106 177 141***
Lanes: 0 1 2 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
68 2
Cycle Time (sec): 179
1 38
0 Loss Time (sec): 12
0 1521*** 3 Critical V/C: 0.474 3 1073
0 Avg Crit Del (sec/veh): 55.3 0
434 1 Avg Delay (sec/veh): 48.8 2 353***
LOS: D
Lanes: 2 0 3 0 1
Final Vol: 196 106*** 0
Signal=Protect/Rights=Ignore
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 16 31 31 30 44 44 12 60 60 35 82 82
Y+R: 6.1 6.0 6.0 6.2 5.9 5.9 6.2 6.2 6.2 6.3 6.2 6.2
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 196 106 408 141 177 106 68 1521 434 353 1073 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 196 106 408 141 177 106 68 1521 434 353 1073 38 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 196 106 408 141 177 106 68 1521 434 353 1073 38 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 196 106 0 141 177 106 68 1521 434 353 1073 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 196 106 0 141 177 106 68 1521 434 353 1073 38 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 196 106 0 141 177 106 68 1521 434 353 1073 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 2.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 3800 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.02 0.00 0.04 0.05 0.06 0.02 0.27 0.25 0.11 0.19 0.02 Crit Moves: **** **** **** ****
Green Time: 16.3 31.0 0.0 30.0 44.7 58.3 13.5 71.0 87.3 35.0 92.5 122.5 Volume/Cap: 0.68 0.11 0.00 0.27 0.19 0.19 0.29 0.67 0.51 0.57 0.36 0.03 Delay/Veh: 85.6 62.4 0.0 65.2 52.9 43.4 78.8 51.2 38.8 66.9 32.6 14.6 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: 85.6 62.4 0.0 65.2 52.9 43.4 78.8 51.2 38.8 66.9 32.6 14.6 LOS by Move: F E A E D D E D D E C B
HCM2k95thQ: 14 3 0 8 7 9 5 41 34 20 25 2
Note: Queue reported is the number of cars per lane.
COMPARE Mon Apr 15 11:57:15 2024 Page 3-102
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose 675 E Middlefield Rd Mixed-Use Project
Mountain View
Hexagon Transportation Consultants, Inc.
Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background + Prj PM
Intersection #5320: CENTRAL EXPWY/MARY AVE
Signal=Protect/Rights=Overlap
Final Vol: 106 177 141***
Lanes: 0 1 2 0 2
Signal=Protect Signal=Protect
Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:
68 2
Cycle Time (sec): 179
1 38
0 Loss Time (sec): 12
0 1551*** 3 Critical V/C: 0.480 3 1097
0 Avg Crit Del (sec/veh): 55.6 0
442 1 Avg Delay (sec/veh): 49.0 2 353***
LOS: D
Lanes: 2 0 3 0 1
Final Vol: 198 106*** 0
Signal=Protect/Rights=Ignore
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Min. Green: 16 31 31 30 44 44 12 60 60 35 82 82
Y+R: 6.1 6.0 6.0 6.2 5.9 5.9 6.2 6.2 6.2 6.3 6.2 6.2
------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 196 106 408 141 177 106 68 1521 434 353 1073 38 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 196 106 408 141 177 106 68 1521 434 353 1073 38 Added Vol: 2 0 0 0 0 0 0 30 8 0 24 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 198 106 408 141 177 106 68 1551 442 353 1097 38 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 198 106 0 141 177 106 68 1551 442 353 1097 38 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 198 106 0 141 177 106 68 1551 442 353 1097 38 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 198 106 0 141 177 106 68 1551 442 353 1097 38 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 2.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 3800 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.02 0.00 0.04 0.05 0.06 0.02 0.27 0.25 0.11 0.19 0.02 Crit Moves: **** **** **** ****
Green Time: 16.3 31.0 0.0 30.0 44.7 58.3 13.5 71.0 87.3 35.0 92.5 122.5 Volume/Cap: 0.69 0.11 0.00 0.27 0.19 0.19 0.29 0.69 0.52 0.57 0.37 0.03 Delay/Veh: 86.0 62.4 0.0 65.2 52.9 43.4 78.8 51.6 39.1 66.9 32.7 14.6 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: 86.0 62.4 0.0 65.2 52.9 43.4 78.8 51.6 39.1 66.9 32.7 14.6 LOS by Move: F E A E D D E D D E C B
HCM2k95thQ: 14 3 0 8 7 9 5 41 35 20 25 2
Note: Queue reported is the number of cars per lane.
Appendix C
Volume Summary
Intersection Number: 1
Traffix Node Number: 1
Intersection Name: Ellis Street and Manila Dr
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 31 4 23 0 195 399 125 0 0 0 0 777 Approved Project Trips
EWPP List of Approved Project Trips 0 0 0 0 0 11 93 0 0 0 0 0 104 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
600 Ellis St (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Google Middlefield Park Master Plan (MV) 0 8 0 0 0 0 0 22 0 0 0 0 30 555 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Downtown Specific Plan (SV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 8 0 0 0 11 93 22 0 0 0 0 134
Background Conditions 0 39 4 23 0 206 492 147 0 0 0 0 911 Proposed Project Trips 0 0 0 0 0 0 0 0 0 0 0 0 0
Background + Project Conditions 0 39 4 23 0 206 492 147 0 0 0 0 911 0 Intersection Number: 2
Traffix Node Number: 2
Intersection Name: Ellis Street and US 101 NB Ramps
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 146 81 0 62 1 160 0 482 120 0 0 0 1052 Approved Project Trips
EWPP List of Approved Project Trips 11 0 0 0 0 3 0 93 19 0 0 0 126 777 W Middlefield Rd (MV) 0 0 0 0 0 1 0 0 0 0 0 0 1
600 Ellis St (MV) 0 0 0 0 0 66 0 0 9 0 0 0 75
Google Middlefield Park Master Plan (MV) 0 8 0 0 0 79 0 22 140 0 0 0 249 555 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 0 1 0 0 0 1
Downtown Specific Plan (SV) 0 0 0 0 0 2 0 0 0 0 0 0 2
Total Approved Trips 11 8 0 0 0 151 0 115 169 0 0 0 454 Background Conditions 157 89 0 62 1 311 0 597 289 0 0 0 1506 Proposed Project Trips 0 0 0 0 0 0 0 0 70 0 0 0 70
Background + Project Conditions 157 89 0 62 1 311 0 597 359 0 0 0 1576 0 Intersection Number: 3
Traffix Node Number: 3
Intersection Name: Ellis Street and US 101 SB Ramps
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 233 15 0 0 0 149 237 0 305 0 344 1283 Approved Project Trips
EWPP List of Approved Project Trips 0 3 0 0 0 0 10 19 0 119 0 93 244 777 W Middlefield Rd (MV) 0 1 0 0 0 0 2 0 0 0 0 0 3
600 Ellis St (MV) 0 66 0 0 0 0 9 9 0 66 0 0 150
Google Middlefield Park Master Plan (MV) 0 86 0 0 0 0 59 163 0 92 0 0 400 555 W Middlefield Rd (MV) 0 0 0 0 0 0 1 0 0 0 0 0 1
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 1 0 11 0 0 12
Downtown Specific Plan (SV) 0 2 0 0 0 0 0 0 0 3 0 0 5
Total Approved Trips 0 158 0 0 0 0 81 192 0 291 0 93 815 Background Conditions 0 391 15 0 0 0 230 429 0 596 0 437 2098 Proposed Project Trips 0 0 0 0 0 0 0 70 0 60 0 0 130
Background + Project Conditions 0 391 15 0 0 0 230 499 0 656 0 437 2228 0 10/18/23
11/15/22
Movements
Movements
10/18/23
11/15/22
Movements
10/18/23
11/15/22
Hexagon Transportation Consultants, Inc.
4/16/2024
AM
675-685 E Middlefield Volume Summary_2024-04-15
Intersection Number: 4
Traffix Node Number: 4
Intersection Name: Ellis Street and Fairchild Drive
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 128 333 73 38 16 18 11 243 11 13 5 128 1017 Approved Project Trips
EWPP List of Approved Project Trips 3 33 87 15 0 0 0 5 2 5 0 10 160 777 W Middlefield Rd (MV) 0 1 0 0 0 0 0 2 0 0 0 0 3
600 Ellis St (MV) 0 131 0 0 0 0 0 18 0 0 0 0 149
Google Middlefield Park Master Plan (MV) 0 61 118 56 0 0 0 166 0 0 0 0 401 555 W Middlefield Rd (MV) 0 0 0 0 0 0 0 1 0 0 0 0 1
189 Bernardo Ave (MV) 0 11 0 0 0 0 0 1 0 0 0 0 12
Downtown Specific Plan (SV) 0 5 0 0 0 0 0 0 0 0 0 0 5
Total Approved Trips 3 242 205 71 0 0 0 193 2 5 0 10 731 Background Conditions 131 575 278 109 16 18 11 436 13 18 5 138 1748 Proposed Project Trips 0 60 0 0 0 0 0 70 0 0 0 0 130
Background + Project Conditions 131 635 278 109 16 18 11 506 13 18 5 138 1878 0 Intersection Number: 5
Traffix Node Number: 6
Intersection Name: SR 237 Ramps and Maude Ave
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 161 346 334 74 79 154 258 170 54 11 40 4 1685 Approved Project Trips
EWPP List of Approved Project Trips 0 3 66 4 15 32 180 5 0 0 87 0 392 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
600 Ellis St (MV) 0 0 0 0 0 13 2 0 0 0 0 0 15
Google Middlefield Park Master Plan (MV) 65 0 0 0 67 13 10 0 71 41 47 69 383 555 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
189 Bernardo Ave (MV) 0 16 0 0 0 0 0 2 0 0 0 0 18
Downtown Specific Plan (SV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 65 19 66 4 82 58 192 7 71 41 134 69 808 Background Conditions 226 365 400 78 161 212 450 177 125 52 174 73 2493 Proposed Project Trips 15 62 0 0 6 7 8 51 0 0 4 10 163
Background + Project Conditions 241 427 400 78 167 219 458 228 125 52 178 83 2656 0 Intersection Number: 6
Traffix Node Number: 7
Intersection Name: Whisman Rd and Middlefield Rd
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 44 135 40 71 293 70 79 106 136 128 192 54 1348 Approved Project Trips
EWPP List of Approved Project Trips 2 3 1 0 7 0 0 1 0 0 48 1 63 777 W Middlefield Rd (MV) 0 0 0 0 2 0 0 0 0 1 8 1 12
600 Ellis St (MV) 0 0 0 0 4 2 13 0 0 0 26 0 45
Google Middlefield Park Master Plan (MV) 0 0 5 3 49 31 3 0 0 0 40 0 131 555 W Middlefield Rd (MV) 0 0 0 0 2 0 0 0 0 1 22 1 26
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 0 0 0 3 0 3
Downtown Specific Plan (SV) 0 0 0 0 12 0 0 0 0 0 23 0 35 Total Approved Trips 2 3 6 3 76 33 16 1 0 2 170 3 315
Background Conditions 46 138 46 74 369 103 95 107 136 130 362 57 1663 Proposed Project Trips 0 0 0 0 13 0 0 0 0 0 15 0 28
Background + Project Conditions 46 138 46 74 382 103 95 107 136 130 377 57 1691 0 10/18/23
11/15/22
Movements
Movements
10/18/23
11/15/22
Movements
10/18/23
11/15/22
Hexagon Transportation Consultants, Inc.
4/16/2024
AM
675-685 E Middlefield Volume Summary_2024-04-15
Intersection Number: 7
Traffix Node Number: 8
Intersection Name: Ellis Street and Middlefield Rd
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 53 0 126 225 367 0 0 0 0 0 331 73 1175 Approved Project Trips
EWPP List of Approved Project Trips 0 0 37 6 7 0 0 0 0 0 49 0 99 777 W Middlefield Rd (MV) 1 0 0 0 1 0 0 0 0 0 5 2 9
600 Ellis St (MV) 5 0 13 92 0 0 0 0 0 0 0 39 149
Google Middlefield Park Master Plan (MV) 36 0 55 99 46 0 0 0 0 0 29 18 283 555 W Middlefield Rd (MV) 1 0 0 0 1 0 0 0 0 0 8 14 24
189 Bernardo Ave (MV) 0 0 11 1 0 0 0 0 0 0 3 0 15
Downtown Specific Plan (SV) 0 0 5 2 12 0 0 0 0 0 23 0 42 Total Approved Trips 43 0 121 200 67 0 0 0 0 0 117 73 621 Background Conditions 96 0 247 425 434 0 0 0 0 0 448 146 1796 Proposed Project Trips 0 0 60 70 13 0 0 0 0 0 15 0 158
Background + Project Conditions 96 0 307 495 447 0 0 0 0 0 463 146 1954 0 Intersection Number: 8
Traffix Node Number: 9
Intersection Name: Logue Ave and Middlefield Rd
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 84 0 15 62 593 9 3 0 0 1 282 103 1152 Approved Project Trips
EWPP List of Approved Project Trips 0 0 0 0 14 0 0 0 0 0 87 0 101 777 W Middlefield Rd (MV) 1 0 0 0 0 0 0 0 0 0 3 2 6
600 Ellis St (MV) 0 0 0 0 92 0 0 0 0 0 13 0 105
Google Middlefield Park Master Plan (MV) 102 0 4 16 44 0 0 0 0 0 48 37 251 555 W Middlefield Rd (MV) 0 0 0 0 1 0 0 0 0 0 8 0 9
189 Bernardo Ave (MV) 0 0 0 0 2 0 0 0 0 0 14 0 16
Downtown Specific Plan (SV) 0 0 0 0 14 0 0 0 0 0 28 0 42 Total Approved Trips 103 0 4 16 167 0 0 0 0 0 201 39 530 Background Conditions 187 0 19 78 760 8 0 0 0 0 483 142 1677 Proposed Project Trips 0 21 0 0 0 72 56 14 83 75 0 0 321 Background + Project Conditions 187 21 19 78 760 80 56 14 83 75 483 142 1998 0 Intersection Number: 9
Traffix Node Number: 10
Intersection Name: Ferguson Dr and Middlefield Rd
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 0 0 0 713 42 83 0 66 17 286 0 1207 Approved Project Trips
EWPP List of Approved Project Trips 0 0 0 0 14 0 0 0 0 0 87 0 101 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 3 0 3
600 Ellis St (MV) 0 0 0 0 92 0 0 0 0 0 13 0 105
Google Middlefield Park Master Plan (MV) 0 0 0 0 42 4 1 0 18 9 43 0 117 555 W Middlefield Rd (MV) 0 0 0 0 1 0 0 0 0 0 8 0 9
189 Bernardo Ave (MV) 0 0 0 0 2 0 0 0 0 0 14 0 16
Downtown Specific Plan (SV) 0 0 0 0 14 0 0 0 0 1 27 0 42 Total Approved Trips 0 0 0 0 165 4 1 0 18 10 195 0 393
Background Conditions 0 0 0 0 878 46 84 0 84 27 481 0 1600 Proposed Project Trips 0 0 0 0 72 68 55 0 0 0 56 0 251
Background + Project Conditions 0 0 0 0 950 114 139 0 84 27 537 0 1851 0 Movements
10/18/23
11/15/22
Movements
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11/15/22
10/18/23
11/15/22
Movements
Hexagon Transportation Consultants, Inc.
4/16/2024
AM
675-685 E Middlefield Volume Summary_2024-04-15
Intersection Number: 10
Traffix Node Number: 11
Intersection Name: SR 237 WB Ramps and Middlefield Rd
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 210 104 98 0 550 149 0 0 0 73 296 0 1480 Approved Project Trips
EWPP List of Approved Project Trips 7 25 3 0 7 4 0 0 0 0 87 0 133 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 3 0 3
600 Ellis St (MV) 13 0 0 0 79 0 0 0 0 5 7 0 104
Google Middlefield Park Master Plan (MV) 19 33 1 0 28 0 0 0 0 12 32 0 125 555 W Middlefield Rd (MV) 0 0 0 0 1 0 0 0 0 0 8 0 9
189 Bernardo Ave (MV) 0 0 16 0 2 1 0 0 0 0 14 0 33
Downtown Specific Plan (SV) 0 0 16 0 14 2 0 0 0 0 27 0 59 Total Approved Trips 39 58 36 0 131 7 0 0 0 17 178 0 466 Background Conditions 249 162 134 0 681 156 0 0 0 90 474 0 1946 Proposed Project Trips 70 0 0 0 70 0 0 0 0 38 73 0 251
Background + Project Conditions 319 162 134 0 751 156 0 0 0 128 547 0 2197 0 Intersection Number: 11
Traffix Node Number: 12
Intersection Name: SR 237 EB Ramps and Middlefield Rd
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 0 0 118 483 0 194 281 210 0 261 146 1693 Approved Project Trips
EWPP List of Approved Project Trips 0 0 0 0 11 0 17 178 0 0 48 42 296 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 3 0 3
600 Ellis St (MV) 0 0 0 0 39 0 0 0 39 0 5 2 85
Google Middlefield Park Master Plan (MV) 0 0 0 2 13 0 0 69 15 0 22 11 132 555 W Middlefield Rd (MV) 0 0 0 0 1 0 0 0 0 0 8 0 9
189 Bernardo Ave (MV) 0 0 0 2 3 0 13 0 0 0 29 0 47
Downtown Specific Plan (SV) 0 0 0 7 17 0 6 0 0 0 43 0 73 Total Approved Trips 0 0 0 11 84 0 36 247 54 0 158 55 645 Background Conditions 0 0 0 129 567 0 230 528 264 0 419 201 2338 Proposed Project Trips 0 0 0 0 20 0 0 0 50 0 14 60 144
Background + Project Conditions 0 0 0 129 587 0 230 528 314 0 433 261 2482 0 Intersection Number: 12
Traffix Node Number: 13
Intersection Name: Bernardo Ave and Middlefield Rd
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 5 3 11 41 518 26 4 20 27 186 249 141 1231 Approved Project Trips
EWPP List of Approved Project Trips 4 1 5 10 6 1 0 12 0 0 9 55 103 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 2 0 1 3
600 Ellis St (MV) 0 0 0 0 39 0 0 0 0 0 5 0 44
Google Middlefield Park Master Plan (MV) 0 0 0 0 9 0 0 0 5 3 18 0 35 555 W Middlefield Rd (MV) 0 0 0 0 1 0 0 0 0 0 8 0 9
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 0 5 43 0 0 48
Downtown Specific Plan (SV) 0 0 0 0 0 0 0 6 0 0 0 0 6
Total Approved Trips 4 1 5 10 55 1 0 18 10 48 40 56 248 Background Conditions 9 4 16 51 573 27 4 38 37 234 289 197 1479 Proposed Project Trips 0 0 0 0 20 0 0 0 0 0 14 0 34
Background + Project Conditions 9 4 16 51 593 27 4 38 37 234 303 197 1513 0 10/18/23
11/15/22
Movements
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11/15/22
Movements
10/18/23
04/04/23
Movements
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4/16/2024
AM
675-685 E Middlefield Volume Summary_2024-04-15
Intersection Number: 13
Traffix Node Number: 5320
Intersection Name: Mary Ave and Central Expy*
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 79 80 65 183 1766 373 361 159 355 162 753 66 4402 Approved Project Trips
EWPP List of Approved Project Trips 6 7 0 0 47 1 5 73 8 3 107 37 294 777 W Middlefield Rd (MV) 0 0 0 0 4 0 0 0 0 0 0 0 4
600 Ellis St (MV) 0 0 0 0 26 0 0 0 13 2 4 0 45
Google Middlefield Park Master Plan (MV) 0 2 0 0 6 0 0 12 3 0 18 0 41 555 W Middlefield Rd (MV) 0 0 0 0 12 0 0 0 0 0 9 0 21
189 Bernardo Ave (MV) 3 0 0 0 6 0 0 0 3 0 1 0 13
Downtown Specific Plan (SV) 0 0 0 0 37 0 0 0 10 23 82 0 152 Total Approved Trips 9 9 0 0 138 1 5 85 37 28 221 37 570 Background Conditions 88 89 65 183 1904 374 366 244 392 190 974 103 4972 Proposed Project Trips 0 0 0 0 28 0 0 0 10 1 25 0 64
Background + Project Conditions 88 89 65 183 1932 374 366 244 402 191 999 103 5036 0 Intersection Number: 14
Traffix Node Number: 5315
Intersection Name: Ferguson Dr and Central Expy*
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 85 0 32 20 1421 0 0 0 0 0 731 61 2350 Approved Project Trips
EWPP List of Approved Project Trips 0 0 0 0 26 0 0 0 0 0 145 0 171 777 W Middlefield Rd (MV) 0 0 0 0 4 0 0 0 0 0 0 0 4
600 Ellis St (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Google Middlefield Park Master Plan (MV) 11 0 0 0 0 0 0 0 0 0 0 16 27 555 W Middlefield Rd (MV) 0 0 0 0 11 0 0 0 0 0 1 0 12
189 Bernardo Ave (MV) 0 0 0 0 1 0 0 0 0 0 8 0 9
Downtown Specific Plan (SV) 0 0 7 3 18 0 0 0 0 0 43 0 71 Total Approved Trips 11 0 7 3 60 0 0 0 0 0 197 16 294
Background Conditions 96 0 39 23 1481 0 0 0 0 0 928 77 2644 Proposed Project Trips 23 0 13 18 0 0 0 0 0 0 0 17 71
Background + Project Conditions 119 0 52 41 1481 0 0 0 0 0 928 94 2715 0 Intersection Number: 15
Traffix Node Number: 101
Intersection Name: Ferguson Dr and Internal Road
Peak Hour: AM Date of Analysis:
Count Date:
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 59 0 0 0 0 0 149 0 0 0 0 208
Approved Project Trips
EWPP List of Approved Project Trips 0 0 0 0 0 0 0 0 0 0 0 0 0 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
600 Ellis St (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Google Middlefield Park Master Plan (MV) 0 13 0 0 0 0 0 19 0 0 0 0 32 555 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Downtown Specific Plan (SV) 0 1 0 0 0 0 0 0 0 0 0 0 1
Total Approved Trips 0 14 0 0 0 0 0 19 0 0 0 0 33
Background Conditions 0 73 0 0 0 0 0 168 0 0 0 0 241
Proposed Project Trips 68 0 0 0 0 0 0 0 35 35 0 55 193
Background + Project Conditions 68 73 0 0 0 0 0 168 35 35 0 55 434 0 Movements
10/18/23
11/15/22
Movements
10/18/23
11/15/22
Movements
10/18/23
01/00/00
Hexagon Transportation Consultants, Inc.
4/16/2024
AM
675-685 E Middlefield Volume Summary_2024-04-15
Intersection Number: 1
Traffix Node Number: 1
Intersection Name: Ellis Street and Manila Dr
Peak Hour: PM Date of Analysis:
Count Date:
Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 180 4 1 0 139 64 23 0 0 0 0 411
Approved Project Trips
EWPP List of Approved Project Trips 0 0 0 0 0 53 16 0 0 0 0 0 69 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
600 Ellis St (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Google Middlefield Park Master Plan (MV) 0 22 0 0 0 0 0 14 0 0 0 0 36 555 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Downtown Specific Plan (SV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 22 0 0 0 53 16 14 0 0 0 0 105
Background Conditions 0 202 4 1 0 192 80 37 0 0 0 0 516 Proposed Project Trips 0 0 0 0 0 0 0 0 0 0 0 0 0
Background + Project Conditions 0 202 4 1 0 192 80 37 0 0 0 0 516 0 Intersection Number: 2
Traffix Node Number: 2
Intersection Name: Ellis Street and US 101 NB Ramps
Peak Hour: PM Date of Analysis:
Count Date:
Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 112 215 0 14 0 121 0 79 175 0 0 0 716 Approved Project Trips
EWPP List of Approved Project Trips 53 0 0 0 0 10 0 16 106 0 0 0 185 777 W Middlefield Rd (MV) 0 0 0 0 0 1 0 0 0 0 0 0 1
600 Ellis St (MV) 0 0 0 0 0 12 0 0 59 0 0 0 71
Google Middlefield Park Master Plan (MV) 0 22 0 0 0 52 0 14 110 0 0 0 198 555 W Middlefield Rd (MV) 0 0 0 0 0 1 0 0 0 0 0 0 1
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 0 9 0 0 0 9
Downtown Specific Plan (SV) 0 0 0 0 0 1 0 0 0 0 0 0 1
Total Approved Trips 53 22 0 0 0 77 0 30 284 0 0 0 466
Background Conditions 165 237 0 14 0 198 0 109 459 0 0 0 1182 Proposed Project Trips 0 0 0 0 0 0 0 0 68 0 0 0 68
Background + Project Conditions 165 237 0 14 0 198 0 109 527 0 0 0 1250 0 Intersection Number: 3
Traffix Node Number: 3
Intersection Name: Ellis Street and US 101 SB Ramps
Peak Hour: PM Date of Analysis:
Count Date:
Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 220 108 0 0 0 215 216 0 86 0 40 885 Approved Project Trips
EWPP List of Approved Project Trips 0 10 0 0 0 0 6 106 0 21 0 16 159 777 W Middlefield Rd (MV) 0 1 0 0 0 0 1 0 0 0 0 0 2
600 Ellis St (MV) 0 12 0 0 0 0 59 59 0 12 0 0 142
Google Middlefield Park Master Plan (MV) 0 74 0 0 0 0 96 124 0 137 0 0 431 555 W Middlefield Rd (MV) 0 1 0 0 0 0 1 0 0 0 0 0 2
189 Bernardo Ave (MV) 0 0 0 0 0 0 0 9 0 2 0 0 11
Downtown Specific Plan (SV) 0 1 0 0 0 0 0 0 0 2 0 0 3
Total Approved Trips 0 99 0 0 0 0 163 298 0 174 0 16 750 Background Conditions 0 319 108 0 0 0 378 514 0 260 0 56 1635 Proposed Project Trips 0 0 0 0 0 0 0 68 0 61 0 0 129
Background + Project Conditions 0 319 108 0 0 0 378 582 0 321 0 56 1764 0 10/18/23
11/15/22
10/18/23
11/15/22
10/18/23
11/15/22
Hexagon Transportation Consultants, Inc.
4/16/2024
PM
675-685 E Middlefield Volume Summary_2024-04-15
Intersection Number: 4
Traffix Node Number: 4
Intersection Name: Ellis Street and Fairchild Drive
Peak Hour: PM Date of Analysis:
Count Date:
Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 108 179 16 82 16 8 8 271 15 14 1 94 812 Approved Project Trips
EWPP List of Approved Project Trips 10 6 14 76 0 0 0 30 5 3 0 6 150 777 W Middlefield Rd (MV) 0 1 0 0 0 0 0 1 0 0 0 0 2
600 Ellis St (MV) 0 24 0 0 0 0 0 117 0 0 0 0 141
Google Middlefield Park Master Plan (MV) 0 164 47 133 0 0 0 87 0 0 0 0 431 555 W Middlefield Rd (MV) 0 1 0 0 0 0 0 1 0 0 0 0 2
189 Bernardo Ave (MV) 0 2 0 0 0 0 0 9 0 0 0 0 11
Downtown Specific Plan (SV) 0 3 0 0 0 0 0 0 0 0 0 0 3
Total Approved Trips 10 201 61 209 0 0 0 245 5 3 0 6 740 Background Conditions 118 380 77 291 16 8 8 516 20 17 1 100 1552 Proposed Project Trips 0 61 0 0 0 0 0 68 0 0 0 0 129
Background + Project Conditions 118 441 77 291 16 8 8 584 20 17 1 100 1681 0 Intersection Number: 5
Traffix Node Number: 6
Intersection Name: SR 237 Ramps and Maude Ave
Peak Hour: PM Date of Analysis:
Count Date:
Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 31 133 69 147 31 177 225 269 42 59 45 54 1282 Approved Project Trips
EWPP List of Approved Project Trips 0 2 12 28 76 174 32 32 0 0 14 0 370 777 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
600 Ellis St (MV) 0 0 0 0 0 2 12 0 0 0 0 0 14
Google Middlefield Park Master Plan (MV) 70 0 0 0 50 19 13 0 48 66 63 35 364 555 W Middlefield Rd (MV) 0 0 0 0 0 0 0 0 0 0 0 0 0
189 Bernardo Ave (MV) 0 2 0 0 0 0 0 13 0 0 0 0 15
Downtown Specific Plan (SV) 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 70 4 12 28 126 195 57 45 48 66 77 35 763 Background Conditions 101 137 81 175 157 372 282 314 90 125 122 89 2045 Proposed Project Trips 9 45 0 0 3 7 8 64 0 0 6 15 157
Background + Project Conditions 110 182 81 175 160 379 290 378 90 125 128 104 2202 0 Intersection Number: 6
Traffix Node Number: 7
Intersection Name: Whisman Rd and Middlefield Rd
Peak Hour: PM Date of Analysis:
Count Date:
Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 29 90 36 32 218 107 67 65 68 149 264 67 1192 Approved Project Trips
EWPP List of Approved Project Trips 1 2 1 1 42 0 0 3 0 0 8 2 60 777 W Middlefield Rd (MV) 1 0 0 0 6 0 0 0 1 1 6 1 16
600 Ellis St (MV) 0 0 0 0 23 12 2 0 0 0 5 0 42
Google Middlefield Park Master Plan (MV) 0 0 10 10 51 27 15 0 0 0 58 0 171 555 W Middlefield Rd (MV) 1 0 0 0 5 0 0 0 1 1 15 1 24
189 Bernardo Ave (MV) 0 0 0 0 2 0 0 0 0 0 0 0 2
Downtown Specific Plan (SV) 0 0 0 0 26 0 0 0 0 0 13 0 39 Total Approved Trips 3 2 11 11 155 39 17 3 2 2 105 4 354 Background Conditions 32 92 47 43 373 146 84 68 70 151 369 71 1546 Proposed Project Trips 0 0 0 0 16 0 0 0 0 0 13 0 29
Background + Project Conditions 32 92 47 43 389 146 84 68 70 151 382 71 1575 0 10/18/23
11/15/22
10/18/23
11/15/22
10/18/23
11/15/22
Hexagon Transportation Consultants, Inc.
4/16/2024
PM
675-685 E Middlefield Volume Summary_2024-04-15
Intersection Number: 7
Traffix Node Number: 8
Intersection Name: Ellis Street and Middlefield Rd
Peak Hour: PM Date of Analysis: