Agenda packet, regular meeting — Newark City Council, July 23, 2026 (part 6 of 7)

BERLOGAR STEVENS & ASSOCIATES
subdivision were evaluated. Preliminary geotechnical recommendations for site preparation and grading, and building foundations were developed and are presented in this report. The scope of services for this investigation was outlined in our proposal of August 3, 2018.

SITE LOCATION, HISTORY AND SURFACE CONDITIONS
The proposed development site is located at the western limits of the City of Newark, California, as shown on the Vicinity Map, Plate 1. The site is west of Willow Street and north of Enterprise Drive. Union Pacific Railroad tracks are located along the north side of the project site. The Willow Parcel is comprised of three parcels identified as APNs 537-0852-001-02, 092-0100- 005 and the northern side of 537-0852-002-07. As shown on the Site Plan, Plate 2, there are two identified development areas, the Park Redevelopment Area and the Willow Redevelopment Area. The Park site covers about 5 acres. The Willow site, which is bisected by the Hetch-Hetchy Pipeline Right of Way, covers a combined area of about 17 acres. The Willow Redeveloment Area is the site of proposed residential development.

The site was previously occupied by a FMC industrial facility.

Phosphoric acid and phosphate was produced in a portion of the site known as Parcel A between 1950 and 1995. A 1707 catalyst plant was constructed on the western half of Parcel A site in 1942 and operated until 1945. The plant was used to produce a catalyst used in the production of synthetic rubber. The catalyst contained magnesia, potassium carbonate, copper sulfate, and iron sulfate. A phossy pond was in the southeastern portion of Parcel A. The phossy pond was constructed in the 1950’s and its use ended in 1976. The pond measured approximately 180’x100’ and was 3 to 4 feet deep. An asphalt pad is present on Parcel A, the pad previously supported an acid storage area. Parcel D contained a parking lot and a maintenance and storage building, no manufacturing operations took place on Parcel D. Parcel D contained a TKPP pond between 1972 to 1982. The pond contained activated carbon and backwash slurry. On the portion of Parcel B contained a former hazardous waste storage area. Previous development in the portion of Parcel B included in the site is evident with several concrete slabs-on-grade associated with previous buildings, asphalt concrete paving and one remaining building.

In general, the topography of the site is relatively flat. Surface elevations are between approximately Elevation 9 feet and 12 feet (NGVD29) from west to east across Parcels B and A.

There is also a 15’ high stockpile located on Parcel A. This is the north end of a bedrock ridge present on the Cargill site to the south. A former rail spurs leading to a former barge canal loading area in the southern area of Parcel C also form elevated features relative to nearby land.

Surface elevations are between approximately Elevation 10 feet and 6 feet (NGVD29) from west to east across the site. At present, the vacant areas of the site are covered by low grasses and weeds.

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SUBSURFACE CONDITIONS

FIELD EXPLORATION

THIS INVESTIGATION
The scope of this investigation did not include subsurface exploration due to site access restrictions.

AREA GEOLOGY AND SOILS
Fill soils cover the site. Geologic deposits below the fill consist of Holocene Basin deposits.

Basin Deposits are silty clay to clay deposits found at the distal edge of alluvial fans adjacent to the Bay Mud.

Site reconnaissance of the area of the site does not indicate the presence of bedrock on the site.

However, bedrock was encountered at shallow depths at the site. The shallow bedrock appears to be continuous with two areas of bedrock (North Hill and South Hill) immediately south of the site on the Cargill Salt property. These two bedrock hills, which are in line with the Coyote Hills, located about 3,600 feet northwest of the site, were previously investigated by BSA and BGC. The Coyote Hills are shown on the Preliminary Geologic Map Emphasizing Bedrock (Graymer, et. al., 1996). The Coyote Hills are mapped as consisting of Undivided Franciscan rocks, chert, greenstone, limestone and serpentinite.

With respect to the two bedrock hills south of the site, previous investigations of those hills by BSA and BGC indicated that the North Hill is composed of sandstone and claystone and is mantled with undocumented fill. The North Hill, including the area at the north end of the ridge extending into the FMC site, was partially covered with magnesia from salt production operations, which is reported to have been removed from the site. The South Hill is composed of serpentinite.

The shallow bedrock logged by BSA on the site consisted of slightly weathered to competent siltstone and sandstone of the Franciscan Assemblage. ERM logged weathered serpentine, consistent with Franciscan Assemblage bedrock, in their soil boring D2-A and test pit TP-5W at a depth of about 9 feet bgs.

The site is blanketed by a layer of fill generally ranging in thickness from about 2 to 5 feet.

Deeper fills, on the order of about 8 feet deep, are present in areas where clearing of past structures, and environmental investigation and remediation activities have been performed. The surficial fills in the western portion of the site are predominately silty to clayey gravels or sands in the upper 2 to 3 feet. The surface soils in the eastern portion of the site are predominately August 22, 2018
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clays and silts. The fill contains crushed rock, concrete, and brick in several areas. ERM reported encountering compacted construction debris containing crushed concrete, concrete block, brick, and wood with fragments of metal beams and pipes in the central portion of the western area (Parcel C) of the site. Intact concrete footings were also found at depths between 2 and 4 feet bgs on the western side of the site. They also reported finding a buried concrete structure at a former bittern pond, which extended to a depth of about 8 feet below grade, in the vicinity of our boring B-7.

The alluvial soils underlying the fill consists of varying layers of lean silty to sandy clays, clayey to sandy silts, sand, and silty to clayey sands. The sandy layers were generally encountered between about 8 and 18 feet bgs, with sand deposits also encountered below about 38 feet in two of the four CPTs that extended to depths of at least 50 feet bgs. The granular soils are loose to medium dense, where present in the upper 10 to 20 feet of the site and medium dense to dense below. The fine-grained soils range in consistency from medium stiff to very stiff.

More detailed subsurface information is contained in the CPT graphs in Appendix A and the Boring Logs in Appendix B.

GROUNDWATER
The groundwater map from the California Geological Survey’s Seismic Hazard Zone Report 090 for Newark 7.5-Minute Quadrangle (CGS, 2003) indicates historically-high groundwater at a depth of approximately 5 feet. Groundwater was encountered in 7 of the 14 borings drilled for prior investigations. Groundwater was first encountered as shallow as 4-1/2 feet bgs and as deep as 15 feet bgs. Four of the 7 borings where groundwater was not encountered were located in areas of shallow bedrock. These borings were grouted immediately after the completion of drilling and soil sampling. The short period of time that these borings were left open was inadequate for groundwater to seep in and stabilize. ERM reported groundwater depths below the ground surface varying from 4 to 8 feet. Actual groundwater conditions may vary depending on factors such as tidal fluctuations, seasonal rainfall, time of the year, water level in the adjacent Cargill Salt ponds and local irrigation practices.

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GEOLOGIC HAZARDS

SURFACE FAULT RUPTURE POTENTIAL
According to published mapping by the California Geological Survey (CGS), no known fault traces cross the site. The site is not located within a designated State of California Alquist-Priolo Earthquake Fault Zone for active faults. It is our opinion that the potential for fault rupture at the site is very low.

SEISMIC GROUND SHAKING
The site is located in a region of high seismicity. There are several major faults within the greater San Francisco Bay Area that are capable of causing significant ground shaking at the site.

The most notable of these are the Hayward, Calaveras and San Andreas faults. The site will likely be subject to at least one moderate to severe earthquake and associated seismic shaking during the useful life of the planned development, as well as periodic slight to moderate earthquakes. The probability of one or more earthquakes of magnitude 6.7 (Richter scale) or higher occurring in the San Francisco Bay Area is evaluated by the Working Group on California Earthquake Probabilities on a periodic basis, as are the probabilities of earthquakes of varying magnitudes on each of the major faults. The faults with the greater probability of a moment magnitude of 6.7 or higher earthquake between 2014 and 2044 are the Hayward fault at 14.3 percent, the Calaveras fault at 7.4 percent and the San Andreas fault at 6.4 percent.

According to the U.S. Geologic Survey, the calculated peak ground acceleration (PGA) in the vicinity of the site using current seismic models and building code provisions is 0.53 g. Some degree of structural damage due to strong seismic shaking should be expected at the site, but the risk can be reduced through adherence to seismic design codes.

SEISMIC HAZARD ZONES IN CALIFORNIA
Seismic Hazard Zone Maps are produced by the California Geologic Survey. The maps identify areas where soil liquefaction and earthquake-induced landslides are most likely to occur.

Review of the Seismic Hazards Zones map for the Newark Quadrangle (CGS, 2003) shows the site to be in an area with historic occurrence of liquefaction or having the potential to undergo liquefaction based on geologic, geotechnical and/or groundwater conditions at the site. The potential for liquefaction is moderate to high based on the geologic deposits mapped at the site.

The site is located within a State-designated Zone of Required Investigation for liquefaction.

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Liquefaction
Liquefaction is a temporary transformation of soil into a viscous liquid during strong to violent ground shaking from a major earthquake. Historically, the potential for liquefaction has been associated with a saturated, cohesionless soil such as sands and silty sands. Current practice in liquefaction evaluation now includes sands, silty sands and gravels, as well as silts and even some clay soils. While fine-grained soil (clays and silts) may not undergo complete liquefaction, these soils may be susceptible to cyclic softening. Liquefaction and cyclic softening both result in reduced shear strength. The loss of strength in both granular and fine-grained soils is a result of cyclically induced stresses which cause increased pore pressures within the soil matrix.

Primary factors affecting the potential for a soil to undergo liquefaction include: depth to groundwater, soil type, relative density of granular soils, moisture content and Plasticity Index of fine-grained soils, initial confining (overburden) pressure, and intensity and duration of ground shaking. The impact of liquefaction to surface structures is generally limited to soils located within about 50 feet of the ground surface.

Seismic-induced liquefaction can cause loss of or reduced support for foundations, groundsurface disruption due to settlement within sandy liquefiable layers as pore pressures dissipate, and/or flow failures in sloping ground or where open faces are present (lateral spreading) (NCEER 1998). During a major earthquake, buildings, structures, roadways and utilities underlain by potentially liquefiable soil may experience differential settlement through reconsolidation of the liquefied soil.

The liquefaction potential of the site was investigated with cone penetration tests supplemented with hollow-stem auger borings. The CPT data from this investigation and CPT data for the BSA and Berlogar Geotechnical Consultants (BGC) investigations on the adjacent Cargill site (BSA, 2012; BGC, 2010) was analyzed using the software CLiq (version 1.7.4.34). CLiq was developed by GeoLogismiki, specifically for use in analyzing CPT data in accordance with the recognized procedures based on the current state of practice for liquefaction analysis. The software also addresses cyclic softening in clay-like soils. Liquefaction analyses were performed using the CPT-based evaluation procedures as described in Idriss and Boulanger (2008): “Soil Liquefaction During Earthquakes, Monograph MNO-12, Earthquake Engineering Research Institute.” We analyzed the liquefaction potential using a groundwater level of 5 feet below the ground surface, which corresponds to the mapped historic high groundwater level. An earthquake magnitude, MW, of 6.8, which represents the earthquake magnitude with a 10 percent probability of exceedance in 50 years, and a peak ground acceleration of 0.50 g (2016 CBC Design Basis Earthquake) were used in the analysis.

The liquefaction calculation results indicate that the sand, silty sand and sandy silt layers at this site have a moderate to high potential to liquefy during the design earthquake. Liquefaction could result in ground failure and loss of bearing capacity for shallow foundations, and could August 22, 2018
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contribute to ground subsidence and structure settlement. Effects of liquefaction at the site are expected to be ground surface settlement (subsidence) and structure settlement due to consolidation of the liquefied layers and potential ground-surface disruption caused by sand boils and ground cracking. These effects are discussed in more detail below.

Liquefaction-Induced Settlement
Methods of evaluation of free field site settlement as a result of pore pressure dissipation continue to evolve. There are a number of publications by researchers addressing the issue of liquefaction of fine-grained soils and the settlement potential of these soils as a result of pore pressure dissipation. Soil borings were conducted adjacent to CPTs to sample soils at targeted locations based on the CPT analyses, for use in laboratory testing and soil classification purposes, as well as the evaluation of the settlement potential of liquefiable fine-grained soils.

Our liquefaction analysis results indicate that the total liquefaction-induced settlement in the Parcel B areas of the site is on the order of 1 to 4 inches. Settlement is anticipated to occur within sand deposits present between 8 and 18 feet bgs and deeper sand deposits encountered at a depth of about 38 to 40 feet bgs.

Cyclic Softening of Fine-Grained Soils
Given the information developed over the past several years, it is reasonable to conclude that the clays and stiff to very stiff clayey silts encountered are not liquefiable. Where very high soil moisture contents are present and soils identified through CPT testing as soil behavior types including clay & silty clay, and sandy silt/silty sand, the soils may be susceptible to cyclic softening or strength reduction. However, with the use of post-tensioned concrete slab-on-grade foundations, it is our opinion that the temporary softening of these soils is not expected to have a significant impact on the proposed structures.

Lateral Spreading
Lateral spreading is a potential hazard associated with liquefaction. This phenomenon occurs when a subsurface soil layer liquefies and the upper non-liquefiable crust slides down gradient as large blocks over the liquefied soil (such as a descending slope, an incised river channel or open body of water), creating extensional ground cracking or fissures. Lateral spreading can also occur on relatively flat sites (with very gentle slopes) where the underlying liquefied soil rests on a sloping surface. Our analysis of the soil profile at CPT-01, in the southwest area of the site, adjacent to the wetlands indicates that the liquefiable sands are present beginning at about Elevation -2.5 feet. The surface elevation in the wetlands area is between 3.8 and 4 feet. Based on our evaluation there is a low to moderate potential for lateral spreading to occur and to affect development in this area of the site. Lateral spreading on the order of 8 inches may occur.

Strengthened foundations capable of resisting some ground distortion, such as post-tensioned August 22, 2018
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concrete slab-on-grades will need to be considered. Ground improvement may also be required due to the combined effects of seismic settlement in this area, estimated at 4 inches, along with the potential lateral displacement.

Ground-Surface Disruption Potential
Liquefaction-induced ground-surface disruption or sand boils occur when the sudden increase in pore water pressure in a layer of saturated, clean, loose sand or silty sand results in sufficient water pressure to break through the overlying soil mantle with venting to the ground surface.

When this occurs, the liquefied sand blows out through the rupture, which is referred to as ejecta, resulting in ground-surface disruption. The occurrence of ground-surface disruption can result in temporary loss of or diminished support for foundations, and increased differential settlement of structures on shallow foundations. Where structures are founded on shallow foundations with integral concrete slabs-on-grade floors, or mat-slab concrete foundations, increased settlement typically occurs at the building perimeter where supporting soils are displaced from below the foundation. The occurrence of ground-surface disruption could also potentially impact underground utilities and roadways.

Based on work by Ishihara (1985) and Youd and Garris (1995), a capping layer of nonliquefiable material over a liquefiable layer should have a ratio of capping layer thickness to liquefiable layer thickness of about 2:1 to prevent the occurrence of ground-surface disruption.

We evaluated the site data based on the empirical relationships developed by Ishihara, and Youd and Garris, and found that there is a potential for ground-surface disruption to occur in the western area of the site adjacent to the wetlands area (Area R1 on Plate 3), in the northeast area of Parcel B (Area R2 on Plate 3), and in the eastern area of the site at the east side of Parcel I (Area R3 on Plate 3). The potential is judged to be moderate in Areas R1 and R3, and high in Area R2. Further evaluation of the ground-surface rupture potential of these areas during the design level geotechnical investigation is recommended.

Seismic-Induced Settlement of Unsaturated Sands
Strong ground shaking associated with seismic activity can cause settlement or densification of unsaturated sands and loose fill. The potential impact of seismic-induced settlement of sands or fills above the groundwater is settlement of the ground surface and structures supported on shallow foundations on the site. Loose sands are generally not present within the upper 5 feet of the site. Where they were encountered the layers are relatively thin. Based on our assessment it is our opinion that settlement of the sand deposits would be on the order of 1 inch or less under severe seismic shaking.

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PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS

GENERAL
From a geotechnical engineering standpoint, we believe the proposed redevelopment of the site with a residential development is generally feasible. However, several site conditions identified during this investigation will need to be addressed in a design-level geotechnical investigation, and subsequent design and construction phases of site redevelopment. The main geotechnical issues that would impact the project are presented below.

It should be noted that the preliminary conclusions and recommendations are intended to assist in feasibility evaluation and planning efforts for a conceptual project. These preliminary conclusions and recommendations are insufficient for the design of the proposed residential development at this site, and a design-level geotechnical investigation, including field exploration and laboratory testing, will be required. The preliminary conclusions and recommendations contained in this report are subject to modification, depending on the findings from the design-level geotechnical investigation.

The primary geotechnical considerations in redevelopment of the site are:
• Potential for liquefaction-induced settlement
• Potential for liquefaction-induced ground-surface disruption • Undocumented fill and buried debris
• Expansive soils
• Shallow groundwater
• Corrosive soils

MITIGATION OF LIQUEFACTION-INDUCED IMPACTS ON BUILDINGS As discussed above, liquefiable soils have been identified at the site. Based on our liquefaction analysis, we estimate that liquefaction-induced free field settlement will range from about 1 to 4 inches. Additional settlements, both for total and differential settlement, are possible should lateral spreading occur and with the occurrence of ground-surface disruption or rupture with sand boils. The potential for lateral spreading to occur is limited to the south side of the site adjacent to the wetlands.

Where total seismic-induced settlement potential is 4 inches or less, seismic-induced differential settlement is estimated to be 2 inches or less across individual single-family detached residential structures. The primary concern with liquefaction-induced settlement is differential settlement, not total settlement. Where total settlement is not expected to exceed 4 inches, and where ground-surface disruption potential is not a concern (as discussed below) mitigation of liquefaction-induced settlement through ground improvement is not required though “structural August 22, 2018
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mitigation” (CGS SP-117A) is needed. Similarly, with the maximum calculated lateral displacement at 8 inches, ground improvement for lateral spreading is not required; however, “structural mitigation” (CGS SP-117A) would be needed. Structural mitigation should, at a minimum, include the use of relatively stiff structural concrete slab-on-grade foundations, such as a post-tensioned concrete slabs-on-grade. Structural mitigation could potentially be achieved by designing the foundations to resist the effects of liquefaction-induced differential settlement and possibly strengthening connections within the structure.

The potential for ground-surface disruption and the associated potential for increased settlement should be mitigated. Where seismic-induced settlement potential exceeds 4 inches, mitigation beyond the use of a stiff structural slab-on-grade foundation designed to resist bending should also be considered. There are several options for mitigating the hazards associated with the presence of liquefiable soils, including ground-surface disruption. Mitigation measures can be implemented that address only the ground-surface disruption potential, without addressing the potential for seismic-induced settlement. Mitigation measures can also be undertaken to mitigate ground-surface disruption along with mitigation of the potential for seismic-induced settlement.

The placement of additional fill to create a thicker cap of non-liquefiable soils over the liquefiable deposits below may aid in reducing the potential of ground-surface disruption. If additional fill does not provide the needed cover, additional mitigation measures may be required. Mitigation measures could potentially consist of ground improvement to reduce ground-surface disruption as well as reduce or eliminate liquefaction-induced settlement potential, as discussed below. An alternate to ground improvement may be the construction of geogrid-reinforced soil rafts below the building pads. The geogrid reinforcement provides tensile strength as well as increased shear resistance below the foundation to resist pore pressure build-up and the associated potential for the pressure to cause ground-surface disruption. The geogrid soil raft would act as a barrier to the liquefied soils prohibiting their displacement up through the surface soil mantle. Construction of a geogrid reinforced soil raft will not reduce total or wide-area free-field settlement. The intent of constructing geogrid-reinforced soil rafts below the structures is to reduce differential settlement potential associated with liquefied soil being forced up through the surface soils and being ejected at the ground surface resulting in abrupt ground settlement, particularly at the building perimeters. The use of geogrid-reinforced soil rafts is considered a viable method of mitigating liquefaction-induced impacts on singlefamily detached structures where total settlement is estimated at a maximum of 4 inches. Where higher total settlement with higher differential settlement potential settlement is estimated, a soil raft may not provide adequate improvement of foundation support. Increased foundation stiffness and/or ground improvement should be implemented. This is particularly true where the buildings consist of multiple attached units. Ground improvement will also need to be considered where the buildings are closer than 15 feet to the limits of the site.

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UNDOCUMENTED FILL AND DISTURBED SURFACE SOIL
The upper 2 to 5 feet of the site is mantled with undocumented fill, with locally deeper fills where exploratory excavations and site demolition activities have occurred. The undocumented fill consists of general fill placed to raise the site above the tidal influenced zone, to construct a levee along the barge canal, fill placed to backfill holes that resulted from site demolition and clearing activities, and filling of holes associated with exploratory test pits and environmental remediation excavations. A detailed review of the subsurface data from the borings drilled and CPTs performed for this preliminary investigation, and the environmental work performed by ERM, should be performed as part of the design-level geotechnical investigation of the site.

Excavations were made in several locations across the site in the late 1990’s to remove below grade obstructions associated with the former industrial plant at the site. The extent of uncontrolled fill, both laterally and vertically are presently unknown. ERM excavated a number of test pits across the site. The test pits will need to be re-excavated and then backfilled with engineered fill unless documentation can be provided that the backfill soils were properly placed and compacted as engineered fill, compacted to not less than 90 percent relative compaction.

The test pits were as deep as 9 feet.

With debris encountered in several locations by BSA and ERM, and with limited knowledge regarding previous site clearing activities, further study of the site is recommended. Additional exploration, potentially consisting of site survey using ground penetrating radar and test pits, should be performed as part of a design-level geotechnical investigation. A remedial grading plan should be prepared based on the data collected during review of historic documents through completion of the subsurface exploration during the design-level investigation.

For preliminary budgeting purposes, we recommend that the upper 3 feet of the site in areas previously occupied by structures be over-excavated. The bases of the excavations should then be assessed by the Geotechnical Engineer as the grading operation progresses to determine if additional depth of excavation is needed to remove buried debris and uncompacted fill soils.

Deeper over-excavation will be needed in the areas of some exploratory tests pits and site clearing activities where excavations were made to depths of as much as 9 feet below the ground surface. The excavated soils, cleared of any debris, over-sized materials (cobbles to boulder size) and hazardous contaminates may be replaced as engineered fill. The depth of overexcavation for wide-area excavation is subject to revision based on additional study of the site.

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EXPANSIVE SOILS
Moderately expansive soils were encountered in the surficial soils that blanket the site.

Expansive soils can undergo volume change due to swelling and shrinkage with changes in moisture content. With this condition, it is important that foundations and concrete slabs-ongrade be capable of tolerating or resisting potentially damaging soil movements. Post-tensioned concrete slab-on-grade foundations are frequently used for support of residential structures supported by expansive soils. To reduce the potential impacts of swelling and shrinkage of expansive soils on shallow foundations, concrete slab-on-grade floors and exterior concrete flatwork, the on-site soils should be conditioned to a higher moisture content than low-expansive material during site preparation and grading. Presoaking of the building pad subgrades prior to concrete placement may be required. Additionally, placement of low-expansive soils below building floor slabs will aid in mitigating the effects of underlying expansive soils. These types of mitigation measures are typical in the Bay Area since much of the region is underlain by expansive soils. Additional laboratory tests should be performed during the design-level geotechnical investigation to further evaluate the expansion potential of on-site and imported soils. Limitations on the expansion potential of future import fill soils are recommended.

SHALLOW GROUNDWATER
During our field investigation, groundwater was encountered as shallow as 4-1/2 feet below the ground surface and was reported by others to be present within 4 feet of the ground surface. The groundwater at the site may be influenced by tidal fluctuations. Water stops may be needed to prevent tidal groundwater seepage through the bedding and shading material around the utility pipes. The impacts of groundwater should be considered in planning underground improvements and site grading. In areas where deep utilities are planned, dewatering may be required. The contractor should be prepared to accommodate seepage and/or groundwater in excavations either with pumping from sumps (if minor seepage is encountered during excavation) or a dewatering system using well points (if heavy seepage is encountered during excavation). The dewatering system should be designed, installed and operated by an experienced contractor. The contractor should also be aware that grading in low-lying areas (near or below the groundwater table) may need to be stabilized and/or dewatered to facilitate placement of structures and/or compaction of fill. The impact of groundwater should be considered in the detention basin design.

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SITE PREPARATION AND ROUGH GRADING
Our preliminary recommendations for site preparation and grading are as follows:

1. The site should be cleared of existing vegetation. Vegetation should be removed by mowing and raking or blading off the vegetation at the ground surface. Any remaining stubble can be disced into the ground. The feasibility of discing versus stripping of the top few inches of the surface soils should be evaluated by the Geotechnical Engineer shortly before grading commences.

2. As discussed above, uncontrolled fills blanket much of the site. The presence of uncontrolled fill should be investigated further during the design-level geotechnical investigation.

Abandoned underground utility lines and facilities, pavements, foundations and slabs remaining from the former industrial facility should be removed. Concrete can be broken down into pieces less than 4 inches in maximum dimension and mixed with soil for use as engineered fill for the project. For preliminary planning purposes, we recommend that, as a minimum, the top 3 feet of the site be over-excavated. Where fill soils are present at the 3- foot depth, the depth of excavation should be increased to remove the remaining uncontrolled fill to within 1-foot of the underlying native soils. The excavated soils should be cleared of debris and any contaminates that may be encountered. Uncontrolled fill was placed at 53 test pits excavated by others during previous investigations of the site. Backfill placed at excavations that were made as part of the site environmental remediation activities should be removed. Those areas will need to be over-excavated to remove the loose fill to its full depth.

3. In the event that bedrock is present within 4 feet of finished pad grades, the bedrock areas should be excavated. The bedrock area should be further investigated during a design-level geotechnical investigation so that a remedial grading plan can be developed to address bedrock below foundations or in the areas of deeper utilities.

4. On completion of removal of disturbed soils and uncontrolled fills, and excavation at bedrock areas to provide more uniform soil support for buildings and underground utility construction, the exposed subgrade should be processed as follows:
• Scarify the top 12 inches of the exposed subgrade, moisture condition and mix until relatively uniform and then compacted.
• Soils with moderate to low expansion potential (PI of approximately 20 or less) should be moisture conditioned to at least 3 percent above the optimum moisture content and compacted to at least 90 percent relative compaction.
• Soils with higher expansion potential (PI greater than 20) should be moisture conditioned to at least 5 percent above the optimum moisture content and compacted to between 88 and 92 percent relative compaction.

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5. Once the subgrade has been processed, the over-excavated soils cleared of debris and contaminates can be replaced as engineered fill. Engineered fill is defined as soils meeting fill soil requirements for grain size and expansion potential, that is placed and compacted in accordance with the recommendations presented herein under the direction and observation of the Geotechnical Engineer, with compaction tests performed by a representative of the Geotechnical Engineer.

Moderate and High Plasticity Clay
soils (PI>20) within 5 feet of
finished grade
Between 88 and 92 percent relative compaction at
not less than 5 percent above optimum moisture
content
Lower Plasticity Clays, Silts and
Granular soils, and any fills deeper
than 5 feet from finished grade
At least 90 percent relative compaction at not less
than 3 percent above optimum moisture content

6. Fill and backfill should be placed in thin lifts. Lift thicknesses are normally 6 to 8 inches, depending on compaction equipment. Thicker lifts, not to exceed 12 inches, may be placed and compacted provided that the grading contractor can demonstrate that compaction is being achieved through the full depth of section.

7. Prior to preparation of finished subgrade for pavements, utility trench backfill in the pavement areas should be properly placed and compacted. Utility trench construction is discussed in detail below. The compacted subgrade should be non-yielding when proofrolled with a loaded ten-wheel truck, such as a water truck or dump truck, prior to pavement construction. Subgrade soils should be maintained in a moist and compacted condition until covered with the complete pavement section.

8. Class 2 aggregate base should conform to the requirements in Caltrans Standard Specifications Section 26 for ¾-inch maximum aggregate base. Aggregate base for pavements should be placed in a manner to prevent segregation, be uniformly moisture conditioned to at least 2 percent above the optimum moisture content, and compacted to at least 95 percent relative compaction to provide a smooth, unyielding surface.

9. Earthwork observations and soil density tests services should be carried out by a representative of the Geotechnical Engineer during site clearing, grading and backfill operations to assist the contractor in obtaining the required degree of compaction and proper moisture content and to allow for documentation that the project requirements have been met.

Where the compaction and/or soil moisture content are outside the range required, additional compaction effort and/or adjustment of moisture content should be made until the specified compaction and moisture conditioning is achieved.

10. ASTM test methods should be used to evaluate the relative compaction of processed subgrade below general fills, general fills, completed subgrade and aggregate base. Relative compaction (“compaction”) refers to the in-place dry density of the soil or aggregate base August 22, 2018
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expressed as a percentage of the maximum dry density for soils and aggregate base tested as determined in the laboratory. In-place dry densities and moisture contents of compacted soils should be determined in accordance with ASTM test method D6938 ("Test Methods for Density of Soil and Soil-Aggregate In-place by Nuclear Methods [Shallow Depth]").

Maximum dry density and optimum moisture content should be determined by ASTM D1557 laboratory compaction test procedure.

MATERIAL FOR FILL

1. The on-site soils are generally suitable for use as engineered fill, provided they are free of debris, significant vegetation, rocks greater than 4 inches in largest dimension and other deleterious matter.

2. Import fill should contain no deleterious matter and rocks greater than 4 inches in largest dimension, and have Plasticity Index (PI) less than 20. Import fill materials should be subject to the evaluation by the Geotechnical Engineer prior to their use. The properties of the soil with respect to corrosivity should also be evaluated.

UTILITY TRENCHES
Groundwater Considerations
As noted above, shallow groundwater is present at the site. At the time of this investigation, groundwater was within about 4-1/2 feet of the ground surface. The impact of groundwater should be considered in design, construction and scheduling. Underground contractors should be prepared to dewater their trenches and may need to stabilize the base of their excavations as discussed below.

Trenches Adjacent to Building Foundations
To maintain the desired support for foundations, utility trenches running parallel or near-parallel to building foundations should be located away from the foundation such that the base of the trench excavation is located above an imaginary plane having an inclination of 1 horizontal to 1 vertical (1H:1V), extending downward from the bottom edge of the foundation toward the trench location. Where trench locations are restricted and must be in close proximity to foundations, footings or slab edges located adjacent to utility trenches should be deepened during the design of the project as necessary so that their bearing surfaces are below an imaginary plane having an inclination of 1H:1V, extending upward from the bottom edge of the adjacent utility trench. As an option to the use of a deepened foundation, the trench can be backfilled with controlled low strength material (CLSM) (sand-cement slurry) unless the use of CLSM is prohibited by the City of Newark or the utility company.

August 22, 2018
Job No. 3983.100

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BERLOGAR STEVENS & ASSOCIATES
Excavation
All excavations should conform to applicable State and Federal industrial safety requirements.

Safety in and around utility trenches is the responsibility of the general and underground contractors. Where necessary, trench excavations should be shored in accordance with current CAL-OSHA requirements.

The walls of trenches extending into the clayey soils will likely stand in vertical cuts in the upper 4 to 5 feet with appropriate shoring, provided proper moisture content in the soils is maintained and that the trench walls are not subjected to vibration or surcharge loads above the excavation.

Where weaker soils are encountered in the upper 4 to 5 feet of the site or trenches will extend deeper than 5 feet, trench sidewalls should be sloped no steeper than 1H:1V in stiff cohesive soil, no steeper than 1.5H:1V in moist granular soils and no steeper than 2H:1V in dry granular soils.

Flatter trench slopes may be required if seepage is encountered during construction or if exposed soil conditions differ from those encountered in our borings and CPTs. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within 5 feet of the top (edge) of the excavation.

As noted above, groundwater may be encountered during trenching for underground utilities. If trench excavations will extend below the groundwater surface, an unstable base may develop and dewatering may be necessary to allow for pipe placement and backfill compaction. If unstable trench bottom or groundwater conditions are present, it may be necessary to place a nonwoven geotextile filter fabric and a layer of crushed, free-draining open-graded gravel at the bottom of the trench to provide a stable base for laying of the pipe or conduit. The need for a trench bottom stabilization section and the thickness of the section should be determined as the excavation operation progresses. Where free-draining or open-graded gravel is placed in the trench it should be fully wrapped by the filter fabric to prevent migration of finer soils into the open matrix of the gravel.

Backfill
Materials type and placement procedures for utility bedding and shading materials should meet local agency and/or other applicable utility providers’ requirements. The City of Newark Standard Details (SD-117-1 and SD-117-2) for trench backfill specify the use of import materials. For trenches outside of the City of Newark jurisdiction, and where not otherwise precluded by the utility company that will be responsible for the trenches after project completion, from a geotechnical perspective, utility trench backfill above the bedding and shading materials may consist of on-site soils that have been processed to remove rock fragments over 4 inches in largest dimension, rubbish, vegetation and other undesirable substances.

August 22, 2018
Job No. 3983.100

Page 18 ends

BERLOGAR STEVENS & ASSOCIATES
Backfill materials should be placed in level lifts about 4 to 12 inches in loose thickness, moisture conditioned and mechanically compacted. Lift thickness will be a function of the type of compaction equipment in use. Thinner lifts (4- to 6-inch lifts) will be required for manually operated equipment, such as wackers or vibratory plates, and thicker lifts possible where a sheepsfoot wheel is used on the stick of an excavator. Jetting should not be used for densification of backfill on this project.

Trench backfill consisting of on-site or imported fine-grained soil (clays and silts) should be moisture conditioned to between 3 and 5 percent above optimum and compacted to at least 90 percent relative. Where sand is used as backfill, it should be moisture conditioned to slightly above the optimum moisture content and compacted to at least 93 percent relative compaction.

The upper 12 inches of trench backfill for trenches located in streets should be compacted to at least 95 percent relative compaction. All backfill soils in future street pavement and sidewalk areas under the jurisdiction of the City of Newark should be moisture conditioned to no less than 2 percent above optimum and compacted to no less than 95 percent relative compaction.

CALIFORNIA BUILDING CODE (CBC) SEISMIC DESIGN PARAMETERS According to Section 20.3.1 of ASCE/SEI 7-10, where soils are vulnerable to potential failure or collapse under seismic loading, such as the liquefiable soils that underlie portions of the site, the site should be classified as Site Class F. ASCE/SEI 7-10 Section 20.2 stipulates that “A site response analysis in accordance with Section 21.1 shall be provided for Site Class F soils, unless the exception to Section 20.3.1 is applicable.” Although the site could be classified as Site Class F, requiring a site-specific response analysis, Section 20.3.1 includes the following: “Exception:

For structures having fundamental periods of vibration equal to or less than 0.5s, site response analysis is not required to determine spectral accelerations for liquefiable soils. Rather, a site class is permitted to be determined in accordance with Section 20.3 and the corresponding values of Fa and Fv determined from Tables 11.4-1 and 11.4-2.” It is our understanding that this exception would apply for the proposed project. This should be confirmed by the Structural Engineer. In the event that the structures will have fundamental periods greater than 0.5 seconds, additional geotechnical analysis, including a site response analysis, will need to be provided.

We are providing the following 2016 California Building Code seismic design criteria from the U.S. Geological Survey Earthquake Hazards Program, U.S. Seismic Design Maps application for determination of Design Ground Motions. The seismic design criteria presented in the table below were determined using the USGS Earthquake Hazards Program. The program is found online at https://earthquake.usgs.gov/hazards/designmaps/. Seismic design parameters were determined with consideration of the 2010 ASCE 7-10 (w/March 2013 errata) publication, site location of latitude: 37.5204 degrees North latitude and 122.0571 degrees West longitude, site class D, and risk category I/II/III.

August 22, 2018
Job No. 3983.100

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BERLOGAR STEVENS & ASSOCIATES
2016 California Building Code Seismic Design Criteria
Site Class D
Mapped MCER Spectral Response Acceleration Parameter at Short Period1, Ss 1.500 Mapped MCER Spectral Response Acceleration Parameter at 1-Second Period3, S1 0.600 Site Coefficient (Short Period) Fa 1.0
Site Coefficient (1-Second Period) Fv 1.5
Mapped MCER Spectral Response Acceleration Parameter at Short Period adjusted for Site Class D, SMS

1.500
Mapped MCER Spectral Response Acceleration Parameter at 1-Second Period adjusted for Site Class D, SM1

0.900
Design Spectral Acceleration Parameter, SDS 1.000
Design Spectral Acceleration Parameter, SD1 0.600
Design Response Spectrum Long-Period Transition Period, TL 12 Seismic Design Category D
Additional Parameters for Sites with Site Design Categories D through F Peak Ground Acceleration, PGA 0.518
Site Coefficient, FPGA 1.000
Peak Ground Acceleration – geometric mean, PGAM 0.518
Risk Coefficient at 0.2 s Spectral Response Period, CRS 1.079 Risk Coefficient at 1 s Spectral Response Period, CR1 1.043

POST-TENSIONED SLAB FOUNDATIONS
Moderately expansive surficial soils were encountered over portions of the site. With the need for extensive import to raise the site, it is likely that import soil will also be moderately expansive. The presence of the expansive soils will need to be considered in foundation selection and design. Liquefiable soils have also been identified at the site. These soils have the potential to undergo liquefaction-induced settlement. Lateral spreading of the site can also occur should the underlying soils undergo liquefaction. With these conditions, it is important that foundations be capable of tolerating or resisting potentially damaging soil movements. It is our opinion from a geotechnical engineering standpoint that, after the liquefaction mitigation measures have been satisfactorily completed, the proposed buildings can generally be supported on post-tensioned slab foundations constructed on properly prepared subgrade soils.

Post-tensioned foundations should be designed in accordance with the design provisions as presented in the document Design of Post-Tensioned Slabs-On-Ground, third edition, published 1 For Site Class B, 5% damped. Adjustments for other Site Classes are made, as needed, within the program.

August 22, 2018
Job No. 3983.100

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BERLOGAR STEVENS & ASSOCIATES
by the Post-Tensioning Institute (PTI), with consideration of Addendums No. 1 and No. 2. With fill soils required at the majority of the lots, PT concrete foundation design parameters should be determined during the rough grading phase of the project. For preliminary planning, foundations on the order of 10 to 12 inches thick should be considered for single-family detached and smaller multi-unit buildings. Where larger buildings with four or more units are planned, foundation thickness may be on the order of 12 to 14 inches.

CORROSION CONSIDERATIONS
Soils in the area are known to be moderately to severely corrosive due to high chloride ion concentrations, which is sufficient to attack steel embedded in a concrete mortar coating, and high sulfate ion concentrations, which is corrosive to concrete in contact with the ground.

Testing of the on-site soils and import soils should be performed during rough grading of the site for determination of chloride and sulfate ion concentrations, as well as soil resistivity values, for use in design of concrete structures and underground utilities.

LIMITATIONS
The conclusions and preliminary recommendations presented in this report are based upon the project information provided to us by The Willow Project Owner, LLC, information obtained from published geologic reports and maps, unpublished geotechnical reports and professional judgment.

It is not warranted that such information, interpretation of the data, and the conclusions and preliminary recommendations based on the interpretation of that data, will not be superseded by future Geotechnical Engineering developments. In addition to advancements in the field of Geotechnical Engineering, the International Building Code and the California Building Code are revised periodically. Those revisions can impact interpretation of subsurface soil conditions and regional seismicity.

The conclusions and preliminary recommendations presented herein were developed based on the data from studies previously conducted on adjacent and nearby site. With the complex geology at the site and past development history, it is important that a design-level geotechnical investigation be performed to investigate the liquefaction-induced settlement and ground-surface disruption potential at the site. Subsurface exploration will also aid in the development of a remedial grading plan to address uncontrolled fills and disturbed soils on the site.

The recommendations presented herein are subject to modification or revisions based on the data obtained and the engineering analyses performed during the recommended design level geotechnical investigation.

BERLOGAR STEVENS & ASSOCIATES

REFERENCES
Berlogar Geotechnical Consultants, 2007, Naturally Occurring Asbestos Investigation, Hill Parcel of the Cargill Salt Property, BSA Project No. 2914.101, dated October 12, 2007.

Berlogar Geotechnical Consultants, 2007, Addendum to Naturally Occurring Asbestos Investigation, Hill Parcel of the Cargill Salt Property, BSA Project No. 2914.101, dated November 9, 2007.

Berlogar Geotechnical Consultants, 1998, Quantity Investigation of Magnesia Material, FMC Site, Project No. 1694.403, dated July 30, 1998.

Berlogar Stevens & Associates, 2012, Revised Preliminary Geotechnical Investigation, Parcel C – FMC, Enterprise Drive at Hickory Street, Newark, California, dated April 10, 2018, Job No. 3855.100.

Berlogar Stevens & Associates, 2012, Draft Design Level Geotechnical Investigation, Cargill Hill Parcel, Hickory Street, Newark, California, dated February 21, 2012. Job No. 3268.102.

Boulanger, R.W., and Idriss, I.M. (2014). “CPT and SPT Based Liquefaction Triggering Procedures. Report No. UCD/CGM-14/01, Department of Civil and Environmental Engineering, University of California, Davis, CA, 134 pp.

California Geological Survey, 2016, Earthquake Fault Zones and Seismic Hazard Zones map, Newark 7.5- Minute Quadrangle, California, Scale 1: 24,000.

California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A, Revised and Re-adopted September 11, 2008.

California Geological Survey, 2003, Seismic Hazard Zone Report for the Newark 7.5- Minute Quadrangle, Alameda County, California, Seismic Hazard Zone Report 090.

Cornerstone Earth Group, 2018, Preliminary Geotechnical Investigation, Ashland Property, 8610 Enterprise Drive, Newark, California, Project Number 206-49-2, January 18, 2018.

Cornerstone Earth Group, 2016, Design-Level Geotechnical Investigation, Jones Hamilton Residential Development, 8400 Enterprise Drive, Newark, California, Project Number 206- 6-10, February 22, 2016
ERM, 2017, Draft Enterprise Redevelopment Area Remedial Investigation Report, FMC Newark Facility, 8787 Enterprise Drive, Newark, California, March 2017, Project No. 0349582.02

BERLOGAR STEVENS & ASSOCIATES
Helley, E.J., and Graymer, R.W., 1997, Quaternary Geology of Alameda County, And Parts of Contra Costa, Santa Clara, San Mateo, San Francisco, Stanislaus, And San Joaquin Counties, California: A Digital Database, USGS Map Open-File 97-97, Scale 1:100000 McDonald, S.D., Nichols, D.R., Wright, N.A., and Atwater, B., 1978, Map Showing Thickness of Young Bay Mud, Southern San Francisco Bay, California, USGS Misc. Field Studies Map MF-976, Scale 1:125000
USGS, 2017, U.S. Seismic Design Maps - A Computer Program for determining mapped ground motion parameters for use with 2016 CBC available at
https://earthquake.usgs.gov/hazards/designmaps/
Working Group on California Earthquake Probabilities, 2015, Uniform California Earthquake Rupture Forecast, Version 3 (UCERF 3), USGS FS 2-15-3009, available at:
https://pubs.usgs.gov/fs/2015/3009/pdf/fs2015-3009.pdf.

Youd, T.L. and Garris, C.T., 1995, Liquefaction-Induced Ground-Surface Disruption: Journal of Geotechnical Engineering, Vol. 121, No. 11, pp. 805 - 809.

BERLOGAR STEVENS & ASSOCIATES
PLATES

VICINITY MAP

FMC WILLOW PARCEL

ENTERPRISE DRIVE

NEWARK, CALIFORNIA
FOR

THE WILLOW PROJECT OWNER, LLC
(INTEGRAL COMMUNITIES) JOB NUMBER: 3983.100 DATE: 5-4-20 BY: CC BASE: PORTION OF U.S.G.S. 7.5 MINUTE TOPOGRAPHIC QUADRANGLE, NEWARK, CALIFORNIA, AT A SCALE OF 1:24,000. PLATE 1
SITE
N
0 2000
1"=2000'
B-5 CPT-6 B-7 B-6 B-8 B-9 CPT-5 CPT 2010-03 B-2 CPT 2011-09 FMC-DG-227 FMC-DG-232 FMC-DG-226 FMC-DG-236 FMC-DG-237 FMC-DG-238 FMC-DG-239 B-4 CPT-4 WILLOW REDEVELOPMENT AREA PARCEL A WILLOW REDEVELOPMENT AREA PARCEL D, PORTION OF PARCEL B PARK REDEVELOPMENT AREA PORTION OF PARCEL B FMC-DG-342 FMC-DG-341 SB-19 FMC-DG-337 SB-20 FMC-DG-343A FMC-DG-338 FMC-DG-339 FMC-DG-343B FMC-DG-343C FMC-DG-343 MH27 FMC-DG-335 MH26 FMC-DG-241 MH25 MH24 MH23 MH22 MH21 MH15 FMC-DG-267 MH16 MH17 FMC-DG-268 MH18 FMC-DG-323 FMC-DG-333 FMC-DG-266 FMC-DG-320 MH-65 MH-66 FMC-DG-264 MH-63 FMC-DG-262 MH-62 FMC-DG-265 FMC-DG-319 FMC-DG-263 MH-60 MH-61 FMC-DG-261 FMC-DG-260 MH-14 FMC-DG-259 MH-56 MH-12 FMC-DG-254FMC-DG-256 MH-11 FMC-DG-255 FMC-DG-258 FMC-DG-314 MH-59 MH-4 MH-13 FMC-DG-257 MH-10 MH-9 MH-8 FMC-DG-253 FMC-DG-313 MH-7 MH-3/3A MH-6 MH-1 MH-2 FMC-DG-315 FMC-DG-316 FMC-DG-251 FMC-DG-317 MH-5 FMC-DG-252 FMC-DG-250 FMC-DG-248 FMC-DG-249 FMC-DG-243FMC-DG-244 FMC-DG-245FMC-DG-247 FMC-DG-242 MH-20 MH-19FMC-DG-246 SB-15 SB-16 SB-13 SB-4 SB-18 SB-12 SB-10 SB-9 SB-11SB-1 SB-5 SB-1 SB-3 FMC-DG-212MH-50 MH-49 FMC-DG-214 FMC-DG-213 SB-7 MH-31 FMC-DG-217 FMC-DG-327 FMC-DG-219 FMC-DG-216 FMC-DG-328 FMC-DG-307B MH-33 FMC-DG-306A FMC-DG-326 FMC-DG-330 FMC-DG-309A FMC-DG-218 FMC-DG-305B MH-29/29A MH-28/28A MH-42 FMC-DG-221 FMC-DG-222 MH-43 FMC-DG-224 FMC-DG-223 SITE PLAN FMC WILLOW PARCEL ENTERPRISE DRIVE NEWARK, CALIFORNIA FOR THE WILLOW PROJECT OWNER, LLC (INTEGRAL COMMUNITIES)
Berlogar Stevens & Associates SOIL ENGINEERS * ENGINEERING GEOLOGISTS WILLOW REDEVELOPMENT AREA BORING LOCATION (BSA, 2017) CPT LOCATION (BSA, 2017) APPROXIMATE BORING LOCATION (BSA, 2012) APPROXIMATE CONE PENETRATION TEST LOCATION (BSA, 2012) JOB NUMBER: 3983.100 DATE: 5-4-20 DRAWN BY: CC PLATE 2 B-14 CPT-6 FMC-DG-343 MH-66 N 300 60 120 SCALE: 1"=60' BASE: AERIAL IMAGE DATED: 2-18-20 SB-20 CPT 2011-09 B-2 CPT 2010-03 APPROXIMATE CONE PENETRATION TEST LOCATION (BGC, 2010) APPROXIMATE BORING LOCATION (FMC, 2017) APPROXIMATE BORING LOCATION (MCLAREN HART INC., 1999) APPROXIMATE BORING LOCATION (PES ENVIRONMENTAL, 1997) EXCAVATED AREAS (ERM, 2017) EXPLANATION

BERLOGAR STEVENS & ASSOCIATES

APPENDIX A
CPT Graphs
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-01 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:43 AM 1 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand8. Very stiff sand to
ld 9. Very stiff fine grained
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-01 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:43 AM 2 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-02 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:44 AM 3 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-02 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:44 AM 4 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-03 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:46 AM 5 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-03 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:46 AM 6 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-04 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:47 AM 7 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-04 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:47 AM 8 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-05 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:49 AM 9 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-05 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:49 AM 10 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-06 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:52 AM 11 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-06 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:52 AM 12 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-07 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:55 AM 13 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-07 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:55 AM 14 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-08 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:58 AM 15 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT-08 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:14:58 AM 16 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy

BERLOGAR STEVENS & ASSOCIATES

APPENDIX B
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BERLOGAR STEVENS & ASSOCIATES

APPENDIX C
BSA 2010 & 2011 CPT Graphs
BSA 2011 Boring Logs
BGC 2007 Test Pit Log
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT 2010-01 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:17:04 AM 1 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT 2010-01 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:17:04 AM 2 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT 2010-03 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:17:05 AM 3 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT 2010-03 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:17:05 AM 4 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/AYesYesAll soilsYes50.00 ft
Almost certain it will liquefyVery likely to liquefy
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT 2011-09 CPT basic interpretation plots (normalized)
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:17:07 AM 5 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq SBTn legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty
l 5. Silty sand to sandy silt

6. Clean sand to silty sand

5.00 ft32.60Based on SBTNoN/A
N/ANoNoAll soilsNoN/A
This software is licensed to: Berlogar Geotechnical Consultants CPT name: CPT 2011-09 Liquefaction analysis overall plots
CLiq v.1.7.4.34 - CPT Liquefaction Assessment Software - Report created on: 8/1/2017, 9:17:07 AM 6 Project file: E:\Projects\3855 Parcel C FMC Newark\Parcel C Robertson 7-24.clq F.S. color scheme
Liquefaction and no liquefaction are equally likelyUnlike to liquefyAlmost certain it will not liquefy LPI color scheme
Very high riskHigh riskLow risk
Input parameters and analysis data
Robertson (2009)Robertson (2009)Based on Ic value6.800.505.00 ft Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.00 ft32.60Based on SBTNoN/A
N/ANoNoAll soilsNoN/A
Almost certain it will liquefyVery likely to liquefy
Sample Symbol
USCS
Classification
Moisture
Content (%)
Penetration
Resistance
(blows/foot)
Depth (feet)

DESCRIPTION AND REMARKS
Dry Unit Weight
(PCF)
A-1
SAMPLER TYPE: DRIVE WEIGHT (LBS.) HEIGHT OF FALL (IN.)

BORING LOG
0 5
10 15
20 AKALINE MATERIAL (magnesia), white, wet, soft
- 96.2% passing #200 sieve, PI=2 LL=43

19.9 -
-
6 35
18 47
-
109
-
-
B-1

2.5-inch I.D. Split Barrel 140 30
Job Name: Cargill Hill Parcel Drill Method: Hollow-Stem Auger Job No.: 3268.102 Client: Dumbarton Area 2, LLC Elevation: 10 feet (NGVD 29) Date Drilled: 12-21-11
SILTY SAND, brown-gray, saturated, dense, fine-to medium-grained sand

19.7% passing #200 sieve
SM
Standard Penetration Test 140 30
SILTY CLAY with SAND, gray-brown, stiff, saturated

77.5% passing #200 sieve, PI=5 LL=26
CL-ML
SILTY CLAY, olive-brown, saturated, very stiff

87.5% passing #200 sieve, PI=18 LL=35
unconfined compressive strength = 3,909 psf
CL
SILTY CLAY, dark brown, saturated, stiff CL
Sample Symbol
USCS
Classification
Moisture
Content (%)
Penetration
Resistance
(blows/foot)
Depth (feet)

DESCRIPTION AND REMARKS
Dry Unit Weight
(PCF)
A-2
SAMPLER TYPE: DRIVE WEIGHT (LBS.) HEIGHT OF FALL (IN.)

BORING LOG
20 25
30 35
40 -

31.2 -
47 SM
20 76/11”
-
93 -
B-1

2.5-inch I.D. Split Barrel 140 30
SILTY SAND, brown-gray, saturated, dense, fine-to medium-grained sand Standard Penetration Test 140 30
Boring terminated at 30 feet
Groundwater encountered at 6 feet
Job Name: Cargill Hill Parcel Drill Method: Hollow-Stem Auger Job No.: 3268.102 Elevation: 10 feet (NGVD 29)
Date Drilled: 12-21-11
SILTY CLAY, dark brown, saturated, stiff
unconfined compressive strength = 1,904 psf
below 29 feet, yellow-gray-brown, saturated, hard, trace coarse-grained sand
CL
Client: Dumbarton Area 2, LLC
Sample Symbol
USCS
Classification
Moisture
Content (%)
Penetration
Resistance
(blows/foot)
Depth (feet)

DESCRIPTION AND REMARKS
Dry Unit Weight
(PCF)
A-3
SAMPLER TYPE: DRIVE WEIGHT (LBS.) HEIGHT OF FALL (IN.)

BORING LOG
0 5
10 15
20 CLAYEY SAND with GRAVEL, dark brown, dry to moist, dense, fine-to coarse-grained sand, fine subangular to subrounded gravel

30.6% passing #200 sieve, PI=15 LL=29
-
-

20.3 -
-
SC
72 81
51 24
27 -
-
109
-
-
B-2

2.5-inch I.D. Split Barrel 140 30
Job Name: Cargill Hill Parcel Drill Method: Hollow-Stem Auger Job No.: 3268.102 Elevation: 8 feet (NGVD 29)
Date Drilled: 12-21-11
SILT, yellow-brown, saturated, very stiff

92.3% passing #200 sieve, PI=6 LL=31
ML
SILT with SAND, yellow-brown, saturated, very stiff, fine-grained sand

71.1% passing #200 sieve
ML
SILTY CLAY with SAND, gray-brown, moist, hard
below 7 feet, saturated
below 8-1/2 feet, orange-brown, very stiff

89.1% passing #200 sieve, PI=12 LL=32
unconfined compressive strength = 3,383 psf
CL
Client: Dumbarton Area 2, LLC
Sample Symbol
USCS
Classification
Moisture
Content (%)
Penetration
Resistance
(blows/foot)
Depth (feet)

DESCRIPTION AND REMARKS
Dry Unit Weight
(PCF)
A-4
SAMPLER TYPE: DRIVE WEIGHT (LBS.) HEIGHT OF FALL (IN.)

BORING LOG
20 25
30 35
40 -

31.7 -
27 ML
29 74
-
88 -
B-2
140 30
SILT, yellow-brown, saturated, very stiff
Boring terminated at 30 feet
Groundwater encountered at 7 feet
SILTY CLAY, gray, saturated, very stiff
unconfined compressive strength = 1,661 psf
below 28-1/2 feet, blue-gray, hard
CL
Job Name: Cargill Hill Parcel Drill Method: Hollow-Stem Auger Job No.: 3268.102 Elevation: 8 feet (NGVD 29)
Date Drilled: 12-21-11

2.5-inch I.D. Split Barrel
Client: Dumbarton Area 2, LLC
Job No. 2914.101
Cargill Parcel 2
Newark, California
2914.101/20742tp.doc Plate 3
TEST PIT LOGS – 9/27/07
Test Pit
Number
Depth
(feet) Description
TP-1
Elev. 23 feet
0 – 2 Clayey Gravel, gray-brown, moist, medium dense, with sand, trace roots, concrete and brick fragments, well-graded sand and gravel (FILL).
2 – 6 Silty Clay, dark gray-brown, moist, very stiff.
6 – 7 SANDSTONE, fine-grained, reddish-brown, weathered, fractured, moderately strong to weak, some oxidation staining. Top of Sandstone at 17-feet elevation
Total Depth 7 feet
No free groundwater encountered
TP-2
Elev. 19 feet
0 – 1½ Silty Gravel, gray-brown, dry, loose, trace brick fragments, some magnesium concretions (FILL).
1½ – 3 SANDSTONE, fine-grained, tan, weathered, slightly fractured, moderately strong, some oxidation staining. Top of Sandstone at 17- feet elevation.

Total Depth 3 feet
No free groundwater encountered

BERLOGAR STEVENS & ASSOCIATES

APPENDIX D
Geotechnical Laboratory Test Results
Date Tested:
24 14
e2 e3 e4 e8 e5
32 26 18

13.84 13.64 13.73 13.73 13.74

25.00 28.93 27.36 23.61 26.36

22.93 25.97 24.59 22.37 24.79

22.8 24.0 25.5 14.4 14.2
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):

Sample ID: B1 at 2ft 07/28/17
Atterberg Limits Test Data ASTM D 4318
Project Name: FMC Project Number: 3855.100
Material Description: CL Sandy Clay Dark Gray Invoice Number: 15367 Summary of Test Results
Liquid Limit: Plastic Limit: Plasticity Index: 10
Classification: CL Lean Clay
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 22
23 24
25 26
27 28
29 30
31 32
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
25 15
a1 c8 d1 g1 kj w9
34 29 23 16

20.01 14.81 20.07 14.11 13.54 14.07

31.59 27.29 33.14 26.70 22.61 25.17

29.35 24.85 30.50 24.08 21.43 23.71

24.0 24.3 25.3 26.3 15.0 15.1
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):

Sample ID: B1 at 5ft 07/11/17
Atterberg Limits Test Data ASTM D 4318
Project Name: Parcel C FMC Project Number: 3855.100
Material Description: Silty Clay Dark Gray Brown Invoice Number: 15345 Summary of Test Results
Liquid Limit: Plastic Limit: Plasticity Index: 10
Classification: CL Lean Clay
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 20
21 22
23 24
25 26
27 28
29 30
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
31 17
3a 3b 3f 3g 3e 3x
34 26 20 17

13.71 13.47 13.97 13.60 13.59 13.89

23.20 23.69 23.96 23.25 20.33 22.99

21.02 21.30 21.53 20.86 19.33 21.65

29.8 30.5 32.1 32.9 17.4 17.3
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
Liquid Limit: Plastic Limit: Plasticity Index: 14
Classification: CL Lean Clay
Material Description: SC Clayey Sand with Gravel Dark Brown Invoice Number: 15345 Summary of Test Results
Sample ID: B4 at 2ft 07/11/17
Atterberg Limits Test Data ASTM D 4318
Project Name: Parcel C FMC Project Number: 3855.100
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 25
26 27
28 29
30 31
32 33
34 35
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
41 18
e2 e4 e5 e1 e8
33 26 18

13.81 13.71 13.69 13.68 13.75

23.46 23.96 21.31 20.54 19.71

20.71 20.98 19.01 19.51 18.81

39.9 41.0 43.2 17.7 17.8
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):

Sample ID: B6 at 1/2ft 07/11/17
Atterberg Limits Test Data ASTM D 4318
Project Name: Parcel C FMC Project Number: 3855.100
Material Description: CL Silty Clay with Sand Dark Gray Brown Invoice Number: 15345 Summary of Test Results
Liquid Limit: Plastic Limit: Plasticity Index: 23
Classification: CL Lean Clay
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 35
36 37
38 39
40 41
42 43
44 45
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
28 16
6a 6b 6g 6t e2 e3
33 26 23 17

13.79 13.75 13.92 13.90 13.86 13.42

27.03 28.12 28.85 27.15 22.65 26.70

24.23 25.03 25.60 24.18 21.42 24.80

26.8 27.4 27.8 28.9 16.3 16.7
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):

Sample ID: B6 at 4-1/2 to 5ft 08/31/17
Atterberg Limits Test Data ASTM D 4318
Project Name: FMC Project Number: 3855.100
Material Description: CL Silty Clay with Sand Lenses Light Olive Brown Invoice Number: 15430 Summary of Test Results
Liquid Limit: Plastic Limit: Plasticity Index: 12
Classification: CL Lean Clay
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 22
23 24
25 26
27 28
29 30
31 32
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
40 19
1a 1b 1e d5 rc
31 24 15

11.62 11.55 11.52 19.38 14.83

21.31 21.80 23.82 24.90 22.04

18.60 18.89 20.22 24.04 20.91

38.8 39.6 41.4 18.5 18.6
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):

Sample ID: B7 at 1-1/2ft 07/28/17
Atterberg Limits Test Data ASTM D 4318
Project Name: FMC Project Number: 3855.100
Material Description: CL Clay with Sand Dark Gray Invoice Number: 15367 Summary of Test Results
Liquid Limit: Plastic Limit: Plasticity Index: 21
Classification: CL Lean Clay
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 33
34 35
36 37
38 39
40 41
42 43
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
31 19
6a 6b 6c s1 r3
33 26 15

13.78 13.63 13.75 19.46 15.62

24.48 24.78 24.92 27.07 25.67

22.01 22.14 22.15 25.85 24.04

30.0 31.0 33.0 19.1 19.4
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):

Sample ID: B8 at 10-1/2ft 07/18/17
Atterberg Limits Test Data ASTM D 4318
Project Name: Parcel C FMC Project Number: 3855.100
Material Description: CL Sandy Clay Light Brown Gray Invoice Number: 15355 Summary of Test Results
Liquid Limit: Plastic Limit: Plasticity Index: 12
Classification: CL Lean Clay
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 26
27 28
29 30
31 32
33 34
35 36
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
31 22
1e 1d 1b 1t 1a 1n
35 24 21 18

11.67 11.58 11.59 11.53 11.61 11.61

20.83 20.29 23.45 19.68 23.37 22.74

18.78 18.23 20.61 17.68 21.23 20.70

28.8 31.0 31.5 32.5 22.2 22.4
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
Liquid Limit: Plastic Limit: Plasticity Index: 9
Classification: CL Lean Clay
Material Description: CL Silty Clay Light Brown Gray Invoice Number: 15355 Summary of Test Results
Sample ID: B8 at 14-1/2ft 07/17/17
Atterberg Limits Test Data ASTM D 4318
Project Name: Parcel C FMC Project Number: 3855.100
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 26
27 28
29 30
31 32
33 34
35 36
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
Date Tested:
28 18
6a 6b 6c 6g 6n 6m
35 31 26 16

13.76 13.70 13.83 13.75 13.90 13.90

24.34 22.70 24.50 25.88 23.35 25.33

22.08 20.75 22.15 23.08 21.93 23.57

27.2 27.7 28.2 30.0 17.7 18.2
Dry Soil + Tare Mass, (g):

Moisture Content, %:

Liquid Limit Plastic Limit
Tare ID:

Number Of Blows:

Tare Mass, (g):

Wet Soil + Tare Mass, (g):

Sample ID: B14 at 10ft 07/11/17
Atterberg Limits Test Data ASTM D 4318
Project Name: Parcel C FMC Project Number: 3855.100
Material Description: CL Silty Clay with Sand Light Brown Invoice Number: 15345 Summary of Test Results
Liquid Limit: Plastic Limit: Plasticity Index: 10
Classification: CL Lean Clay
Berlogar Stevens & Associates Pleasanton, CA
Tested By: gs Reported By: G Suckow
0 10
20 30
40 50
60 10 20 30 40 50 60 70 80 90 100
Plasticity Index (PI)
Liquid Limit (LL)
Liquid Limit - Plasticity Chart
CH

MH & OH
CL

ML & OL
"A" Line
25 22
23 24
25 26
27 28
29 30
31 32
10 100
Flow Curve
Moisture Content (%)
Number of Blows
25 cl-ml
3855.100
7/24/2017
15367
G. Suckow
Symbol ASTM D4318 Plasticity
Index:
10 gs
Project No:

Berlogar Stevens & Associates Pleasanton, CA
B1 at 2ft CL Sandy Clay Dark Gray
Invoice Number:

Gradation Test Data ASTM D 422
Sample ID Description
Comments: Date:

Project Name: FMC
Tested By: Reported By:
0 10
20 30
40 50
60 70
80 90
100
1000 100 10 1 0.1 0.01 0.001

COBBLES GRAVEL SAND SILT/CLAY
coarse fine coarse medium fine
12" 3" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
3855.100
7/10/2017
15345
G. Suckow
Symbol ASTM D4318 Plasticity
Index:
14 Gradation Test Data ASTM D 422
Sample ID Description
Comments: Date:

Project Name: Parcel C FMC
Tested By: gs Reported By:

Project No:

Berlogar Stevens & Associates Pleasanton, CA
B4 at 2ft SC Clayey Sand with Gravel Dark Brown
Invoice Number:
0 10
20 30
40 50
60 70
80 90
100
1000 100 10 1 0.1 0.01 0.001

COBBLES GRAVEL SAND SILT/CLAY
coarse fine coarse medium fine
12" 3" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
3855.100
7/10/2017
15345
G. Suckow
Symbol ASTM D4318 Plasticity
Index:
23 Berlogar Stevens & Associates Pleasanton, CA
B6 at 1/2ft CL Silty Clay with Sand Dark Gray Brown
Invoice Number:

Gradation Test Data ASTM D 422
Sample ID Description
Comments: Date:

Project Name: Parcel C FMC
Tested By: gs Reported By:

Project No:
0 10
20 30
40 50
60 70
80 90
100
1000 100 10 1 0.1 0.01 0.001

COBBLES GRAVEL SAND SILT/CLAY
coarse fine coarse medium fine
12" 3" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
3855.100
7/24/2017
15367
G. Suckow
Symbol ASTM D4318 Plasticity
Index:
21 gs
Project No:

Berlogar Stevens & Associates Pleasanton, CA
B7 at 1-1/2ft CL Clay with Sand Dark Gray
Invoice Number:

Gradation Test Data ASTM D 422
Sample ID Description
Comments: Date:

Project Name: FMC
Tested By: Reported By:
0 10
20 30
40 50
60 70
80 90
100
1000 100 10 1 0.1 0.01 0.001

COBBLES GRAVEL SAND SILT/CLAY
coarse fine coarse medium fine
12" 3" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
3855.100
7/10/2017
15345
G. Suckow
Symbol ASTM D4318 Plasticity
Index:
10 Berlogar Stevens & Associates Pleasanton, CA
B14 at 10ft CL Silty Clay with Sand Light Brown
Invoice Number:

Gradation Test Data ASTM D 422
Sample ID Description
Comments: Date:

Project Name: Parcel C FMC
Tested By: gs Reported By:

Project No:
0 10
20 30
40 50
60 70
80 90
100
1000 100 10 1 0.1 0.01 0.001

COBBLES GRAVEL SAND SILT/CLAY
coarse fine coarse medium fine
12" 3" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA

87.0 31.1
Load,
lbs:

Percent
Strain,
%:

Load,
lbs:

Percent
Strain,
%:

0.0 -

3.0 0.2

4.9 0.4

6.1 0.6

7.8 0.7

9.3 0.9

10.7 1.1

12.1 1.3

12.9 1.5

13.6 1.7

13.9 1.8

14.4 2.2

14.5 2.6

13.9 2.9

13.2 3.3
Tare + Dry Sample Mass, (g): 680.6
Tare ID: 812
Tare Mass, (g):

Tare + Wet Sample Mass,(g): 857.4
Tested By: gs
Wet Sample Mass, (g): 747.5
Sample Height, inch:

0.260

0.120 0.740

0.080 398
Wet Density, pcf: 114.0

0.280
Sample Data
Sample Diameter, inch: 2.420 Sketch of Failure

0.200 0.900

0.220

0.240

0.160 0.820

0.180 0.860
Reported By: G Suckow

0.620

5.430

0.090 0.660

0.140 0.780

0.060 331 0.540

0.070 0.580

0.100 427 0.700

0.040 0.460

0.050 0.500
374
242
288

0.020 153 0.380

0.030 190 0.420

0.000 0 0.300

0.010 94 0.340
Max. Stress, psf: Strain at Failure, %: Dry Density, pcf: Moist. Content, %:

Test Data
Strain Gauge
Reading, inches: Stress, psf: Strain Gauge Reading, inches: Stress, psf:

Silty Clay Dark Gray with Light Brown Mix Caliche Date Tested: 07/10/17 Comments:

Summary of Results
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B7 at 3ft Invoice Number: 15345
Sample Description:
111.3
400
441
442
419
422
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA
G Suckow Tested By: gs
Comments: 0
Stress vs Strain Curve
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B7 at 3ft Invoice Number: 15345
Sample Description: Silty Clay Dark Gray with Light Brown Mix Caliche Date Tested:

Reported By:

Strain, (%)
S
t
r
e
s
s (p
s
f)

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA

99.6 22.5
Load,
lbs:

Percent
Strain,
%:

Load,
lbs:

Percent
Strain,
%:

0.0 - 35.5 5.0

8.9 0.2 37.4 5.7

11.2 0.3 39.1 6.3

13.0 0.5 40.8 7.0

14.5 0.7 42.6 7.7

16.1 0.8 44.1 8.3

17.6 1.0 45.6 9.0

19.0 1.2 47.6 9.7

20.0 1.3 49.0 10.3

21.0 1.5 50.4 11.0

22.1 1.7 51.7 11.7

23.9 2.0 53.0 12.3

25.6 2.3 54.4 13.0

27.1 2.7 55.5 13.7

28.6 3.0 57.0 14.3

29.8 3.3

31.1 3.7

32.3 4.0

33.4 4.3

34.6 4.7
Tare + Dry Sample Mass, (g): 831.1
Tare ID: 837
Tare Mass, (g):

Tare + Wet Sample Mass,(g): 993.5
Tested By: gs
Wet Sample Mass, (g): 884.3
Sample Height, inch:

0.260

0.120 0.740

0.080 618
Wet Density, pcf: 122.1

0.280
Sample Data
Sample Diameter, inch: 2.420 Sketch of Failure

0.200 0.900

0.220

0.240

0.160 0.820

0.180 0.860
Reported By: G Suckow

0.620

6.000
1,376

0.090 0.660

0.140 0.780

0.060 545 0.540 1,299

0.070 0.580 1,346

0.100 680 0.700
1,033
971
1,000

0.040 0.460 1,231

0.050 0.500 1,266
588
451
500

0.020 349 0.380 1,147

0.030 405 0.420 1,188

0.000 0 0.300 1,056

0.010 278 0.340 1,105
Max. Stress, psf: Strain at Failure, %: Dry Density, pcf: Moist. Content, %:

Test Data
Strain Gauge
Reading, inches: Stress, psf: Strain Gauge Reading, inches: Stress, psf:

Silty ClayDark Gray Brown Date Tested: 07/10/17
Comments:

Summary of Results
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B9 at 2-1/2ft Invoice Number: 15345
Sample Description:
938
110.6
1,500
869 1,529
733 1,455
783 1,482
648 1,404
1,430
826
902
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA
G Suckow Tested By: gs
Comments: 0
Stress vs Strain Curve
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B9 at 2-1/2ft Invoice Number: 15345
Sample Description: Silty ClayDark Gray Brown Date Tested:

Reported By:

Strain, (%)
S
t
r
e
s
s (p
s
f)

0.0 200.0
400.0
600.0
800.0
1,000.0
1,200.0
1,400.0
1,600.0
1,800.0

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA
103.1 21.5
Load,
lbs:

Percent
Strain,
%:

Load,
lbs:

Percent
Strain,
%:

0.0 - 69.8 5.9

9.8 0.2 73.5 6.7

14.8 0.4 76.7 7.5

19.4 0.6 79.3 8.3

22.7 0.8 81.1 9.1

26.3 1.0 82.3 9.9

83.6 10.7

32.3 1.4 83.6 11.5

34.9 1.6 82.8 12.3

37.0 1.8 81.1 13.1

39.5 2.0

43.8 2.4

48.0 2.8

52.0 3.2

55.3 3.6

58.5 4.0

61.4 4.4

64.8 4.8

66.4 5.1

67.8 5.5
Tare + Dry Sample Mass, (g): 737.1
Tare ID: 849
Tare Mass, (g):

Tare + Wet Sample Mass,(g): 872.1
Tested By: gs
Wet Sample Mass, (g): 763.9
Sample Height, inch:

0.260

0.120 0.740

0.080 1,075
Wet Density, pcf: 125.3

0.280
Sample Data
Sample Diameter, inch: 2.420 Sketch of Failure

0.200 0.900

0.220

0.240

0.160 0.820

0.180 0.860
Reported By: G Suckow

0.620

5.050
2,274

0.090 0.660

0.140 0.780

0.060 0.540 2,337

0.070 0.580 2,317

0.100 1,212 0.700
2,005
1,932
1,972

0.040 0.460 2,308

0.050 0.500 2,321
997
705
815

0.020 462 0.380 2,221

0.030 604 0.420 2,276

0.000 0 0.300 2,055

0.010 306 0.340 2,146
Max. Stress, psf: Strain at Failure, %: Dry Density, pcf: Moist. Content, %:

Test Data
Strain Gauge
Reading, inches: Stress, psf: Strain Gauge Reading, inches: Stress, psf:

Silty Clay Dark Gray Brown Date Tested: 07/10/17
Comments:

Summary of Results
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B10 at 4ft Invoice Number: 15345
Sample Description:
1,839
109.9
1,670
1,339
1,461
1,138 2,207
1,576
1,759
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA
G Suckow Tested By: gs
Comments: 0
Stress vs Strain Curve
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B10 at 4ft Invoice Number: 15345
Sample Description: Silty Clay Dark Gray Brown Date Tested:

Reported By:

Strain, (%)
S
t
r
e
s
s (p
s
f)

0.0 500.0
1,000.0
1,500.0
2,000.0
2,500.0

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA

98.2 25.5
Load,
lbs:

Percent
Strain,
%:

Load,
lbs:

Percent
Strain,
%:

0.0 - 32.1 5.1

7.0 0.2 34.5 5.8

10.1 0.3 36.9 6.5

11.0 0.5 39.3 7.1

12.1 0.7 42.0 7.8

13.1 0.8 44.2 8.5

13.9 1.0 46.4 9.2

15.0 1.2 48.7 9.8

16.0 1.4 50.7 10.5

17.0 1.5 52.5 11.2

17.6 1.7 54.2 11.9

19.3 2.0 55.6 12.6

20.7 2.4 57.0 13.2

22.2 2.7 58.5 13.9

23.6 3.1 59.9 14.6

25.1 3.4 61.1 15.3

26.5 3.7

27.8 4.1

29.2 4.4

30.6 4.8
Tare + Dry Sample Mass, (g): 806.6
Tare ID: 830
Tare Mass, (g):

Tare + Wet Sample Mass,(g): 984.0
Tested By: gs
Wet Sample Mass, (g): 875.9
Sample Height, inch:

0.260

0.120 0.740

0.080 494
Wet Density, pcf: 123.2

0.280
Sample Data
Sample Diameter, inch: 2.420 Sketch of Failure

0.200 0.900

0.220

0.240

0.160 0.820

0.180 0.860
Reported By: G Suckow

0.620

5.890
1,420

0.090 0.660

0.140 0.780

0.060 431 0.540 1,319

0.070 0.580 1,375

0.100 542 0.700
912
835
874

0.040 0.460 1,212

0.050 0.500 1,266
464
376
407

0.020 315 0.380 1,081

0.030 343 0.420 1,143

0.000 0 0.300 954

0.010 219 0.340 1,018
Max. Stress, psf: Strain at Failure, %: Dry Density, pcf: Moist. Content, %:

Test Data
Strain Gauge
Reading, inches: Stress, psf: Strain Gauge Reading, inches: Stress, psf:

Silty Clay Gray Date Tested: 07/10/17
Comments:

Summary of Results
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B11 at 4ft Invoice Number: 15345
Sample Description:
799
110.1
1,576
716 1,601
592 1,522
633 1,548
524 1,459
1,495
676
759 1,621
ASTM D-2166 Unconfined
Compressive Strength of Cohesive Soils
Berlogar Stevens & Associates Pleasanton, CA
G Suckow Tested By: gs
Comments: 0
Stress vs Strain Curve
Project Name: Parcel C FMC Project Number: 3855.100
Sample ID: B11 at 4ft Invoice Number: 15345
Sample Description: Silty Clay Gray Date Tested:

Reported By:

Strain, (%)
S
t
r
e
s
s (p
s
f)

0.0 200.0
400.0
600.0
800.0
1,000.0
1,200.0
1,400.0
1,600.0
1,800.0

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Berlogar Stevens & Associates Pleasanton, CA
Final Moisture Content, %: 27.5 25.4 17.7
Graph of Shear Stress vs Normal Stress
Shear Stress (psf)
Normal Stress (psf)
Peak Cohesion, (C' ), psf: 380.6 Peak Friction Angle, (Ǽ'peak), Degrees: 21.7 Initial Dry Density, pcf: 99.9 98.8 107.3
Initial Moisture Content, %: 22.0 22.0 15.2
Peak Shear Stress, psf: 667 971 795
Summary of Results
Normal Stress, psf: 750 1,500 1,000
Maximum Dry Density, pcf: 0.0 Minimum Required Compaction, %: 0.0 Optimum Moisture Content, %: 0.0 Minimum Compacted Moisture Content, %: 0.0 Material Description: ( At 8ft SM Silty Sand Brown Fine Grained) (At 11ft SP-SM Medium Sand Dark Gray) Invoice Number: 15345 Sample Type: Undisturbed Test Type: CD Shear Rate, inches/min.: 0.00100 Sample ID: B6 at 8.5 and B6 at 11.5ft Date Tested: 07/07/17 Direct Shear Worksheet ASTM D-3080
Project Name: Parcel C FMC Project Number: 3855.100
y = 0.3972x + 380.6
0 500
1,000
1,500
2,000
2,500
0 500 1,000 1,500 2,000 2,500
Peak Friction Angle
Appendix F
Noise Assessment Technical Report
FMC Willow and Grand Park
Project
Noise Assessment Technical Report
Prepared for:

City of Newark
Community Development Department
37101 Newark Boulevard
Newark, CA 94560
Prepared by:

HELIX Environmental Planning, Inc.
11 Natoma Street, Suite 155
Folsom, CA 95360
December 2021 | 00357.00037.001
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i

TABLE OF CONTENTS
Section Page
EXECUTIVE SUMMARY ............................................................................................................................. ES-1

1.0 INTRODUCTION................................................................................................................................ 1

1.1 Purpose of the Report......................................................................................................... 1

1.2 Project Location .................................................................................................................. 1

1.3 Project Description ............................................................................................................. 1

1.4 Project Design Features...................................................................................................... 2

1.5 Construction Activities and Phasing ................................................................................... 4

2.0 ENVIRONMENTAL SETTING.............................................................................................................. 4

2.1 Noise and Sound Level Descriptors and Terminology ........................................................ 4

2.2 Noise and Vibration Sensitive Land Uses............................................................................ 5

2.3 Regulatory Framework ....................................................................................................... 5

2.3.1 City of Newark General Plan.................................................................................. 5

2.3.2 City of Newark Municipal Code ............................................................................. 6

2.4 Existing Conditions.............................................................................................................. 8

2.4.1 Existing Noise Conditions....................................................................................... 8

3.0 METHODOLOGY, ASSUMPTIONS, AND THRESHOLDS.................................................................... 10

3.1 Equipment and Methodology........................................................................................... 10

3.1.1 Ambient Noise Survey.......................................................................................... 10

3.1.2 Noise Modeling Software .................................................................................... 10

3.2 Assumptions...................................................................................................................... 11

3.2.1 Construction ........................................................................................................ 11

3.2.2 Operation............................................................................................................. 11

3.2.3 Train Noise and Vibration .................................................................................... 12

3.2.4 Bus Noise ............................................................................................................. 13

3.3 Significance Criteria .......................................................................................................... 13

4.0 IMPACTS......................................................................................................................................... 14

4.1 PEIR Impact 4.10-1............................................................................................................ 14

4.1.1 Short-Term Construction Noise Impact Conclusions in the PEIR......................... 14

4.1.2 Project Specific Short-Term Construction Noise Impact Analysis ....................... 15

4.2 PEIR Impact 4.10-2............................................................................................................ 17

4.2.1 Vibration Impact Conclusions in the PEIR............................................................ 17

4.2.2 Project Specific Vibration Impact Analysis........................................................... 17

4.3 PEIR Impact 4.10-3............................................................................................................ 19

4.3.1 Impacts from Residential Sources Conclusions in the PEIR................................. 19

4.3.2 Project-Specific Residential Sources Analysis...................................................... 19

4.3.3 Impacts from Non-Residential Sources Conclusions in the PEIR......................... 19

4.3.4 Project-Specific Non-Residential Sources Analysis.............................................. 20 ii
TABLE OF CONTENTS (cont.)
Section Page

4.3.5 Impacts from Train Noise Conclusions in the PEIR.............................................. 20

4.3.6 Project-Specific Train Noise Analysis................................................................... 20

4.3.7 Impacts from Airport Noise Conclusions in the PEIR........................................... 22

4.3.8 Project-Specific Airport Noise Analysis................................................................ 22

4.4 PEIR Impact 4.10-4............................................................................................................ 22

4.4.1 Traffic Noise Conclusions in the PEIR................................................................... 22

4.4.2 Project-Specific Traffic Noise Analysis................................................................. 22

4.5 PEIR Impact 4.10-5............................................................................................................ 24

4.5.1 Cumulative Traffic Noise Impact Conclusions in the PEIR ................................... 24

4.5.2 Project-Specific Cumulative Traffic Noise Analysis.............................................. 24

5.0 LIST OF PREPARERS ........................................................................................................................ 25

6.0 REFERENCES................................................................................................................................... 26

LIST OF APPENDICES
A Noise Measurement Sheets
B Train Vibration Calculations
C Project Residence Noise Modeling Output
D FTA Rail Model Output

LIST OF FIGURES
No. Title Follows Page
1 Vicinity Map ..................................................................................................................................... 2 2 Aerial Map........................................................................................................................................ 2 3 Site Design........................................................................................................................................ 2 4 Modeled Receiver Locations.......................................................................................................... 10

LIST OF TABLES
No. Title Page
1 Short-Term Noise Measurement Results.........................................................................................9 2 Project Traffic Volumes..................................................................................................................11 3 Predicted Car and Bus Noise for Project Residences.....................................................................20 4 Off-site Traffic Noise Levels...........................................................................................................23 5 Predicted Traffic for Project Residences........................................................................................24 iii

ACRONYMS AND ABBREVIATIONS
AC Transit Alameda County Transit District
ADT average daily trips
ANSI American National Standards Institute
CadnaA Computer Aided Noise Abatement
Caltrans California Department of Transportation
CEQA California Environmental Quality Act
City City of Newark
CNEL Community Noise Equivalent Level
County County of Alameda
dB decibel
dBA A-weighted decibel
DMU diesel multiple unit
DRC Dumbarton Rail Corridor
DRS Dumbarton Rail Service
DTCS Dumbarton Transportation Corridor Study
DU dwelling unit
FTA Federal Transit Administration
hp horsepower
HVAC heating, ventilation, and air conditioning
Hz hertz
kHz kilohertz
LDN Day-Night sound level
LEQ time-averaged noise level
mph miles per hour
mPa micro Pascal
NSLU noise sensitive land use
PEIR Bayside Newark TOD Specific Plan Program Environmental Impact Report PPV peak particle velocity
rpm revolutions per minute
iv
ACRONYMS AND ABBREVIATIONS (cont.)
SamTrans San Mateo County Transit District
SF square feet
Specific Plan Bayside Newark Transit Oriented Development Specific Plan SPL sound pressure level
STC Sound Transmission Class
SWL Sound Power Level
TNM Traffic Noise Model
TOD Transit Oriented Development
USDOT U.S. Department of Transportation
VdB vibration velocity decibels
Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 ES-1

EXECUTIVE SUMMARY
This report presents an assessment of potential construction and operational noise impacts associated with the proposed FMC Willow and Grand Park (project) located in the Bayside Newark Transit Oriented Development (TOD) Specific Plan (Specific Plan) Area in the City of Newark (City). This report also compares the project-specific impact conclusions with those evaluated in the Bayside Newark TOD Specific Plan Program EIR (PEIR), formerly known as the Dumbarton TOD Specific Plan. The project would develop the 22.1-acre site within the Bayside Newark TOD Specific Plan Area with 370 townhomes and affordable housing units and 4,000 square feet of local-serving commercial space. The project would also develop the 5-acre Grand Park in the western portion of the project site. The project would dedicate 1.8 acres of land for a transit station for potential future passenger rail service on the Dumbarton Corridor.

The project would comply with the applicable mitigation measures pertaining to noise included in the Bayside Newark TOD Specific Plan PEIR, which this project analysis is tiered from.

Project construction activities would be limited by mitigation from the PEIR to the hours between 7:00 a.m. to 7:00 p.m., Monday through Friday, and between 8:00 a.m. to 5:00 p.m. on Saturdays.

Impacts related to construction noise would be less than significant with mitigation.

Project-generated traffic would not cause a significant increase to noise levels at off-site residences.

Traffic and bus noise levels would not exceed the City exterior residential noise standard for project residences along Willow Street and Enterprise Drive.

Assuming that a “quiet zone” would be implemented, the project’s residences would not be subject to exterior noise levels from potential future passenger rail service on the Dumbarton Rail Corridor in excess of the City’s standard for multi-family exterior spaces. The project’s residences could be subject to rail vibration from future use of the Dumbarton Rail Corridor. However, these vibration levels would not exceed Federal Transit Administration (FTA) significant vibration impact criteria.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 ES-2
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Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 1 1.0 INTRODUCTION

1.1 PURPOSE OF THE REPORT
This report analyzes potential noise and vibration impacts associated with the proposed FMC Willow and Grand Park Project (project).

The proposed project site is within the Bayside Newark TOD Specific Plan area (formerly known as the Dumbarton TOD Specific Plan, and the PEIR for the Specific Plan (State Clearinghouse No. 2010042012) serves as the foundation document for subsequent projects proposed under the program. The Specific Plan area encompasses approximately 205 acres in the vicinity of the future Dumbarton Rail Corridor (DRC). The purpose of the Bayside Newark TOD Specific Plan is to facilitate the development of a new neighborhood around a train station planned separately as part of the Dumbarton Rail Service (DRS) Project. The DRS is still under development and will undergo separate environmental analysis in accordance with the California Environmental Quality Act (CEQA). The proposed project is being analyzed in light of the prior certified Bayside Newark TOD Specific Plan PEIR as the next step in the City’s CEQA process for implementation of projects within the approved Bayside Newark TOD Specific Plan.

1.2 PROJECT LOCATION
The proposed project site is located within the City of Newark (City) in southwestern Alameda County (County), northwest of the intersection of Willow Street and Enterprise Drive (see Figure 1, Vicinity Map, and Figure 2, Aerial Map).

1.3 PROJECT DESCRIPTION
The approximately 22.1-acre project site would be developed with high-density residential buildings, medium-density residential units, and commercial retail space in four Planning Areas (PAs), a community park (Grand Park), a bus stop, and a future transit station site. PA1, in the eastern portion of the project site, would contain one six-story mixed-use building with 90 multi-family affordable housing units plus 1 manager unit in five floors over approximately 4,000 square feet (SF) of ground-floor commercial retail space. PA2, in the northern portion of the project site, would contain 64 single-family town homes in 12 buildings. PA3 would contain 123 single-family town homes in 16 buildings located in the southern portion of the project site. PA4 would contain 92 single-family town homes in 14 buildings located in the central/southern portion of the project site. PA4 would also include a 1,485-sf community building located on the eastern edge of the Grand Park. The total project dwelling units (DU) would be 370. The proposed project would dedicate 1.8 acres of land for a Transit Station with a potential future commuter rail platform north of PA1 and PA2. The proposed project would dedicate 1.8 acres of land for a Transit Station with a potential future commuter rail platform north of PA1 and PA2. The project would include the construction of a four-lane entrance road to the transit station and other interim improvements to the transit station site. The approximately 5-acre Grand Park would be located in the western portion of the project site. Other project improvements would include: internal streets, driveways, and surface parking areas; underground utilities and storm drains; internal public area landscaping; a pedestrian trail along the northern project site boundary; sidewalks and landscaping along Enterprise Drive and Willow Street; and provide a 20-foot-wide trail corridor, containing a 12-foot-wide multi-purpose trail, that would transect the Grand Park and run along Enterprise Drive to Willow Street. It is anticipated that the Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 2 proposed trail would be eligible to be part of the regional San Francisco Bay Trail (see Figure 3, Site Design).

1.4 PROJECT DESIGN FEATURES
The project would comply with the applicable mitigation measures pertaining to noise included in the Bayside Newark TOD Specific Plan EIR. These measures would be included as Project Design Features (City of Newark 2011).

Mitigation Measure 4.10-1a from the Bayside Newark TOD Specific Plan EIR stipulates for projects to require construction contractors to implement a site-specific noise reduction program, subject to City review and approval. The program includes the following measures that would be required throughout demolition, grading, and/or construction:
• Restrict noise-generating activities at the construction site or in areas adjacent to the construction site to the hours of 7:00 a.m. to 7:00 p.m., Monday through Friday, and between 8:00 a.m. to 5:00 p.m. on Saturdays.
• Equipment and trucks used for project construction shall utilize the best available noise control techniques (e.g., improved mufflers, equipment redesign, use of intake silencers, ducts, engine enclosures, and acoustically attenuating shields or shrouds, wherever feasible). • Impact tools (e.g., jack hammers, pavement breakers, and rock drills) used for project construction shall be hydraulically or electronically powered wherever possible to avoid noise associated with compressed air exhaust from pneumatically powered tools. However, where use of pneumatic tools is unavoidable, an exhaust muffler shall be used; this muffler can lower noise levels from the exhaust by up to about 10 dBA. External jackets on the tools themselves shall be used where feasible, and this could achieve a reduction of 5 dBA. Quieter procedures shall be used, such as drills rather than impact equipment, whenever feasible. • Stationary noise sources shall be located as far from adjacent receptors as possible, and they shall be muffled and enclosed within temporary sheds, incorporated insulation barriers, or other measures to the extent feasible.
• If feasible, the noisiest phases of construction shall be limited to less than 10 days at a time.

Mitigation Measure 4.10-1b from the Bayside Newark TOD Specific Plan EIR requires project applicants to implement a list of measures to respond to and track complaints pertaining to construction noise, ongoing throughout demolition, grading, and/or construction. These measures include the following:
• A procedure and phone numbers for notifying the City Building Inspection Division staff and Newark Police Department (during regular construction hours and off-hours); • A sign posted on site pertaining to the permitted construction days and hours and complaint procedures and who to notify in the event of a problem. The sign shall also include a listing of both the City and construction contractor’s telephone numbers (during regular construction hours and off-hours);
Un

ion City
Sunol

Willow Street

ALAMEDA

CONTRA COSTA
MARIN
MERCED
NAPA
SAN

FRANCISCO

SAN JOAQUIN
SAN
MATEO

SANTA CLARA

SANTA CRUZ
SOLANO
SONOMA

STANISLAUS
?E 238
§¨¦880
Hayward
\PROJECTS\I\IntegralCommunities_00357\IPQ-37 Willow\GIS\MXD\Fig1_Vicinity.mxd IPQ-28.29.30.31 5/14/2021 - johnd FMC Willow and Grand Park

ALAMEDA
COUNTY

SAN MATEO
COUNTY

SANTA CLARA
COUNTY
Palo Alto San Jose
East Palo Alto
Menlo Park
Sunnyvale
Mountain View
Los Altos
Santa Clara
Redwood City
Newark
Fremont
Stanford

PROJECT SITE
S:
£¤ ?E 82
101
?E 237
Miles K 0 2
§¨¦

PROJECT SITE
680
?E 84
Source: Base Map Layers (Esri, USGS, NGA, NASA)
Figure 1
Vicinity Map

SamTrans Tracks
Willow Street
Hetch Hetchy Right-of-Way
Enterprise Drive
Hickory Street
FMC Willow and Grand Park
Parcel Boundaries
Project Site
APN 092-100-14
APN 092-100-13
S:\PROJECTS\I\IntegralCommunities_00357\IPQ-37 Willow\GIS\MXD\Aerial_Feb6_2020.mxd APN 537-852-30
APN 537-0852-28
APN 537-852-29 APN 537-852-31
: Document Path
Source: Base Map Layers (DigitalGlobe 2019); Data (Alameda County 2021) 0 250 Feet K Aerial Map
Figure 2
FMC Willow and Grand Park
\\folsomdc2\vol4\PROJECTS\I\IntegralCommunities_00357\IPQ-37 Willow\GIS\InDesign\Fig4_20210531.indd Site Design
Figure 3
Source: Urban Arena 2022
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Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 3 • The designation of an on-site construction complaint and enforcement manager for the project.

The manager shall act as a liaison between the project and its neighbors (including on-site residents). The manager’s responsibilities and authority shall include the following:
– An active role in monitoring project compliance with respect to noise; – Ability to reschedule noisy construction activities to reduce effects on surrounding noise sensitive receivers;
– Site supervision of all potential sources of noise (e.g., material delivery, shouting, debris box pick-up and delivery) for all trades; and
– Intervening or discussing mitigation options with contractors. • Notification of neighbors and occupants within 300 feet of the project construction area at least 30 days in advance of construction activities regarding the details and estimated duration of the activity; and
• A preconstruction meeting shall be held with the job inspectors and the general contractor/on-site project manager to confirm that noise measures and practices (including construction hours, neighborhood notification, posted signs, etc.) are completed.

PEIR Mitigation Measure 4.10-2 includes measures to be implemented if pile driving is required:
• Wherever possible, sonic or vibratory pole drivers shall be used instead of impact pile drivers (sonic pile drivers are only effective in certain soils). • Engine and pneumatic exhaust controls on pile drivers shall be required as necessary to ensure that exhaust noise from pile driver engines are minimized to the extent feasible. • Where feasible, pile holes will be pre-drilled to reduced potential noise and vibration impacts.
• Occupied residences within 300 feet of pile driving activities shall be notified of pile-driving activities at least two weeks prior to the commencement of pile driving. • Should pile driving activities take place within 25 feet of an occupied structure, a sitespecific vibration impact analysis shall be conducted to ensure vibration levels do not exceed 0.2 inches per second PPV.

In addition to these measures, the project would implement the following into the project design:
• In accordance with City Ordinance 17.24.100.B.2, for residences located within 25 feet of ground mounted HVAC equipment, attenuation of HVAC noise to levels to result in interior noises of habitable spaces levels no more than 45 dBA LDN will be ensured prior to issuance of certificates of occupancy. For single-family attached or multi-family development, potential noise control measures to achieve the performance standard for indoor habitable space include but are not limited to increasing the sound transmission class rating for building exterior wall, window, and doors; and/or installing noise control barriers around the HVAC units.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 4 1.5 CONSTRUCTION ACTIVITIES AND PHASING
The project would be constructed in two phases. Phase 1 would consist of the construction of PA1, PA2, PA3, 66 DU in PA4, and the community building (4,000 SF of retail, 344 residential DU, and 1,485 SF community building). Construction of Phase 1 would commence in April 2022 and be completed in approximately 30 months (September 2024). Phase 2 would consist of the remaining 26 DU in PA4 and the Grand Park. Construction of Phase 2 would commence with grading as early as August 2022 and is anticipated to be complete by December 2024 but could be completed as early as October 2024 (27 months). Phase 2 construction activities would overlap the Phase 1 construction activities.

Approximately 12,680 tons of old asphalt and concrete (338,000 SF) would be exported during site preparation and approximately 77,700 cubic yards of soil would be imported during grading (total grading approximately 22,100 cubic yards of cut and 99,800 cubic yards of fill) to raise the building pad elevations.

2.0 ENVIRONMENTAL SETTING

2.1 NOISE AND SOUND LEVEL DESCRIPTORS AND TERMINOLOGY
All noise level or sound level values presented herein are expressed in terms of decibels (dB), with A-weighting (dBA) to approximate the hearing sensitivity of humans. Time-averaged noise levels are expressed by the symbol LEQ, with a specified duration. The Community Noise Equivalent Level (CNEL) is a 24-hour average, where noise levels during the evening hours of 7:00 p.m. to 10:00 p.m. have an added 5 dBA weighting, and sound levels during the nighttime hours of 10:00 p.m. to 7:00 a.m. have an added 10 dBA weighting. This is similar to the Day Night sound level (LDN), which is a 24-hour average with an added 10 dBA weighting on the same nighttime hours but no added weighting on the evening hours. Sound levels expressed in CNEL are always based on dBA. These metrics are used to express noise levels for both measurement and municipal regulations, as well as for land use guidelines and enforcement of noise ordinances.

Sound can be described as the mechanical energy of a vibrating object transmitted by pressure waves through a liquid or gaseous medium (e.g., air) to a hearing organ, such as a human ear. Noise is defined as loud, unexpected, or annoying sound.

In the science of acoustics, the fundamental model consists of a sound (or noise) source, a receiver, and the propagation path between the two. The loudness of the noise source and obstructions or atmospheric factors affecting the propagation path to the receiver contribute to the sound level and characteristics of the noise perceived by the receiver. The field of acoustics deals primarily with the propagation and control of sound.

Continuous sound can be described by frequency (pitch) and amplitude (loudness). A low frequency sound is perceived as low in pitch. Frequency is expressed in terms of cycles per second, or hertz (Hz) (e.g., a frequency of 250 cycles per second is referred to as 250 Hz). High frequencies are sometimes more conveniently expressed in kilohertz (kHz), or thousands of hertz. The audible frequency range for humans is generally between 20 Hz and 20,000 Hz.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 5 The amplitude of pressure waves generated by a sound source determines the loudness of that source.

A logarithmic scale is used to describe sound pressure level (SPL) in terms of dBA units. The threshold of hearing for the human ear is about 0 dBA, which corresponds to 20 micro Pascals (mPa).

Because decibels are logarithmic units, SPL cannot be added or subtracted through ordinary arithmetic.

Under the decibel scale, a doubling of sound energy corresponds to a 3 dBA increase. In other words, when two identical sources are each producing sound of the same loudness, the resulting sound level at a given distance would be 3 dBA higher than one source under the same conditions.

2.2 NOISE AND VIBRATION SENSITIVE LAND USES
Noise-sensitive land uses (NSLUs) are land uses that may be subject to stress and/or interference from excessive noise, such as residential dwellings, schools, transient lodging (hotels), hospitals, educational facilities, and libraries. Industrial and commercial land uses are generally not considered sensitive to noise. As shown on Figure 2, the closest NSLUs in the project vicinity are single-family homes approximately 190 feet southeast, across Willow Street. In addition, a residential development, under construction at the time of this analysis, is located approximately 100 feet south of the project site, across Enterprise Drive, and a future residential development would be located west of the project site, adjacent to the Grand Park. The closest school to the project site is the August Schilling Elementary School, approximately 1,450 feet northeast.

Land uses in which ground-borne vibration could potentially interfere with operations or equipment, such as research, manufacturing, hospitals, and university research operations (California Department of Transportation [Caltrans] 2013a) are considered “vibration-sensitive.” The degree of sensitivity depends on the specific equipment that would be affected by the ground-borne vibration. In addition, excessive levels of ground-borne vibration of either a regular or an intermittent nature can result in annoyance to residential uses or schools. The closest land uses in the project area that are subject to annoyance from vibration would be the single-family residences to the south and southeast.

2.3 REGULATORY FRAMEWORK

2.3.1 City of Newark General Plan
The City General Plan Noise Element identifies noise and land use compatibility standards for various land uses. These standards are intended to provide compatible land uses throughout the community as related to environmental noise. Low density single-family residential land uses are considered “normally acceptable” in exterior noise environments of 60 dBA LDN or less and multi-family residential land uses are considered “normally acceptable” in exterior noise environments of 65 dBA LDN or less (City 2013). The Noise Element identifies interior noise standards of 45 dBA LDN or less for all residential land uses.

The following goals and implementation policies from the Noise Element are relevant to the proposed Project:

Policy NO 1.2.1: The City shall require that all new developments incorporate design elements to minimize adverse noise impacts on surrounding land uses.

Program NO 1.2.1a: Establish design and planning requirements that lessen the impact of noise such as setbacks, earthen berms, building orientation, and landscaping.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 6 Program NO 1.2.1b: Require multi-family residences and hotels comply with the California Noise Insulation Standards, in the California Administrative Code, Title 25, Chapter 1, Subchapter 1, when they fall within the 60 dB (CNEL or LDN) noise exposure contours.

Program NO 1.2.1c: Establish planning requirements for designers and architects on placement of windows, doors, and bedrooms relative to noise sources.

Policy NO 1.3.4: Control noise that causes discomfort between neighbors.

Program NO 1.3.4c: No person shall be allowed to cause any noise to be emitted past his/her property line in any manner so as to create any noise that would cause the ambient noise level to be increased by more than 6 dB.

2.3.2 City of Newark Municipal Code
The City Municipal Code prohibits or limits the level of noise produced on private or public land and requires an analysis of future noise levels for projects which would site a noise sensitive land use. The following sections would be applicable to the project:

Section 17.24.100 – Noise
A. Noise Limits. It shall be unlawful for any person to disturb the peace, quiet, and comfort of the community, or any portion thereof, or neighborhood therein, by creating or causing to be created any unreasonable noises.

2. Noise Restriction by Decibel.
a. Residential Property Noise Limits.
i. No person shall produce or allow to be produced by human voice, machine, device, or any combination of same, on residential property, a noise level at any point outside of the property plane that exceeds 70 dBA between the hours of 7:00 a.m. and 9:00 p.m. or 60 dBA between the hours of 9:00 p.m. and 7:00 a.m. ii. No person shall produce or allow to be produced by human voice, machine, device, or any combinations of same, on multifamily residential property, a noise level more than 60 dBA three feet from any wall, floor, or ceiling inside any dwelling unit on the same property, when the windows and doors of the dwelling unit are closed, except within the dwelling unit in which the noise source or sources may be located. b. Commercial and Industrial Property Noise Limits. Except for commercial and industrial property abutting residential property, no person shall produce or allow to be produced by human voice, machine, device, or any other combination of same, on commercial or industrial property, a noise level at any point outside of the property plane that exceeds 70 dBA.
i. Abutting Residential Property. Commercial and industrial property that abuts residential property shall be subject to the residential property noise limits set forth in subsections (a)(i) and (ii) above.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 7 c. Public Property Noise Limits. Except as otherwise provided in these regulations, no person shall produce or allow to be produced on public property, by human voice, machine, device, or any combination of same, a noise level that exceeds 60 dBA at a distance of 25 feet or more from the source. Noise from activities of the City of Newark is exempted from these regulations.

3. Construction and Landscaping Activities. Unless otherwise provided pursuant to a duly-issued permit or a condition of approval of a land use entitlement, the construction, alteration, or repair of structures and any landscaping activities, occurring between the hours of 10:00 a.m. and 6:00 p.m. on Sundays and holidays, and 7:00 a.m. and 7:00 p.m. on other days, shall be subject to the following:
a. No individual device or piece of equipment shall produce a noise level exceeding 83 dBA at a distance of twenty-five feet from the source. If the device or equipment is housed within a structure on the property, the measurement shall be made outside the structure at a distance as close as possible to twenty-five feet from the equipment. b. The noise level at any point outside of the property plane shall not exceed 86 dBA.

During all other times, the decibel levels set forth in Subsection 17.24.100.A.2, Noise Restriction by Decibel, control.

B. Noise Creation and Noise Exposure.

1. Acoustic Study. An acoustic study shall be required for any proposed project which could create or be subject to a noise exposure greater than that deemed "normally acceptable" by the general plan.

2. Noise Attenuation Measures. Any project subject to the acoustic study requirements of Subsection 17.24.100.B.1, Acoustic Study, may be required as a condition of approval to incorporate noise attenuation measures deemed necessary to ensure that noise standards are not exceeded.
a. New noise-sensitive uses (e.g., schools, hospitals, churches, and residences) shall incorporate noise attenuation measures to achieve and maintain an interior noise level of 45 dBA.
b. Noise attenuation measures identified in an acoustic study shall be incorporated into the project to reduce noise impacts to satisfactory levels. c. Emphasis shall be placed upon site planning and project design measures. The use of noise barriers shall be considered and may be required only after all feasible designrelated noise measures have been incorporated into the project.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 8 The following municipal code section would be applicable to vibration generated by the project, or affecting the project:

17.24.120 - Vibration.

No vibration shall be produced that is transmitted through the ground and is discernible without the aid of instruments by a reasonable person at the lot lines of the site. Vibrations from temporary construction, demolition, and vehicles that enter and leave the subject parcel (e.g., construction equipment, trains, trucks, etc.) are exempt from this standard.

A. Development Near Railroads. An acoustic study shall be required for any proposed development within two hundred feet of a railroad track. Measures may be required to ensure that vibration impacts remain below acceptable levels.

2.4 EXISTING CONDITIONS
The project site is currently vacant, contains no structures, and is largely covered grass and ruderal vegetation. There are no existing structures on the project site. A 110-foot right-of-way for water pipes owned by the San Francisco Public Utilities Commission bisects the project site from east to west. The project site is bordered by Enterprise Drive to the south, Willow Street to the east, and a 100-foot-wide right-of-way for the Dumbarton Rail Corridor (owned by San Mateo County Transit District [Samtrans]) to the north. The Dumbarton Rail Corridor does not currently carry any rail traffic. Surrounding land uses include a residential development project under construction at the time of this analysis across Enterprise Drive to the south, a single-family residential neighborhood across Willow Street to the southeast, industrial/warehouse buildings across the train tracks to the north, and vacant land to the west and across Willow Street to the east.

2.4.1 Existing Noise Conditions

2.4.1.1 Existing Noise Sources
The predominant existing noise sources in the vicinity of the project site are vehicular traffic on Willow Street and Enterprise Drive, and overflights of commercial aircraft. Although there are old train tracks within the right-of-way on the north side of the project, the Dumbarton Rail Corridor is not currently active and has no train traffic.

2.4.1.2 General Site Survey
Three short-term ambient noise measurements (M1, M2, and M3) were conducted during a site visit on December 4, 2018, as shown on Figure 2. Site M1 was located in the southwestern portion of the site, approximately 200 feet north of Enterprise Drive and 700 feet west of Willow Street. Site M2 was located in the northeaster portion of the site, approximately 500 feet north of Enterprise Drive and 450 feet west of Willow Street. Because of road construction on Willow Street adjacent to the project site, a representative traffic noise measurement was taken at site M3 on Willow Street between Seawind Way and Bayshore Avenue, approximately 1,100 feet (0.2 mile) southeast of the project site. All measurements were taken with the noise meter mounted on a tripod 5 feet above the ground.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 9 Sources of noise noted during measurement M1 and M2 included construction activity on Willow Street and Enterprise Drive, and commercial aircraft overflying the site. Sources of noise noted during measurement M3 included traffic on Willow Street and commercial aircraft overflying the site. Traffic was counted on Willow Street during measurement M3 and included: 62 cars and light trucks; 3 medium trucks; and 5 heavy trucks.

The measured noise levels and related weather conditions for the short-term measurements are shown in Table 1, Short-term Noise Measurement Results. Locations of each measurement site are shown on Figure 4, Modeled Receiver Locations. See Appendix A, Noise Measurements Sheets, for survey notes from the short-term measurements.

Table 1

SHORT-TERM NOISE MEASUREMENT RESULTS
Measurement Location Conditions Time dBA LEQ Notes
M1 Southwest portion of
project site, 200 feet
north of Enterprise Dr.
and 700 feet west of
Willow St.
63°F, 11 mph wind,
58 percent humidity,
mostly sunny
10:33 a.m. to
10:43 a.m.

56.7 Construction
activity on
Enterprise Dr. and
Willow St including
backup alarms.

Commercial
aircraft every 2 to
4 minutes.

M2 Southwest portion of
project site, 500 feet
north of Enterprise Dr.
and 450 feet west of
Willow St.
65°F, 11 mph wind,
52 percent humidity,
mostly sunny
10:47 a.m. to
10:57 a.m.

52.4 Construction
activity on
Enterprise Dr. and
Willow St including
backup alarms.

Commercial
aircraft every 2 to
4 minutes.

M3 Sidewalk south of
Willow street, between
Seawind Way and
Bayshore Ave.
65°F, 10 mph wind,
51 percent humidity,
mostly sunny
11:11 a.m. to
11:26 a.m.

54.9 Apartments/
Condos both sides
of Willow St. 5 feet
high retraining wall
both sides of
street. 60 cars,
3 medium trucks,
5 heavy trucks.

Site measurements were taken on December 4, 2018.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 10 3.0 METHODOLOGY, ASSUMPTIONS, AND

THRESHOLDS

3.1 EQUIPMENT AND METHODOLOGY

3.1.1 Ambient Noise Survey
The following equipment was used to measure existing noise levels at the project site:
• Larson Davis SoundTrack LxT Sound Level Meter
• Larson Davis Model CAL250 Calibrator
• Microphone windscreen
• Tripod for the sound level meter
The sound-level meters were field-calibrated immediately prior to the noise measurement to ensure accuracy. All measurements were made with meters that conform to the American National Standards Institute (ANSI) specifications for sound level meters (ANSI SI.4-1983 R2006). All instruments were maintained with National Institute of Standards and Technology traceable calibration per the manufacturers’ standards.

3.1.2 Noise Modeling Software
Modeling of the exterior noise environment for this report was accomplished using a computer noise model: Computer Aided Noise Abatement (CadnaA) version 2021. CadnaA is a model-based computer program developed by DataKustik for predicting noise impacts in a wide variety of conditions. CadnaA assists in the calculation, presentation, assessment, and mitigation of noise exposure. It allows for the input of project-related information, such as noise source data, barriers, structures, and topography to create a detailed CadnaA model, and uses the most up-to-date calculation standards to predict outdoor noise impacts.

The traffic noise was modeled using the Traffic Noise Model (TNM) version 2.5. The TNM was released in February 2004 by the U.S. Department of Transportation (USDOT) and calculates the daytime average hourly LEQ from three-dimensional model inputs and traffic data (USDOT 2004). The one-hour LEQ noise level is calculated utilizing peak-hour traffic. The one-hour LEQ noise level is calculated utilizing peak-hour traffic calculations provided in the project-specific trip generation analysis (Fehr & Peers 2021). The onehour LEQ noise level output calculated by the model is equivalent to the LDN (Caltrans 2013b).

Potential future rail noise in the project vicinity was analyzed using the Federal Transit Administration (FTA) Noise Impact Assessment Model, version 1/29/2019 (2019). The spreadsheet enables users to predict noise from combinations of locomotives, rail cars, and at-grade tracks crossing roads.

FMC Willow and Grand Park
S:\PROJECTS\I\IntegralCommunities_00357\IPQ-37 Willow\GIS\InDesign\Fig4_Receivers.indd 00357.00003.001 - CL Modeled Receiver Locations
Figure 4
Source: Urban Arena 2021
R9 R8
R3
R4
R7 R6
R5
Modled Receiver ID
R2
R1
R10
Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 11 3.2 ASSUMPTIONS

3.2.1 Construction
Construction activities would include pavement demolition, grading (including clearing and grubbing), underground utilities, paving, building construction and architectural coatings (e.g., painting).

Construction activities would use a variety of construction equipment, including graders, rubber-tired dozers, loaders/backhoes, excavators, cranes, forklifts, water trucks, vibratory rollers, and pavers. The most intensive construction noise would be during the site demolition, grading, and underground utilities activities, which could involve the simultaneous uses of multiple pieces of heavy equipment.

Approximately 12,680 tons of old asphalt and concrete would be exported during site preparation and approximately 77,700 cubic yards of soil would be imported during grading to raise the building pad elevations. Approximately 1,254 one-way haul truck trips would be required during demolition and 9,713 one-way haul truck trips during grading.

3.2.2 Operation
The potential operational noise sources on the project site include heating, ventilation, and air conditioning (HVAC) systems for the homes and commercial space, and parking lots for the commercial space and transit station. In addition, the project would generate vehicular traffic that would add to noise levels on nearby roadways.

3.2.2.1 Off-Site Traffic Noise
Off-site traffic noise modeling is based on data in the project trip generation and intersection analysis memorandum (Fehr & Peers 2021). Data from the traffic analysis includes traffic estimates for surrounding street segments for the existing (year 2011) and cumulative (year 2035) conditions with and without the project. Table 2, Project Traffic Volumes displays the traffic volumes on surrounding streets.

Anticipated future traffic noise levels are based on the forecasted traffic volumes. Traffic was modeled using the posted speed limit for the residential areas of all roadway segments analyzed. A typical vehicle mix of 96 percent cars and light trucks, 3 percent medium trucks, and 1 percent heavy trucks was used for modeling existing and future noise conditions in the vicinity of the project for all segments.

Table 2

PROJECT TRAFFIC VOLUMES
Roadway Segment
Speed
Limit
(mph)
PM Peak
Traffic Existing
(2011)
PM Peak
Traffic
Existing +
Project
PM Peak Traffic
Cumulative
(2035)
PM Peak
Traffic
Cumulative
+ Project
Thornton Ave.

Gateway Blvd. to Willow St. 45 940 986 2,132 2,178
Willow St. to Spruce St. 35 839 910 2,155 2,226
Spruce St. to Cherry St. 35 1,063 1,129 2,327 2,393
Cherry St. to Newark Blvd. 35 1,367 1,431 1,953 2,017
Newark Blvd. to Cedar Blvd. 35 1,589 1,647 2,327 2,385
Newark Blvd.

Cedar St. to Thornton Ave. 35 1,616 1,623 3,292 3,299
Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 12 Roadway Segment
Speed
Limit
(mph)
PM Peak
Traffic Existing
(2011)
PM Peak
Traffic
Existing +
Project
PM Peak Traffic
Cumulative
(2035)
PM Peak
Traffic
Cumulative
+ Project
Cedar Street
Lake Blvd. to Thornton Ave. 35 1,220 1,221 2,160 2,161
Thornton Ave. to Central Ave. 35 1,097 1,098 1,826 1,827 Cherry St.

Thornton Ave. to Central Ave. 35 910 912 1,784 1,786
Central Ave. to Mowry Ave. 35 1,536 1,555 2,940 2,959
Willow St.

Thornton Ave. to Enterprise Dr. 35 519 640 1,439 1,560
Central Ave.

Cherry St. to Cedar St. 35 909 910 1,614 1.,615
Mowry Ave.

Cherry Street to I-880 35 2,137 2,184 3,717 3,746
Enterprise Dr.

Willow St. to Hickory St. 351 0 57 443 500
Source: Fehr & Peers 2021
ADT = average daily trips; Ave. = Avenue; Blvd. = Boulevard; Dr. = Drive; I-880 = Interstate 880; St. = Street Notes:
1 There is no posted speed limit on Enterprise Drive between Willow Street and Hickory Street. Modeling assumes the speed limit on Enterprise Drive east of Willow Street of 35 mph would apply.

3.2.3 Train Noise and Vibration
The right-of way and train tracks along the north side of the project site are owned by the SamTrans and are part of the proposed Dumbarton Rail Corridor passenger rail line which would provide service across San Francisco Bay between the communities of Menlo Park and Redwood City to the west and Union City and Newark to the east. The Dumbarton Rail Corridor was acquired by the SamTrans in 1988 and several plans for the restoration of the tracks and bridges have been proposed. No plans, schedules, or funding for implementation of rail service in the Dumbarton Rail Corridor have been approved. The PEIR assumed six commuter rail trains per day would eventually use the corridor and stop at the transit station platform. Since the PEIR was adopted, the Dumbarton Transportation Corridor Study (DTCS) was released in August 2017. This study analyzed ten transportation alternatives ranging from improvements to existing highways and highway bridges, to new tracks and rail bridges that would connect to the Caltrain commuter rail system in Redwood City and continue to San Francisco (SamTrans 2017).

Environmental review of the DTCS is in progress at the time of this analysis and no preferred alternative from the DTCS has been publicly identified.

Noise and vibration impacts from trains on residents sited by the project were analyzed for two scenarios. Scenario 1 is the six trains per day assumed in the PEIR, assuming diesel locomotives pulling passenger cars similar to existing trains in use by Caltrain. Scenario 2 is the maximum anticipated rail traffic scenario in the DTCS, which would use diesel or electric multiple-unit trains (self-propelled trains, no locomotives). The maximum daily ridership predicted in the DTCS is 15,300 (SamTrans 2017).

Assuming three-car diesel multiple-unit (DMU) trains similar to those in service for Sonoma-Marin Area Rail Transit, 25 daily trains would be required to carry the maximum anticipated daily ridership. The earliest anticipated train service in the DTCS would start in 2028.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 13 3.2.4 Bus Noise
A future bus stop would be located in the Transit Station, located 80 feet east of the closest PA2 townhomes(see Figure 3). The details of future bus service were not known at the time of this analysis.

Future bus service would be provided by Alameda County Transit District (AC Transit) and would likely comprise the closest two existing bus routes (lines 200 and 251) which provide a combined 48 buses per day and up to 3 buses per hour (AC Transit 2020). Noise impacts on project residences near the Transit Station were analyzed assuming 3 peak hour buses. Traffic within the Transit Station was modeled at 15 mph.

3.3 SIGNIFICANCE CRITERIA
The impact analysis provided below is based on the application of the following thresholds of significance consistent with the PEIR. The project would have a significant impact if it would result in any of the following:

1. Expose persons to or generate noise levels in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies;

2. Expose persons to or generate excessive ground borne vibration or ground borne noise levels;

3. Substantially permanently increase ambient noise levels in the project vicinity above levels existing without the project;

4. Result in a substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project;

5. For a project located within an airport land use plan or, where such a plan has not been adopted, within two miles of a public airport or public use airport, expose people residing or working in the project site to excessive noise levels; and

6. For a project within the vicinity of a private airstrip, expose people residing or working in the project site to excessive noise levels.

The significance of noise and vibration levels, or the increase in noise levels as a result of the project, are based on the following standards from the City General Plan or other agencies, consistent with the standards used to determine significance in the PEIR:
• Temporary Construction Noise: Construction activities which are not authorized by the City through a permit or condition of approval would be subject to the City Municipal Code Section 17.24.100.A.3 which limits the level of allowable construction noise. • Permanent Operational Noise:
o Traffic Noise sources: A substantial direct or cumulative permanent increase in traffic noise could occur if the resulting noise level exceeds the normally acceptable exterior level specified in the City General Plan for the land use affected (60 dBA LDN for single-family Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 14 residences and 65 dBA LDN for multi-family residences), and the resulting noise level increase exceeds any of the following criteria:
 An increase of the existing ambient noise levels by 5 dB or more, where the existing ambient level is less than 60 dBA LDN;
 An increase of the existing ambient noise level by 3 dB or more, where the existing ambient level is 60 to 65 dBA LDN;
 An increase of the existing ambient noise level by 1.5 dB or more, where the existing ambient level is greater than 65 dBA LDN; or
 a significant portion of the noise increase would be the result of the project, and the “cumulative plus project” condition results in a 1 dBA increase in noise over the “cumulative no project” condition.
o Non-Transportation Noise Sources:) The City Municipal Code Section 17.24.100.2.a establishes noise limits for residential property, or commercial property which abuts residential property. Noise levels measured at any point outside of the property plane that exceed 70 dBA between the hours of 7:00 a.m. and 9:00 p.m. or 60 dBA between the hours of 9:00 p.m. and 7:00 a.m. would be significant.
• Construction Groundborne Vibration: The FTA has guidelines and recommendations to limit ground-borne vibration based on the age and/or construction type of the structures near construction activity. Per the FTA, a ground-borne vibration level of 0.2 inch-per-second peak particle velocity (PPV) would be considered the damage threshold criterion for non-engineered timber and masonry buildings (FTA 2018). This analysis assumes a conservative threshold of

0.2-inch-per-second.
• Rail Groundborne Vibration: Based on FTA vibration impact criteria, 80 vibration velocity decibels (VdB) is the applicable maximum acceptable vibration level for residential uses adjacent to a rail corridor with less than 30 vibration events per day passing by the project site (FTA 2018).

4.0 IMPACTS
Noise and vibrations are discussed in Chapter 4.10 of the PEIR prepared for the Bayside Newark TOD Specific Plan (City 2011).

4.1 PEIR IMPACT 4.10-1
Construction related activities could result in temporary noise impacts to nearby noise sensitive receivers (thresholds of significance 1 and 4).

4.1.1 Short-Term Construction Noise Impact Conclusions in the PEIR The PEIR concluded that temporary construction noise impacts to NSLUs in the Specific Plan vicinity and to future residents of the Specific Plan sited prior to full buildout of the Specific Plan would be potentially significant. PEIR Mitigation Measures 4.10-1a and 4.10-1b would limit the hours of Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 15 construction activity and require project applicants to implement a site-specific constructions noise reduction program, and measures to track and respond to noise complaints. Implementation of Mitigation Measures 4.10-1a and 4.10-1b would reduce the impacts to less than significant.

4.1.2 Project Specific Short-Term Construction Noise Impact Analysis Construction activities would result in noise from the use of heavy construction equipment on the project site, from heavy trucks hauling debris from the site and hauling soil and building materials to the site, and from worker and vendor vehicles traveling to and from the site. The equipment to be used in construction of the project has not been determined, but could include backhoes, bulldozers, front loaders, scrapers, graders, compacting equipment, concrete saws, and jackhammers. The loudest equipment anticipated to be used would be a backhoe mounted jackhammer used to breakup old asphalt or concrete. Noise levels from a typical backhoe mounted jackhammer would measure 83 dBA LEQ at 50 feet (FTA 2018). As discussed above, the nearest NSLU are residences approximately 100 feet south of the project site. A backhoe mounted jackhammer would be attenuated to approximately 77 dBA LEQ at 100 feet.

The City Municipal Code Section 17.24.100.3 limits the allowable noise for any individual piece of construction equipment to 83 dBA measured at 25 feet, during the hours between 7:00 a.m. and 7:00 p.m. Monday through Saturday, and 10:00 a.m. to 6:00 p.m. on Sundays and holidays. The ordinance exempts construction noise from activities authorized by a duly issued permit or a condition of approval of a land use entitlement. The project would be required to obtain construction permits (e.g., grading, building), or a condition of approval, which specify that the project’s daytime temporary construction noise would be exempt from the noise ordinance limits, since the project was included as part of the approvals and MMRP requirements in the PEIR. Implementation of Mitigation Measure

4.10-1a from the PEIR would limit the construction activity to the hours between 9:00 a.m. to 7:00 p.m., Monday through Friday, and between 8:00 a.m. to 5:00 p.m. on Saturdays. In addition, Mitigation Measures 4.10-1a and 4.10-1b contain best management practices to reduce, track, and address construction noise. Therefore, the construction of the project would not result in a temporary increase in ambient noise levels. The impact would be less than significant with mitigation incorporated and would not exceed the severity of the impact conclusions in the PEIR.

4.1.2.1 Mitigation Measures
PEIR Mitigation Measure 4.10-1a
To reduce noise impacts due to construction, project applicants shall require construction contractors to implement a site-specific noise reduction program, subject to City review and approval, which includes the following measures, ongoing through demolition, grading, and/or construction:
• Restrict noise-generating activities at the construction site or in areas adjacent to the construction site to the hours of 7:00 a.m. to 7:00 p.m., Monday through Friday, and between 8:00 a.m. to 5:00 p.m. on Saturdays.
• Equipment and trucks used for project construction shall utilize the best available noise control techniques (e.g., improved mufflers, equipment redesign, use of intake silencers, Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 16 ducts, engine enclosures, and acoustically attenuating shields or shrouds, wherever feasible).
• Impact tools (e.g., jack hammers, pavement breakers, and rock drills) used for project construction shall be hydraulically or electronically powered wherever possible to avoid noise associated with compressed air exhaust from pneumatically powered tools.

However, where use of pneumatic tools is unavoidable, an exhaust muffler shall be used; this muffler can lower noise levels from the exhaust by up to about 10 dBA.

External jackets on the tools themselves shall be used where feasible, and this could achieve a reduction of 5 dBA. Quieter procedures shall be used, such as drills rather than impact equipment, whenever feasible.
• Stationary noise sources shall be located as far from adjacent receptors as possible, and they shall be muffled and enclosed within temporary sheds, incorporated insulation barriers, or other measures to the extent feasible.
• If feasible, the noisiest phases of construction shall be limited to less than 10 days at a time.

PEIR Mitigation Measure 4.10-1b
Prior to the issuance of each grading permit, project applicants shall submit to the City Building Inspection Division a list of measures to respond to and track complaints pertaining to construction noise, ongoing throughout demolition, grading, and/or construction. These measures shall include the following:
• A procedure and phone numbers for notifying the City Building Inspection Division staff and Newark Police Department (during regular construction hours and off-hours); • A sign posted onsite pertaining the permitted construction days and hours and complaint procedures and who to notify in the event of a problem. The sign shall also include a listing of both the City and construction contractor’s telephone numbers (during regular construction hours and off-hours);
• The designation of an onsite construction complaint and enforcement manager for the project. The manager shall act as a liaison between the project and its neighbors (including onsite residents). The manager’s responsibilities and authority shall include the following:
o An active role in monitoring project compliance with respect to noise; o Ability to reschedule noisy construction activities to reduce effects on surrounding noise sensitive receivers;
o Site supervision of all potential sources of noise (e.g., material delivery, shouting, debris box pick-up and delivery) for all trades; and
o Intervening or discussing mitigation options with contractors.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 17 • Notification of neighbors and occupants within 300 feet of the project construction area at least 30 days in advance of construction activities regarding the details and estimated duration of the activity; and
• A preconstruction meeting shall be held with the job inspectors and the general contractor/onsite project manager to confirm that noise measures and practices (including construction hours, neighborhood notification, posted signs, etc.) are completed.

4.2 PEIR IMPACT 4.10-2
Development associated with implementation of the proposed project could result in temporary vibration impacts to nearby noise sensitive receptors during grading and construction activities (threshold of significance 2).

4.2.1 Vibration Impact Conclusions in the PEIR
The PEIR concluded that construction activities associated with implementation of the Specific Plan could require the use of impact pile drivers and the vibration impacts would be potentially significant.

PEIR Mitigation Measure 4.10-2 would require alternatives to impact pile drivers be used where feasible, or a project specific vibration analysis if pile driving activities would occur with 25 feet of an occupied structure. PEIR Mitigation Measure 4.10-2 would reduce impacts to less than significant.

4.2.2 Project Specific Vibration Impact Analysis

4.2.2.1 Construction Vibration
The project’s building foundation design and installation method has not been determined at the time of this analysis. Based on the size and height of the proposed project PA1 six-story building and fourstory townhomes along Enterprise Drive and the soil typical of the project site, the building foundations may require support by deep piles. Impact driven piles could result in vibrations as high as 1.52 inches per second PPV at a distance of 25 feet (Caltrans 2013a). The closest vibration sensitive land use to potential pile driving activity would be approximately 180 feet across Enterprise drive to the south. A

1.52 inches per second PPV vibration level would equal approximately 0.17 inches per second PPV at a distance of 160 feet.
1 This would be lower than the 0.2-inches per second PPV FTA threshold for nonengineered wood and masonry structures. In addition, PEIR Mitigation Measure 4.10-2 requires alternatives to impact pile drivers to be used wherever possible, notification of all occupied residences within 300 feet of pile driving activities, and a site-specific vibration analysis if pile driving would be required with 25 feet of an occupied structure.

Another potential source of vibration during project construction activities would be a vibratory roller, which may be used within 100 feet of the nearest off-site residences to the south. A vibratory roller could create vibrations as high as 0.210 inches per second PPV at a distance of 25 feet (Caltrans 2013a).

A 0.210 inches per second PPV vibration level would equal approximately 0.046 inches per second PPV 1 Equipment PPV = Reference PPV * (25/D)n (in/sec), where Reference PPV is PPV at 25 feet, D is distance from equipment to the receiver in feet, and n = 1.1 (the value related to the attenuation rate through typical soil); formula from Caltrans 2013a.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 18 at a distance of 100 feet.1 This would be lower than the 0.2 inches per second PPV FTA threshold for non-engineered wood and masonry structures.

Therefore, although vibrations from pile driving and vibratory rollers may be perceptible to nearby receptors, with implementation of PEIR Mitigation Measure 4.10-2, temporary groundborne vibration impacts associated with project construction would be less than significant and would not exceed the severity of the impact conclusions in the PEIR.

4.2.2.2 Railroad Vibration
Potential groundborne vibration from trains was estimated following the general vibration assessment methodology in the FTA Transit Noise and Vibration Impact Assessment Manual (FTA 2018). Vibrations are calculated for a single event of a train passing by. Vibrations from trains were calculated for two possible future scenarios: Scenario 1, a diesel locomotive pulling five or six passenger cars; and Scenario 2, a DMU train with one powered passenger car pulling two unpowered passenger cars.

The closest project residential buildings to the potential future railroad tracks would be 50 feet from the center of the right-of-way. Trains were assumed to be traveling at an average of 25 mph as they slow down or speed up approaching the future platform in the Transit Station. The FTA vibration calculation method provides adjustments for project specific conditions: for a speed lower than the 50-mph standard, an adjustment of minus 6 dBA (for 25 mph); for wood framed residential buildings, an adjustment of minus 5 dBA; for resonance from the floors, wall and ceilings, an adjustment of plus 6 dBA; and for second floor living spaces, an adjustment of minus 4 dBA. The FTA methodology accounts for reduced vibrations from DMU trains by applying a minus 5 dBA adjustment. The predicted groundborne vibration level for a train pass-by event would be 78.7 VdB for a diesel locomotive commuter train (Scenario 1) and 73.7 VdB for a DMU train (Scenario 2). The full train vibration calculations are included in Appendix B, Train Vibration Calculations, to this report. These vibrations would be below the FTA standard of 80 VdB for rail lines with less than 30 vibration events per day.

Therefore, future residents of the project would not be subject to excessive groundborne vibrations from future passenger trains.

4.2.2.3 Mitigation Measures
PEIR Mitigation Measure 4.10-2
If pile driving is required for building construction, construction contractors shall incorporate the following additional requirements:
• Wherever possible, sonic or vibratory pole drivers shall be used instead of impact pile drivers (sonic pile drivers are only effective in certain soils). • Engine and pneumatic exhaust controls on pile drivers shall be required as necessary to ensure that exhaust noise from pile driver engines are minimized to the extent feasible. • Where feasible, pile holes will be pre-drilled to reduced potential noise and vibration impacts.
• Occupied residences within 300 feet of pile driving activities shall be notified of pile-driving activities at least two weeks prior to the commencement of pile driving.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 19 • Should pile driving activities take place within 25 feet of an occupied structure, a sitespecific vibration impact analysis shall be conducted to ensure vibration levels do not exceed 0.2 inches per second PPV.

4.3 PEIR IMPACT 4.10-3
Implementation of the proposed project would not result in an increase in onsite ambient noise levels due to operational noise impacts (thresholds of significance 1, 3, 5 and 6).

4.3.1 Impacts from Residential Sources Conclusions in the PEIR The PEIR concluded that noise from residential stationary sources (e.g., children playing, pets, amplified music, mechanical equipment, car repair, home repair) would primarily occur during the “daytime” activity hours. Noise impacts to surrounding uses associated with implementation of the Specific Plan would be consistent with the surrounding residential uses and impacts would be less than significant.

4.3.2 Project-Specific Residential Sources Analysis
The project residential uses would be consistent with the residential uses analyzed in the PEIR.

Therefore, residential stationary noise sources, including HVAC systems (e.g., mechanical equipment) would not result in noise levels higher than that anticipated in the PEIR.

Further, the project would ensure that residential HVAC sources would not exceed 45 dBA LDN for interior habitable space prior to building occupancy, as noted in Section 1.4 of this report. Therefore, the impact would be less than significant and would not exceed the severity of the impact conclusions in the PEIR.

Mitigation Measures
No mitigation would be required.

4.3.3 Impacts from Non-Residential Sources Conclusions in the PEIR The PEIR concluded that the Specific Plan proposes the development of residential, commercial, and office uses in an area that is currently adjacent to existing commercial and residential uses. As such, the increase in ambient noise levels is anticipated to generate noise levels similar to the surrounding developments. Where new development would abut sensitive uses such as residences, the Specific Plan includes design guidelines and development standards that are aimed at reducing impacts, including building orientation, landscaped setbacks, and location of appropriate uses. By providing the necessary regulatory and design guidance, the proposed project ensures that future development of parcels within the Specific Plan area would not result in significant impacts. Any new stationary noise source would be required to provide adequate sound attenuation such that City noise standards are achieved.

Compliance with the City’s standards and the Specific Plan development standards would reduce potential stationary source noise impacts to less than significant levels.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 20 4.3.4 Project-Specific Non-Residential Sources Analysis The project’s commercial/retail uses would be consistent with the non-residential uses analyzed in the PEIR. Therefore, commercial stationary noise sources, including heating, ventilation, and HVAC systems (e.g., mechanical equipment) would not result in noise levels higher than that anticipated in the PEIR.

Noise from cars and buses (three buses per hour) approaching and circulating in the bus area (the 4-lane entrance drive and within the Transit Station), and driving on Willow Street and Enterprise Drive was modeled as described in Section 3.2. Peak hourly cars utilizing the entrance drive were estimated using the trip generation data from the transportation memorandum assuming 42 percent of project trips from the residential units (157 units in PA1 and PA2 out of the 370 total project units) and all of the commercial trips would utilize the entrance drive (59 peak hour trips; Fehr & Peers 2021).

Noise levels were predicted at receiver locations in the exterior spaces of the closest project residences to the Transit Station and Willow Street: ground level patios for the PA2 townhomes and second floor residences in the PA1 mixed-use building, (see Figure 4). The predicted noise levels for the modeled receiver locations are shown in Table 3, Predicted Car and Bus Noise for Project Residences. As shown in Table 3, the highest predicted noise level from the cars and buses using the entrance drive and vehicles on Willow Street would be 61.1 dBA LDN at location R4 and would not exceed the City normally acceptable standard of 65 dBA LDN. The model output tables are included in Appendix C, Project Residence Noise Modeling Output, to this report. Therefore, the impact would be less than significant and would not exceed the impact severity of the conclusion in the PEIR.

Table 3

PREDICTED CAR AND BUS NOISE FOR PROJECT RESIDENCES
Reveiver ID Location Noise Level (dBA LDN)
R1 PA1 Mixed Use on Willow Street 55.2
R2 PA1 Mixed Use on Willow Street 55.8
R3 PA1 Mixed Use on Willow Street 57.8
R4 PA1 Mixed Use on Willow Street 61.1
Source: CadnaA

4.3.4.1 Mitigation Measures
No mitigation would be required.

4.3.5 Impacts from Train Noise Conclusions in the PEIR
The PEIR concluded that the impacts on project residences related to noise from future trains would be potentially significant. Mitigation Measure 4.10-3 requires a project-specific acoustical study and identification of noise reduction measures to reduce noise levels, if necessary, to reduce noise to a less than significant level.

4.3.6 Project-Specific Train Noise Analysis
The railroad tracks in the right-of-way along the project’s northern boundary are not currently active, and there are no currently approved proposals to resume train traffic in the right-of-way. However, there is a potential for future passenger rail service, which could result in noise impacts on future Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 21 project residents. Potential future noise from passenger trains was modeled for two scenarios, as described in Section 3.0, above. The modeling conservatively assumes that all future train traffic would stop at the proposed platform adjacent to the Transit Station and continue east, crossing Willow Street at-grade. Trains approaching an at-grade crossing are required to sound their warning horns before reaching the crossing. In addition, the at-grade crossing would be equipped with an audible warning device when the roadway barriers are lowered. Due to the high density of existing and planned residential land uses along the DRC in the Newark area, if future regular passenger service on the DRC were to commence it is reasonable to assume that the operator of the future rail service and/or the City would install upgraded traffic and vehicle barriers and seek designation of the area around the Willow Street crossing as a “quiet zone” by the Federal Railroad Administration (FRA). A quiet zone is an FRA exemption to the rule requiring trains to sound their horns when approaching public highway-rail grade crossings. Within a quiet zone, train crews can still sound train horns in emergency situations or for safety reasons, but routine sounding of horns on approach to a crossing is prohibited.

Potential noise from future trains and from the at-grade crossing warning devices at Willow Street, was modeled using the FTA Noise Impact Assessment Model. The highest predicted noise levels would be in the exterior spaces of the PA2 townhome closest to the railroad tracks in the northeastern portion of the project site. This residence would be approximately 50 feet from the railroad track centerline and 500 feet from the Willow Street at-grade crossing. For Scenario 1, six commuter trains per day, the highest predicted exterior noise level is 58 dBA LDN. For Scenario 2, 25 DMU trains per day, the highest predicted exterior noise level is 56 dBA LDN. Printouts of the model sheet are included in Appendix D, FTA Rail Model Output, to this report.

The predicted future train noise levels would not exceed the City standard of 65 dBA LDN for multi-family residential exterior spaces. Because the residence location analyzed would be the closest to the railroad track and also the closest to the at-grade crossing at Willow Street, all other project residences, and their outdoor spaces, would experience less noise from trains than the analyzed location. In addition, an 8-foot masonry unit sound wall is planned between the PA2 Townhomes and the DRC which would further reduce noise in ground-level exterior spaces. Therefore, train noise levels predicted for exterior spaces of all project residences would be less than the City standard of 65 dBA LDN.

The PEIR Mitigation Measure 4.10-3 requires an acoustical assessment and identification of noise reduction measures (e.g., building wall, door, and window Sound Transmission Class [STC] ratings) prior to issuing building permits. Because the assessment of train noise indicates that the City noise standards would not be exceeded, the requirements of PEIR Mitigation Measure 4.10-3 are met and the possible noise reduction measures listed in the mitigation measure would not be needed. The impact would be less than significant and would not exceed the impact severity of conclusions in the PEIR.

4.3.6.1 Mitigation Measures
The PEIR included Mitigation Measure 4.10-3, which requires an acoustical assessment and identification of noise reduction measures prior to issuing building permits. As described in the impact analysis above, an assessment of future noise predicts that noise from trains and at-grade crossing warning devices would not exceed the City standard for residential multi-family outdoor noise level provided that the future rail service operator and/or the City implements a “quiet zone.” Therefore, no mitigation is required.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 22 4.3.7 Impacts from Airport Noise Conclusions in the PEIR The PEIR concluded that the Specific Plan area is not located within two miles of an airport or within an airport land use plan area and would not be exposed to excessive noise from aircraft, and the impact would less than significant.

4.3.8 Project-Specific Airport Noise Analysis
The closest airport or private airstrip to the project site is the Palo Alto Airport, approximately 4.5 miles southwest of the project. The project site is not within the airport influence area or the 55 dBA CNEL noise contour for the Palo Alto Airport (Santa Clara County 2016). Commercial aircraft fly over the project site at altitudes between 4,000 and 10,000 feet above sea level while approaching or departing the three major commercial airports in the Bay Area: the San Francisco International Airport (approximately 18 miles northwest); the Oakland International Airport (approximately 15 miles northwest); and the Norman Mineta San Jose International Airport (approximately 12 miles southeast).

According to the noise exposure maps for the three airports, the project site in not within the 65 dBA CNEL contour for any of the airports (San Francisco 2015; Port of Oakland 2006; San Jose 2009).

Therefore, the project would not expose people residing or working in the project area to excessive noise levels from airports. The impact would be less than significant and would not exceed the impact severity of the conclusions in the PEIR.

4.3.8.1 Mitigation Measures
No mitigation would be required.

4.4 PEIR IMPACT 4.10-4
Traffic generated by the proposed project could significantly contribute to existing traffic noise in the area or exceed the City’s established standards (threshold of significance 3).

4.4.1 Traffic Noise Conclusions in the PEIR
The PEIR concluded that traffic noise increases on Willow Street between Thornton Avenue and Central Avenue would be potentially significant. The land uses analyzed in the PEIR included medium-, medium/high-, and high-density residential uses along Willow Street which necessitated the inclusion of PEIR Mitigation Measure 4.10-4, which required a reduction in the speed limit on Willow Street to 25 mph to reduce impacts to a less-than-significant level.

4.4.2 Project-Specific Traffic Noise Analysis
TNM software was used to calculate the noise levels at the nearest NSLUs for roadway segments in the project vicinity (including the portion of Willow Street that is adjacent to the proposed project site) for the following scenarios: Existing (year 2011 from the PEIR), Existing plus Project, Cumulative (year 2035), and Cumulative plus Project. The off-site roadway modeling represents a conservative analysis that does not account for topography or attenuation provided by existing structures. Table 4, Off-site Traffic Noise Levels, presents the predicted noise levels and changes in LDN as a result of the project. Cumulative impacts are discussed under Section 4.5.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 23 Table 4

OFF-SITE TRAFFIC NOISE LEVELS
Distance to
Nearest LDN at Nearest NSLU
Roadway Segment NSLU NSLU Existing (2011) Cumulative (2035) (feet)1 Type 2011 2011 +
Project
Change in
LDN
2035 2035 +
Project
Change in
LDN
Thornton Ave.

Gateway Blvd. to Willow St. 70 SF 63.3 63.4 0.3 66.9 67.0 0.1 Willow St. to Spruce St. 40 SF 65.3 65.7 0.4 69.3 69.6 0.3 Spruce St. to Cherry St. 40 SF 66.4 66.7 0.3 69.8 69.9 0.1 Cherry St. to Newark Blvd. 45 SF 66.9 67.1 0.1 68.5 68.6 0.1 Newark Blvd. to Cedar Blvd. 45 SF 67.6 67.7 0.1 69.2 69.3 0.1 Newark Blvd.

Cedar St. to Thornton Ave. 50 SF 67.1 67.2 0.1 70.2 70.2 <0.1 Cedar St.

Lake Blvd. to Thornton Ave. 50 SF 65.9 65.9 <0.1 68.4 68.4 <0.1 Thornton Ave. to Central Ave. 35 SF 67.1 67.1 <0.1 69.3 69.3 <0.1 Cherry Street
Thornton Ave. to Central Ave. 50 SF 64.6 64.7 0.1 67.6 67.6 <0.1 Central Ave. to Mowry Ave. 45 SF 67.4 67.5 0.1 70.0 70.0 <0.1 Willow St.

Thornton Ave. to Enterprise Dr. 60 SF 61.4 62.3 0.9 64.4 64.8 0.4 Central Ave.

Cherry St. to Cedar St. 45 SF 65.1 65.1 <0.1 67.6 67.6 <0.1 Mowry Ave.

Cherry Street to I-880 50 SF 68.4 68.5 0.1 70.4 70.4 <0.1 Enterprise Dr.2
Willow St. to Hickory St. 50 MF - - - 61.6 62.1 0.5
Source: TNM version 2.5
Ave. = Avenue; Blvd. = Boulevard; Dr. = Drive; I-880 = Interstate 880; MF = Multi-Family Residential; NSLU = Noise Sensitive Land Use; SF = Single-Family Residential; St. = Street
Notes:
1 Distance measured from roadway centerline. 2 No NLSU and no traffic occur along Enterprise Drive for the segment between Willow Street and Hickory Street under existing conditions.

As shown in Table 4, the existing 60 dBA LDN exterior noise standard for single-family residences would be exceeded for all roadway segments with or without the project. Under Existing + Project conditions, the highest predicted change in ambient noise for roadway segments that include existing adjacent NSLU would be 0.9 dBA LDN on Willow Street. This change in permanent ambient noise level would not exceed the criterion of a 3.0 dBA or more increase where the existing ambient level is between 60 and 65 dBA LDN. Therefore, the impact would be less than significant and would not exceed the severity of the impact conclusions in the PEIR.

4.4.2.1 Mitigation Measures
No mitigation would be required.

Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 24 4.5 PEIR IMPACT 4.10-5
Implementation of the proposed project and other related cumulative projects anticipated by the General Plan, as most recently updated, could result in cumulatively considerable noise impacts (threshold of significance 3).

4.5.1 Cumulative Traffic Noise Impact Conclusions in the PEIR The PEIR concluded that traffic noise increases on Willow Street between Thornton Avenue and Central Avenue would result in a potentially cumulatively considerable impact. The land uses analyzed in the PEIR included medium-, medium/high-, and high-density residential uses along Willow Street which necessitated the inclusion of the PEIR Mitigation Measure 4.10-4 which required a reduction in the speed limit on Willow Street to 25 mph and would reduce the cumulative impact to a less than significant. The PEIR concluded that the impact would be less than significant with mitigation incorporated.

4.5.2 Project-Specific Cumulative Traffic Noise Analysis As shown in Table 3, the 60 dBA LDN exterior noise standard for single-family residences would be exceeded for all roadway segments under baseline cumulative conditions (without the project). The highest predicted change in cumulative noise level as a result of the project would be 0.5 dBA LDN on Enterprise Drive. This change in permanent ambient noise level would not exceed the cumulative criterion of a 1 dBA or more increase above the ‘cumulative no project’ condition.

Project-specific modeling was conducted for future residents of the project that would be located along Willow Street as close as 120 feet from the roadway centerline, and along Enterprise Drive as close as 50 feet from the roadway centerline. As shown in Table 4, the traffic noise from traffic for the Cumulative (year 2035) plus project scenario (the scenario with the highest traffic levels), at street level was estimated to be 64.8 dBA LDN on Willow Street and 64.2 dBA LDN on Enterprise Drive.

Additional modeling was conducted to estimate noise levels at the third-floor exterior spaces of the affordable housing units in the northeastern portion of the project site along Willow Street and ground floor exterior spaces for the townhomes along Enterprise Drive (see Figure 4). Units on higher floors would have lower exterior noise levels. The modeling software, input, and assumptions are described in Section 3.0, above. The predicted noise level from traffic for the modeled receivers is shown in Table 5, Predicted Traffic for Project Residences.

Table 5

PREDICTED TRAFFIC FOR PROJECT RESIDENCES
Receiver ID Location Noise Level (dBA LDN)
R5 Along Willow Street 64.8
R6 Along Enterprise Drive 64.2
R7 Along Enterprise Drive 62.2
R8 Along Enterprise Drive 61.7
R9 Along Enterprise Drive 61.5
R10 Along Enterprise Drive 60.6
Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 25 As shown in Table 5, the maximum estimated exterior noise for second-floor exterior spaces of the affordable housing units along Willow Street and ground floor levels for the townhomes along Enterprise Drive are predicted to be 64.8 dBA LDN. This modeled estimate would not exceed the City normally acceptable standard of 65 dBA LDN for multi-family residential exterior spaces. The model output tables are included in Appendix C.

The PEIR Mitigation Measure 4.10-4 would require the applicant to work with the City to reduce the speed limit on Willow Street to 25 mph. However, the project site plan has been revised since the analysis in the PEIR has been conducted. Because the assessment of project and cumulative traffic noise indicates that the City noise standards would not be exceeded for project residences proposed along Willow Street, the requirements of PEIR Mitigation Measure 4.10-4 would not be needed. The impact would be less than significant and would not exceed the severity of the impact conclusions in the PEIR.

4.5.2.1 Mitigation Measures
The PEIR included Mitigation Measure 4.10-4, which required the applicant to work with the City to reduce the speed limit on Willow Street to 25 mph. As described in the impact analysis above, an assessment of future project and cumulative traffic noise predicts that exterior noise levels for project residents would not exceed the City standard for residential multi-family outdoor noise level. Therefore, no mitigation would be required.

5.0 LIST OF PREPARERS
Martin Rolph Noise Specialist
Charles Terry Principal Acoustician
Joanne M. Dramko, AICP Principal Noise Specialist, QAQC Lesley Owning Project Manager
Noise Assessment Technical Report for the FMC Willow and Grand Park Project | December 2021 26 6.0 REFERENCES
Alameda County Transit District (AC Transit). 2020. Maps and Schedules. Available at:
http://www.actransit.org/maps/index.php?line=200&Go=Go#. Accessed June 9, 2020.

California Department of Transportation (Caltrans). 2013a. Transportation and Construction Vibration Guidance Manual, September. Available at: http://website.dot.ca.gov/env/noise/docs/tcvgmsep2013.pdf. 2013b. Technical Noise Supplement (TeNS) to the Traffic Noise Protocol. September. Available at: http://www.dot.ca.gov/hq/env/noise/pub/TeNS_Sept_2013B.pdf.

City of Newark (City). 2013. Newark California General Plan. Available at:
http://www.newark.org/home/showdocument?id=76. Adopted December 12, 2013. 2011. Bayside Newark Transit Oriented Development Specific Plan Final Environmental Impact Report. July.

Federal Transit Administration (FTA). 2018. Transit Noise and Vibration Impact Assessment. Available at:
https://www.transit.dot.gov/sites/fta.dot.gov/files/docs/research-innovation/118131/transitnoise-and-vibration-impact-assessment-manual-fta-report-no-0123_0.pdf.

Fehr & Peers. 2021. Trip Generation and Intersection Operations Analysis – FMC Willow and Grand Park Project. November 19.

Port of Oakland. 2006. Oakland International Airport Master Plan Community Noise Equivalent Level (CNEL) Contours 2004 and 2010. Available at: https://www.oaklandairport.com/wpcontent/uploads/2016/05/2010_CNEL_v_2004.pdf.

San Francisco, City and County of. 2015. San Francisco International Airport 2019 Noise Exposure Map.

Available at: https://media.flysfo.com/media/sfo/noise-abatement/sfo_p150_2019-nem-36x24- plot-signed_ada.pdf.

San Jose, City of. 2009. Envisions San Jose 2040 General Plan Comprehensive Update Noise Background Report. Available at: http://www.sanjoseca.gov/documentcenter/view/511.

San Mateo County Transit District (SamTrans). 2017. Dumbarton Transportation Corridor Study Final Report. November. Available at:
https://www.samtrans.com/Assets/Dumbarton+Rail+Corridor/PDFs/171120+DTCS+- +Full+Report.pdf.

Santa Clara, County of (2016). Palo Alto Airport Comprehensive Land Use Plan. Available at:
https://www.sccgov.org/sites/dpd/DocsForms/Documents/ALUC_PAO_CLUP.pdf.

U.S. Department of Transportation (USDOT). 2004. Traffic Noise Model Version 2.5. Available at:
https://www.fhwa.dot.gov/environment/noise/traffic_noise_model/tnm_v25/.

Appendix A
Noise Measurement Sheets
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Appendix B
Train Vibration Calculations
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Groundborne Vibrations from Passenger Trains
Distance (feet) 50
Speed (mph) 25
VdB
VdB (Locomotive, 50 mph) 83.8
Speed Adjustment ‐6.0
Path Adjustments
Wood Frame Coupling ‐5
Receiver Adjustments
Floor Resonance 6
2nd floor attenuation ‐4
Locomotive Driven Passenger Train 78.7
DMU Train (‐5 dB) 73.7
Notes:

1. Source: FTA TRANSIT NOISE AND VIBRATION IMPACT ASSESSMENT MANUAL (2018).

2. Calculations based on a locomotive driven passenger train operating at an average of 25 mph on at‐grade, ballast and tie track with welded rail.

2. Vibration decibel Level (Lv) for a diesel locomotive driven passenger train:

VdB = 92.28 + 14.81log(D) ‐ 14.17log(D)^2 + 1.65log(D)^3; where D = distance from the track centerline to the receiver.

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Appendix C
Project Residence Noise Modeling
Output
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CadnaA Road Source Table
Name M. ID Lme exact Count Data Speed Limit
Day Evening Night M p (%) Auto Truck
(dBA) (dBA) (dBA) Day Evening Night Day Evening Night (km/h) (km/h) Willow Street Road01 63 0 0 1560 0 0 4 0 0 56
Enterpirse Drive Road01 58.1 0 0 500 0 0 4 0 0 56
Entrance Drive Road01 45.7 0 0 59 0 0 5 0 0 40
Bus Loop Road01 43.5 0 0 3 0 0 100 0 0 24
CadnaA Receiver Table
Name M. ID Level Lr Limit. Value Land Use Height Coordinates Day Night Day Night Type Auto Noise Type X Y Z(dBA) (dBA) (dBA) (dBA) (m) (m) (m) (m) R1 R1 55.2 ‐70.2 0 0 x Total 1.52 r 583750.83 4153324.38 1.52 R2 R2 55.8 ‐67.4 0 0 x Total 1.52 r 583760.24 4153300.47 1.52 R3 R3 57.8 ‐64.5 0 0 x Total 7 r 583812.53 4153295.82 7 R4 R4 61.1 ‐64.9 0 0 x Total 7 r 583861.03 4153304.8 7
R5 R5 64.8 ‐65.6 0 0 x Total 10.7 r 583894.01 4153303.84 10.7 R6 R6 64.2 ‐65 0 0 x Total 1.52 r 583915.66 4153214.26 1.52R7 R7 62.2 ‐65.6 0 0 x Total 1.52 r 583847.18 4153185.04 1.52 R8 R8 61.7 ‐65.9 0 0 x Total 1.52 r 583791.35 4153161.38 1.52 R9 R9 61.5 ‐66.1 0 0 x Total 1.52 r 583733.45 4153136.32 1.52 R10 R10 60.6 ‐66.8 0 0 x Total 1.52 r 583659.25 4153104.37 1.52 Appendix D
FTA Rail Model Output
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Federal Transit Administration
Noise Impact Assessment Spreadsheet
version: 1/29/2019
Project: FMC Willow Scenario 1
Project Results Summary
Existing Ldn: 65 dBA
Total Project Ldn: 58 dBA
Receiver Parameters Total Noise Exposure: 66 dBA
Receiver: Receiver 1 Increase: 1 dB
Land Use Category: 2. Residential Impact?: None
Existing Noise (Measured or Generic Value): 65 dBA
Distance to Impact Contours
Dist to Mod. Impact Contour: ---
Dist to Sev. Impact Contour: ---
Noise Source Parameters
Number of Noise Sources: 3
Noise Source Parameters Source 1
Source Type: Fixed Guideway
Specific Source: Diesel Electric Locomotive Source 1 Results Daytime hrs Avg. Number of Locos/train 1 Leq(day): 54.6 dBA Speed (mph) 25 Leq(night): 49.8 dBA
Avg. Number of Events/hr 0.33 Ldn: 57.3 dBA
Nighttime hrs Avg. Number of Locos/train 1
Speed (mph) 25
Avg. Number of Events/hr 0.11
Distance Distance from Source to Receiver (ft) 50
Number of Intervening Rows of Buildings 0
Adjustments
Noise Source Parameters Source 2
Source Type: Fixed Guideway
Specific Source: Rail Car Source 2 Results
Daytime hrs Avg. Number of Rail Cars/train 6 Leq(day): 46.3 dBA Speed (mph) 25 Leq(night): 41.6 dBA
Avg. Number of Events/hr 0.33 Ldn: 49.1 dBA
Incremental Ldn (Src 1-2): 57.9 dBA
Nighttime hrs Avg. Number of Rail Cars/train 6
Speed (mph) 25
Avg. Number of Events/hr 0.11
Distance Distance from Source to Receiver (ft) 50
Number of Intervening Rows of Buildings 0
Adjustments Noise Barrier? No
Joint Track/Crossover? No
Embedded Track? Yes
Aerial Structure? No
Noise Source Parameters Source 3
Source Type: Fixed Guideway
Specific Source: Transit warning device Source 3 Results Daytime hrs Leq(day): 40.6 dBA
Speed (mph) 25 Leq(night): 35.8 dBA
Avg. Number of Events/hr 0.33 Ldn: 43.3 dBA
Incremental Ldn (Src 1-3): 58.1 dBA
Nighttime hrs
Speed (mph) 25
Avg. Number of Events/hr 0.11
Distance Distance from Source to Receiver (ft) 500
Number of Intervening Rows of Buildings 0
Adjustments
Federal Transit Administration
Noise Impact Assessment Spreadsheet
version: 1/29/2019
Project: FMC Willow Scenario 2
Project Results Summary
Existing Ldn: 65 dBA
Total Project Ldn: 56 dBA
Receiver Parameters Total Noise Exposure: 66 dBA
Receiver: Receiver 1 Increase: 1 dB
Land Use Category: 2. Residential Impact?: None
Existing Noise (Measured or Generic Value): 65 dBA
Distance to Impact Contours
Dist to Mod. Impact Contour: ---
Dist to Sev. Impact Contour: ---
Noise Source Parameters
Number of Noise Sources: 3
Noise Source Parameters Source 1
Source Type: Fixed Guideway
Specific Source: Diesel Multiple Unit (DMU) Source 1 Results Daytime hrs Avg. Number of DMU's/train 1 Leq(day): 50.9 dBA Speed (mph) 25 Leq(night): 45.8 dBA
Avg. Number of Events/hr 1.4 Ldn: 53.4 dBA
Nighttime hrs Avg. Number of DMU's/train 1
Speed (mph) 25
Avg. Number of Events/hr 0.44
Distance Distance from Source to Receiver (ft) 50
Number of Intervening Rows of Buildings 0
Adjustments
Noise Source Parameters Source 2
Source Type: Fixed Guideway
Specific Source: Rail Car Source 2 Results
Daytime hrs Avg. Number of Rail Cars/train 2 Leq(day): 47.9 dBA Speed (mph) 25 Leq(night): 42.8 dBA
Avg. Number of Events/hr 1.4 Ldn: 50.4 dBA
Incremental Ldn (Src 1-2): 55.2 dBA
Nighttime hrs Avg. Number of Rail Cars/train 2
Speed (mph) 25
Avg. Number of Events/hr 0.44
Distance Distance from Source to Receiver (ft) 50
Number of Intervening Rows of Buildings 0
Adjustments Noise Barrier? No
Joint Track/Crossover? No
Embedded Track? Yes
Aerial Structure? No
Noise Source Parameters Source 3
Source Type: Fixed Guideway
Specific Source: Transit warning device Source 3 Results Daytime hrs Leq(day): 46.9 dBA
Speed (mph) 25 Leq(night): 41.8 dBA
Avg. Number of Events/hr 1.4 Ldn: 49.4 dBA
Incremental Ldn (Src 1-3): 56.2 dBA
Nighttime hrs
Speed (mph) 25
Avg. Number of Events/hr 0.44
Distance Distance from Source to Receiver (ft) 500
Number of Intervening Rows of Buildings 0
Adjustments
Appendix G
Trip Generation and Intersection Operations Analysis
Memorandum for the
FMC Willow and Grand Park Project
2201 Broadway | Suite 602 | Oakland, CA 94612 | (510) 834-3200 | Fax (510) 253-0059 www.fehrandpeers.com

DRAFT MEMORANDUM
Date: November 19, 2021
To: Lesley Owning, HELIX Environmental Planning, Inc.

From: Jordan Brooks and Rob Rees, Fehr & Peers
Subject: Trip Generation and Intersection Operations Analysis – FMC Willow and Grand Park Project
OK19-0325
This memorandum presents the findings of the trip generation and intersection operations analysis prepared for the FMC Willow and Grand Park Project (formerly the Willow Street Mixed-Use Project) in Newark, CA (Project). Parking was not evaluated because it is our understanding that the Project meets the parking requirements and no additional studies are needed. The Project proposes construction of mixed-use affordable housing and retail space, as well as market-rate townhomes, a 5-acre park, and a bus transit station. Construction would take place on a currently vacant parcel northwest of the intersection of Willow Street and Enterprise Drive in the City of Newark. The Project site is part of a larger development area addressed in the Dumbarton Transit Oriented Development Specific Plan Final Environmental Impact Report (SP EIR) (Final EIR – July 2011).

PROJECT DESCRIPTION
Proposed construction of the Project includes a bus transit station with about 72 parking spaces, 279 market-rate townhomes, 91 affordable housing units, 4,000 square feet of retail space, a 5-acre park (Grand Park), and a 1,485-square-foot community building. There would be on-street parking spaces along both Willow Street and Enterprise Drive fronting the Project site.

Note that the analysis presented in this technical memorandum considers a slightly larger project than what is currently proposed. The differences between the current Project and that evaluated in this memorandum is shown in Table 1. As a result, the current Project is expected to have slightly less impact on the transportation network than the Project presented in this memorandum.

Lesley Owning
November 19, 2021

Page 2 of 8 ends

Table 1: FMC Willow and Grand Park Project
Land Use
Project
Evaluated in
Memorandum
Current
Project
Description
Difference
Townhomes/Condos/Apartments 289 DU 279 DU -10 DU
Townhomes/Condos/Apartments (Affordable) 88 DU 91 DU +3 DU Retail/Commercial 12,100 SF 4,000 SF -8,100 SF
Community Building 2,000 SF 1,485 SF -515 SF
Park 5 acres 5 acres 0 acres
Bus Transit Station 72 spaces 72 spaces 0 spaces
Sources: Fehr and Peers, 2021.

PROJECT TRIP GENERATION
Trip generation is the process of estimating vehicles that would likely access the Project. Trip generation for the SP EIR was estimated using methods, formulas, and rates presented by Institute of Transportation Engineers (ITE) in the Trip Generation Manual, 8th Edition. To remain consistent with the SP EIR, Project trip generation was also estimated using the Trip Generation Manual, 8th Edition. Consistent with FMC Parcel C Project analysis, Trip Generation Manual, 9th Edition was used to estimate trip generation for land uses that were not evaluated in the SP EIR, except for the bus transit center, which used the Trip Generation Manual, 10th Edition because data was not available from earlier editions. Also consistent with the SP EIR, this analysis assumes nine percent of the traffic generated by the proposed residential development would remain internal to the SP area and 80 percent of the vehicle trips generated by commercial uses would be internal to the SP area.

The proposed Project would be located less than a half-mile from the future Dumbarton Rail Transit Station, and it would construct the bus transit station element of the Rail Station. Considering the proximity of the Project to the future Dumbarton Rail Transit Station, some Project trips are likely to shift to transit. However, the future of the Dumbarton Rail line is uncertain due to funding constraints. Therefore, as a reasonable worst-case scenario, no transit reductions were assumed in the trip generation estimates, which is consistent with the trip generation in the SP EIR.

Lesley Owning
November 19, 2021

Page 3 of 8 ends

Table 2 summarizes the trip generation for the Project evaluated in this memorandum. Since the Trip Generation Manual, 8th Edition does not differentiate between affordable housing and marketrate townhouses, this analysis combines them for 377 total residential units. Using the SP EIR internalization assumptions, the Project is estimated to generate about 1,824 daily, 132 AM peak hour, and 161 PM peak hour external vehicle trips. As noted in the “Project Description” section the current Project is slightly smaller than the Project shown in Table 2 and so would generate fewer vehicle trips than shown in the table.

CUMULATIVE SPECIFIC PLAN AREA TRIP GENERATION
Newark approved or is reviewing multiple developments within the SP area. Table 3 summarizes the status of the SP buildout, as well as the buildout land uses assumed in the SP EIR.

Table 4 summarizes trip generation for all approved and pending developments within the SP area, including the FMC Willow and Grand Park. Consistent with the SP EIR, this analysis assumes that nine percent of the vehicle trips generated by residential uses and 80 percent of the vehicle trips generated by commercial uses from the approved and pending developments would be internal to the SP area. Internalization reductions were not applied to the proposed hotel since it is expected that the trips generated by the hotel would start or end at a location external to the SP area.

The proposed Project plus all other approved and pending projects in the SP area would generate a total of about 16,251 daily, 1,204 AM peak hour, and 1,527 PM peak hour external vehicle trips.

This corresponds to about 115 percent of daily, 103 percent of the AM peak hour, and 116 percent of the PM peak hour trips assumed in the SP EIR. As noted in the “Project Description” section the current FMC Willow and Grand Park Project is slightly smaller than the Project shown in Table 4 and so would generate fewer vehicle trips than those shown in the table.

Lesley Owning
November 19, 2021

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Table 2: FMC Willow and Grand Park Project Trip Generation Summary Land Use Units1 ITE
Code Daily
AM Peak Hour PM Peak Hour
In Out Total In Out Total
New Uses
Retail2 12.1 KSF 820 520 7 5 12 22 23 45
Condominiums/Townhom
es/Apartments (including
88 Affordable Units)3
377 DU 230 1,655 19 90 109 88 44 132
Grand Park4 5 Acres 412 12 0 1 1 1 0 1
Bus Transit Station5 72 PS 90 202 21 9 30 9 22 31
Total Project Trips 2,389 47 105 152 120 89 209
Reductions
Retail Internalization (-80%) -416 -6 -4 -10 -18 -18 -36 Townhomes/Apart Internalization (-9%) -149 -2 -8 -10 -8 -4 -12 Total Internalization (-80% retail, -9%
residential)6 -565 -8 -12 -20 -26 -22 -48
Net External Project Trips 1,824 39 93 132 94 67 161

1. KSF = 1,000 square feet, DU = dwelling units

2. Based on the Dumbarton Transit Oriented Development Specific Plan Final Environmental Impact Report (RBF, May 2011):

Daily: T = 42.94 * (X);
AM Peak Hour: T = 1 * (X) (61% in, 39% out);
PM Peak Hour: T = 3.37 * (X) (49% in, 51% out)

3. Based on the Dumbarton Transit Oriented Development Specific Plan Final Environmental Impact Report (RBF, May 2011):

Daily: T = 4.39 * (X);
AM Peak Hour: T = 0.29 * (X) (17% in, 83% out);
PM Peak Hour: T = 0.35 * (X) (67% in, 33% out)

4. ITE Trip Generation (8th Edition) land use category 412 (County Park):

Daily: T = 2.28 * (X);
AM Peak Hour: T = 0.01 * (X) (80% in, 20% out);
PM Peak Hour: T = 0.06 * (X) 41% in, 59% out)

5. ITE Trip Generation (10th Edition) land use category 090 (Park and Ride Lot with Bus or Light Rail) Daily: T = 2.81 * (X);
AM Peak Hour: T = 0.42 * (X) (69% in, 31% out);
PM Peak Hour: T = 0.43 * (X) (28% in, 72% out)

6. As in the SP EIR, 9% of the residential trips and 80% of the commercial trips would be internal to the Specific Plan Area.

Sources: ITE Trip Generation Manual, 8th Edition; ITE Trip Generation Manual, 10th Edition; Fehr & Peers, 2021.

Lesley Owning
November 19, 2021

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Table 3: Specific Plan Area Buildout Assumptions
Land Use Units ITE Land Use Code
Approved/Pending Developments in SP Area, Excluding Parcel C Project Single-Family Homes 977 DU 210
Townhomes/Condos/Apartments 557 DU 230
Senior Housing 75 DU 252
Retail/Commercial 8.3 KSF 850
Hotel 146 Rooms 310
SP Area Parcel C Project
Single-Family Homes 192 DU 210
SP Area FMC Willow and Grand Park Project
Townhomes/Condos/Apartments 289 DU 230
Townhomes/Condos/Apartments (Affordable) 88 DU 230
Retail/Commercial 12.1 KSF 820
Park 5 acres 412
Bus Transit Station 72 spaces 90
SP Area EIR Description
Single-Family Homes 168 DU 210
Apartments 430 DU 220
Townhomes/Condos 1902 DU 230
Neighborhood Commercial 35 KSF 820
General Office 195 KSF 710
Future Transit Center (not part of SP EIR)
Implementation of the proposed Specific Plan would allow a mix of residential, office, retail, park and recreational open space uses near planned future transit service along the DRC. At the same time, the Project is not dependent in any way upon proposed DRC transit service, which is a separate project undergoing environmental review by other public agencies (Source: SP EIR Chapter 3).

Sources: Fehr and Peers, 2021.

Lesley Owning
November 19, 2021

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Table 4: Specific Plan Area Trip Generation Summary
Land Use Units1 ITE Code Daily AM Peak Hour PM Peak Hour Approved/Pending Developments in SP Area
Single-Family Homes2 977 DU 210 9,750 743 977
Townhomes/Condos3 557 DU 230 2,445 162 195
Senior Housing4 75 DU 220 245 28 24
Market5 8.3 KSF 850 849 59 69
Hotel6 146 Rooms 310 1,193 78 89
FMC Parcel C Project2 192 DU 210 1,916 146 192
Retail Internalization (-80%) -679 -47 -55
Townhouse/Condo/Apartment Internalization (-9%) -1,292 -97 -125 Total Internalization (-80% retail, -9% residential)7 -1,971 -144 -180 Approved/Pending Developments Total External Trips 14,427 1,072 1,366 FMC Willow and Grand Park Project
FMC Willow and Grand Park Total External Trips 1,824 132 161 SP Trip Generation Summary
Combined Approved/Pending Total External Trips 16,251 1,204 1,527 Dumbarton TOD Specific Plan EIR Total External Trips8 14,131 1,165 1,320 Combined Approved/Pending External Trips
as a Percentage of SP EIR Total External Trips 115% 103% 116% Notes:

1. DU = dwelling units, KSF = 1,000 square feet

2. Based on the Dumbarton Transit Oriented Development Specific Plan Final Environmental Impact Report (RBF, May 2011):

Daily: T = 9.98 * (X); AM Peak Hour: T = 0.76 * (X); PM Peak Hour: T = 1.00 * (X)

3. Based on the Dumbarton Transit Oriented Development Specific Plan Final Environmental Impact Report (RBF, May 2011):

Daily: T = 4.39 * (X); AM Peak Hour: T = 0.29 * (X); PM Peak Hour: T = 0.35 * (X)

4. ITE Trip Generation (9th Edition) land use category 252 (Senior Adult Housing):

Daily: T = 2.98 * (X) + 21.05;
AM Peak Hour: Ln (T) = 0.84 * Ln (X) - 0.30; PM Peak Hour: Ln (T) = 0.99 * Ln (X) - 1.11

5. ITE Trip Generation (9th Edition) land use category 850 (Supermarket):

Daily: T = 102.24 * (X); AM Peak Hour: T = 7.07 * (X); PM Peak Hour: T = 8.37 * (X)

6. ITE Trip Generation (9th Edition) land use category 310 (Hotel):

Daily: T = 8.17 * (X); AM Peak Hour: Ln (T) = 0.85 * Ln (X) + 0.12; PM Peak Hour: T = 0.61 * (X)

7. As in the SP EIR, the following is assumed: 9% of traffic generated by residential uses and 80% of traffic generated by commercial uses would be internal to the SP area. Internalization reductions were not applied to the proposed hotel since it is expected that the trips generated by the hotel would start or end at a location external to the SP area.

8. Based on Table 4.14-6 on page 4.14-37 of the Dumbarton TOD Specific Plan Draft EIR (RBF, May 2011).

Sources: ITE Trip Generation Manual, 8th and 9th Editions; Fehr and Peers, 2021.

Lesley Owning
November 19, 2021

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INTERSECTION OPERATIONS ANALYSIS
Intersection operations were evaluated at the study intersections identified in the SP EIR using the current planned SP buildout (as shown in Table 4) to assess whether intersection impacts identified in the EIR are still expected to occur.

Vehicle trip generation for the current planned SP buildout, including the FMC Willow and Grand Park Project, is summarized in Table 4. Vehicle trips were distributed to the road network using the trip distribution percentages from the SP EIR, and the distributed trips were assigned to the study intersections based on paths of travel. The assigned SP trips were then added to the Existing and Cumulative (Year 2035) traffic forecasts from the SP EIR to develop new traffic forecasts for Existing with SP Buildout and Cumulative with SP Buildout conditions based on the current planned SP buildout.

Attachment 1 provides the intersection level of service and delay results in table format from the intersection operations analysis. The summary tables in the attachment provide the results from the SP EIR as well as the updated analysis to facilitate comparisons. Attachment 2 provides the intersection analysis worksheets.

Under Existing Plus Project (SP Buildout) Conditions, the SP EIR identified significant impacts at the following four intersections:
• Willow Street at Thornton Avenue
• Cedar Boulevard at Thornton Avenue (Significant and Unavoidable) • Willow Street at Enterprise Drive
• Cherry Street at Mowry Avenue
Updating trip generation to represent the currently planned buildout of the SP results in identifying the same study intersections as having significant impacts. Therefore, the stated mitigation measures in the SP EIR would still be applicable. The Cedar Boulevard/Thornton Avenue intersection was identified in the SP EIR as a significant and unavoidable impact, and it would remain that way using the current SP buildout assumptions.

Under Cumulative Plus Project (SP Buildout) Conditions, the SP EIR identified significant impacts at the following nine intersections:
• SR 84 Eastbound Ramps at Thornton Avenue (Significant and Unavoidable) • Gateway Boulevard at Thornton Avenue
• Willow Street at Thornton Avenue
Lesley Owning
November 19, 2021

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• Cherry Street at Thornton Avenue (Significant and Unavoidable) • Newark Boulevard at Thornton Avenue (Significant and Unavoidable) • Cedar Boulevard at Thornton Avenue (Significant and Unavoidable) • Willow Street at Enterprise Drive
• Cherry Street at Central Avenue (Significant and Unavoidable) • Cherry Street at Mowry Avenue
Updating trip generation to represent the currently planned buildout of the SP results in identifying the same study intersections as having significant impacts. Therefore, the stated mitigation measures in the SP EIR would still be applicable. Five intersections were identified in the SP EIR as having significant and unavoidable impacts, and they would remain that way using the current SP buildout assumptions.

These findings reflect a slightly larger Project than what is currently proposed for the FMC Willow and Grand Park Project (see “Project Description” section). The current Project is slightly smaller than the Project analyzed in this memorandum and so the impacts would be slightly less.

CONCLUSION
The results of this assessment indicate that expected peak hour vehicle trip generation with the currently planned SP buildout would exceed that studied in the SP EIR. However, the increase in traffic volumes would not result in new impacts other than those identified in the SP EIR and would not affect the identified mitigation measures for those impacts. As a result, the transportation chapter does not require recirculation.

ATTACHMENTS
Attachment 1: Intersection Level of Service Tables
Attachment 2: Intersection Analysis Worksheets
ATTACHMENT 1

INTERSECTION LEVEL OF SERVICE TABLES
TABLE 4.14‐7 EXISTING PLUS PROJECT CONDITIONS INTERSECTION LEVELS OF SERVICE Delay 1
(Sec)
LOS Delay 1
(Sec)
LOS Significant Impact? Delay 1 (Sec) LOS Significant Impact? AM 9.5 A 10.7 B No 10.1 B No
PM 6.1 A 7.5 A No 7.9 A No
AM 12.3 B 12.6 B No 12.3 B No
PM 13.5 B 16.1 B No 16.2 B No
AM 16.3 B 13.2 B No 14.9 B No
PM 12.5 B 17.5 B No 18.9 B No
AM 60.4 E 60.6 E No 60.7 E No
PM 41.1 D 41.8 D No 41.7 D No
AM 24.8 C 25.1 C No 25.1 C No
PM 38.1 D 38.8 D No 38.8 D No
AM 12.8 B 13 B No 12.9 B No
PM 13.2 B 13.4 B No 13.5 B No
AM 21.4 C 35.7 D Yes 33.7 C No
PM 22.6 C 48.9 D Yes 62.6 E Yes
AM 16.6 B 21.6 C No 23.1 C No
PM 10.2 B 10.4 B No 10.5 B No
AM 22.4 C 24.7 C No 25.2 C No
PM 23.6 C 26.5 C No 26.5 C No
AM 22.4 C 23.5 C No 23.7 C No
PM 24.4 C 26.9 C No 27.1 C No
AM 39.7 D 48.4 D Yes 51.6 D Yes
PM 33.7 C 38.2 D Yes 37.9 D Yes
AM 10.8 B 10.5 B No 10.5 B No
PM 13.1 B 13.3 B No 13.4 B No
AM 9.5 A 10 A No 9.6 A No
PM 10.0 A 10.2 B No 10.2 B No

10. Newark Blvd/Thornton Ave

11. Cedar Blvd/Thornton Ave

12. I‐880 SB Ramps/Thornton Ave

13. I‐880 NB Ramps/Thornton Ave

9. Cherry St/Thornton Ave
Existing
No Project
(May 2011 EIR)
Existing
Plus Project
(May 2011 EIR)
Existing
Plus Project
(2021 Analysis)

1. SR‐84 WB Ramps/Thornton Ave

2. SR‐84 EB Ramps/Thornton Ave

3. Gateway Blvd/Thornton Ave

4. Jarvis Ave/Newark Blvd

5. Cedar Blvd/Newark Blvd

6. Lake Blvd/Cedar Blvd

7. Willow St/Thornton Ave

8. Spruce St/Thornton Ave
Intersection Peak Hour
TABLE 4.14‐7 EXISTING PLUS PROJECT CONDITIONS INTERSECTION LEVELS OF SERVICE Delay 1
(Sec)
LOS Delay 1
(Sec)
LOS Significant Impact? Delay 1 (Sec) LOS Significant Impact? Existing
No Project
(May 2011 EIR)
Existing
Plus Project
(May 2011 EIR)
Existing
Plus Project
Intersection Peak Hour (2021 Analysis)
AM 9.2 A > 55 F Yes > 55 F Yes
PM 9.6 A > 55 F Yes > 55 F Yes
AM 26.8 C 34.2 C No 39.3 C No
PM 21.1 C 26 C No 29.1 C No
AM 21.6 C 21.7 C No 21.8 C No
PM 22.8 C 23 C No 23.1 C No
AM 33.2 C 40.8 D Yes 41.3 D Yes
PM 24.2 C 31.5 C No 37.1 D Yes
AM 11.5 B 11.4 B No 11.4 B No
PM 13.0 B 13.1 B No 13.2 B No
AM 10.6 B 10.6 B No 10.6 B No
PM 16.0 B 16.0 B No 16.0 B No

1. Average delay in seconds per vehicle.

2. For side‐street stop controlled intersections, the delay shown is the worst delay experienced by any of the approaches.

Bold typeface indicates unacceptable LOS.Source: Fehr & Peers; 202016. Cedar Blvd/Central Ave

17. Cherry St/Mowry Ave

18. I‐880 SB Rams/Mowry Ave

19. I‐880 NB Ramps/Mowry Ave

14. Willow St/Enterprise Dr2

15. Cherry St/Central Ave
TABLE 4.14‐8 EXISTING PLUS PROJECT CONDITIONS WITH MITIGATION Delay 1
(Sec)
LOS Delay 1
(Sec)
LOS
Significant
Impact w/
Mitigation?
Delay 1
(Sec)
LOS Delay 1
(Sec)
LOS
Significant
Impact w/
Mitigation?
AM 35.3 D 28.9 C 33.7 C 28 C
PM 50.6 D 30.9 C 62.6 E 35 C
AM 48.4 D 51.6 D
PM 38.1 D 37.9 D
AM > 55 F 11.7/12.0 B > 55 F 5.6 A
PM > 55 F 12.9/15.0 B > 55 F 13.4 B
AM 40.7 D 32.2 C 41.3 D 33.9 C
PM 31.5 C 31.7 C 37.1 D 34.4 C

1. Average delay in seconds per vehicle.Bold typeface indicates unacceptable LOS.Source: Fehr & Peers; 202017. Cherry St/Mowry Ave Intersection Peak
Hour

2. Willow Street/Enterprise Drive is an unsignalized intersection under the Existing Plus Project condition, and Signalized under themitigated condition Significant and Unavoidable
NoNo
Existing
Plus Project
(May 2011 EIR)
Existing
Plus Project + Mitigation
(May 2011 EIR)
Existing
Plus Project
(2021 Analysis)
Existing
Plus Project + Mitigation
(2021 Analysis)

7. Willow St/Thornton Ave No No
Significant and Unavoidable
No

11. Cedar Blvd/Thornton Ave14. Willow St/Enterprise Dr 2 No TABLE 4.14‐12 FUTURE YEAR 2035 PLUS PROJECT CONDITIONS INTERSECTION LEVELS OF SERVICE Delaya
(Sec)
LOS Delaya
(Sec)
LOS Significant Impact? Delaya (Sec) LOS Significant Impact? AM 14.2 B 14.7 B No 14.4 B No
PM 11.1 B 12.1 B No 12.4 B No
AM 12.7 B 13.0 B No 13.0 B No
PM 25.9 C 37.3 D Yes 39.6 D Yes
AM 15.4 B 16.0 B No 15.9 B No
PM 21.8 C 44.2 D Yes 47.1 D Yes
AM > 80 F > 80 F No >80 F No
PM 73.9 E 75.3 E No 75.5 E No
AM 69.5 E 70.9 E No 71.1 E No
PM 79.1 E > 80 F No 81.3 F No
AM 15.8 B 16.0 B No 15.9 B No
PM 16.1 B 16.2 B No 16.3 B No
AM 22.0 C 33.5 C No 35.7 D Yes
PM 24.4 C 61.5 E Yes 75.1 E Yes
AM 16.0 B 20.1 C No 20.8 C No
PM 11.8 B 15.1 B No 15.4 B No
AM 25.8 C 30.5 C No 32.0 C No
PM 42.8 D 51.7 D Yes 50.6 D Yes
AM 36.9 D 45.0 D Yes 46.9 D Yes
PM 63.1 E 78.1 E Yes 77.6 E Yes
AM 74.8 E 89.4 F Yes 93.9 F Yes
PM 123.0 F 136.2 F Yes 134.1 F Yes
AM 13.5 B 14.0 B No 14.0 B No
PM 17.4 B 19.2 B No 19.4 B No
AM 8.3 A 8.8 A No 8.4 A No
PM 13.8 B 14.5 B No 14.5 B No
Future Year 2035
No Project
(May 2011 EIR)
Future Year 2035
Plus Project
(May 2011 EIR)
Future Year 2035
Plus Project
(2021 Analysis)

1. SR‐84 WB Ramps/Thornton Ave

2. SR‐84 EB Ramps/Thornton Ave
Intersection Peak
Hour

3. Gateway Blvd/Thornton Ave

4. Jarvis Ave/Newark Blvd

5. Cedar Blvd/Newark Blvd6. Lake Blvd/Cedar Blvd7. Willow St/Thornton Ave8. Spruce St/Thornton Ave

9. Cherry St/Thornton Ave10. Newark Blvd/Thornton Ave11. Cedar Blvd/Thornton Ave

12. I‐880 SB Ramps/Thornton Ave

13. I‐880 NB Ramps/Thornton Ave
TABLE 4.14‐12 FUTURE YEAR 2035 PLUS PROJECT CONDITIONS INTERSECTION LEVELS OF SERVICE Delaya
(Sec)
LOS Delaya
(Sec)
LOS Significant Impact? Delaya (Sec) LOS Significant Impact? Future Year 2035
No Project
(May 2011 EIR)
Future Year 2035
Plus Project
(May 2011 EIR)
Future Year 2035
Plus Project
Intersection (2021 Analysis) Peak Hour
AM 14.8 B > 55 F Yes > 55 F Yes
PM 14.4 B > 55 F Yes > 55 F Yes
AM 30.0 C 36.5 D Yes 42.7 D Yes
PM 28.7 C 39.9 D Yes 45.0 D Yes
AM > 80 F > 80 F No >80 F No
PM > 80 F > 80 F No >80 F No
AM 67.4 E 79.9 E Yes 83.7 F Yes
PM > 80 F > 80 F Yes >80 F Yes
AM 11.8 B 11.8 B No 11.8 B No
PM 14.1 B 14.1 B No 14.1 B No
AM 10.3 B 10.9 B No 10.9 B No
PM 34.9 C 35.5 D Yes 35.4 D Yes
a Average delay in seconds per vehicle.
*For side‐street stop controlled intersections, the delay shown is the worst delay experienced by any of the approaches.

Bold typeface indicates unacceptable LOS.

Source: Fehr & Peers, March 2011.

16. Cedar Blvd/Central Ave17. Cherry St/Mowry Ave

18. I‐880 SB Rams/Mowry Ave

19. I‐880 NB Ramps/Mowry Ave

14. Willow St/Enterprise Dr2

15. Cherry St/Central Ave
TABLE 4.14‐13 FUTURE YEAR 2035 PLUS PROJECT CONDITIONS WITH MITIGATION Delay 1
(Sec)
LOS Delay 1
(Sec)
LOS
Significant
Impact w/
Mitigation?
Delay 1
(Sec)
LOS Delay 1
(Sec)
LOS
Significant
Impact w/
Mitigation?
AM 13.0 B 13.0 B
PM 37.3 D 39.6 D
AM 16.0 B 18.1 B 15.9 B 17.4 B
PM 44.2 D 35.7 D 47.1 D 38.8 D
AM 33.5 C 27.3 C 35.7 D 27.8 C
PM 61.5 E 36.2 D 75.1 E 41.5 D
AM 30.5 C 32.0 C
PM 51.7 D 50.6 D
AM 45.0 D 46.9 D
PM 78.1 E 77.6 E
AM 89.4 F 93.9 F
PM > 80 F 134.1 F
AM > 55 F 11.1/12.0 B > 55 F 5.5 A
PM > 55 F 12.2/15.0 B > 55 F 11.8 B
AM 36.5 D 42.7 D
PM 39.9 D 45.0 D
AM 79.9 E 78.9 E 83.7 F 46.0 D
PM > 80 F > 80 F >80 F >80 F

1. Average delay in seconds per vehicle.

Bold typeface indicates unacceptable LOS.Source: Fehr & Peers; 2020 NoNo
Future Year 2035
Plus Project + Mitigation
(2021 Analysis)

11. Cedar Blvd/Thornton Ave
Significant and UnavoidableSignificant and UnavoidableSignificant and Unavoidable Significant and Unavoidable Significant and Unavoidable

2. SR‐84 EB Ramps/Thornton Ave3. Gateway Blvd/Thornton Ave7. Willow St/Thornton Ave

9. Cherry St/Thornton Ave10. Newark Blvd/Thornton Ave
Significant and Unavoidable
Intersection Peak
Hour
No

2. Willow Street/Enterprise Drive is an unsignalized intersection under the Existing Plus Project condition, and Signalized under the mitigatedcondition17. Cherry St/Mowry Ave NoNo
Significant and Unavoidable

14. Willow St/Enterprise Dr 2
Significant and Unavoidable
NoNo
Future Year
2035
Plus Project
(2021 Analysis)
No
Significant and UnavoidableSignificant and Unavoidable

15. Cherry St/Central Ave
Future Year 2035
Plus Project
(May 2011 EIR)
Future Year 2035
Plus Project + Mitigation
(May 2011 EIR)
ATTACHMENT 2

INTERSECTION ANALYSIS WORKSHEET
Pj_AM Tue May 18, 2021 22:04:44 Page 1-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Scenario Report
Scenario: Pj_AM
Command: Existing AM + Project
Volume: Ex_AM
Geometry: Ex_AM
Impact Fee: Default Impact Fee
Trip Generation: Project AM
Trip Distribution: Default Trip Distribution
Paths: Default Path
Routes: Default Route
Configuration: Default Configuration
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 5-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #1 84 WB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.208
Loss Time (sec): 8 Average Delay (sec/veh): 10.2
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. 84 WB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Ignore Ignore Include Include
Min. Green: 0 10 10 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
Lanes: 0 0 2 0 1 0 0 2 0 1 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 0 252 399 0 293 732 0 0 0 115 0 45
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: 0 252 399 0 293 732 0 0 0 115 0 45
Added Vol: 0 59 95 0 23 0 0 0 0 27 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 311 494 0 316 732 0 0 0 142 0 45
User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.00 0.94 0.94 0.00 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 0 331 0 0 336 0 0 0 0 151 0 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 331 0 0 336 0 0 0 0 151 0 48
PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 331 0 0 336 0 0 0 0 151 0 48
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.93 1.00 1.00 0.93 1.00 1.00 1.00 1.00 0.93 1.00 0.83 Lanes: 0.00 2.00 1.00 0.00 2.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Final Sat.: 0 3538 1900 0 3538 1900 0 0 0 1769 0 1583
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.09 0.00 0.00 0.10 0.00 0.00 0.00 0.00 0.09 0.00 0.03 Crit Moves: **** ****
Green Time: 0.0 27.4 0.0 0.0 27.4 0.0 0.0 0.0 0.0 24.6 0.0 24.6 Volume/Cap: 0.00 0.20 0.00 0.00 0.21 0.00 0.00 0.00 0.00 0.21 0.00 0.07 Delay/Veh: 0.0 9.8 0.0 0.0 9.9 0.0 0.0 0.0 0.0 11.6 0.0 10.8 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 9.8 0.0 0.0 9.9 0.0 0.0 0.0 0.0 11.6 0.0 10.8 LOS by Move: A A A A A A A A A B A B
HCM2kAvgQ: 0 2 0 0 2 0 0 0 0 2 0 1
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 5-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 6-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #2 84 EB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.470
Loss Time (sec): 8 Average Delay (sec/veh): 12.3
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. 84 EB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Include Ignore Include Ignore
Min. Green: 0 10 10 0 10 10 10 10 10 0 0 0
Y+R: 0.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 2 0 1 0 0 2 0 1 1 0 0 1 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:30AM
Base Vol: 0 471 119 0 358 61 176 0 279 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: 0 471 119 0 358 61 176 0 279 0 0 0
Added Vol: 0 154 61 0 50 0 0 0 35 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 625 180 0 408 61 176 0 314 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92 0.92 0.92 0.00 PHF Volume: 0 679 196 0 443 0 191 0 341 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 679 196 0 443 0 191 0 341 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 679 196 0 443 0 191 0 341 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.93 0.83 1.00 0.93 1.00 0.93 1.00 0.83 1.00 1.00 1.00 Lanes: 0.00 2.00 1.00 0.00 2.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Final Sat.: 0 3538 1583 0 3538 1900 1769 0 1583 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.19 0.12 0.00 0.13 0.00 0.11 0.00 0.22 0.00 0.00 0.00 Crit Moves: **** ****
Green Time: 0.0 24.5 24.5 0.0 24.5 0.0 27.5 0.0 27.5 0.0 0.0 0.0 Volume/Cap: 0.00 0.47 0.30 0.00 0.31 0.00 0.24 0.00 0.47 0.00 0.00 0.00 Delay/Veh: 0.0 13.2 12.3 0.0 12.1 0.0 10.0 0.0 11.7 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 13.2 12.3 0.0 12.1 0.0 10.0 0.0 11.7 0.0 0.0 0.0 LOS by Move: A B B A B A B A B A A A
HCM2kAvgQ: 0 5 2 0 3 0 2 0 5 0 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 6-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 7-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #3 Gateway Blvd. / Thornton Ave.
******************************************************************************** Cycle (sec): 65 Critical Vol./Cap.(X): 0.315
Loss Time (sec): 12 Average Delay (sec/veh): 14.9
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. Gateway Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Split Phase Split Phase
Rights: Include Include Include Ovl
Min. Green: 0 10 10 7 10 0 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
Lanes: 0 0 2 0 1 2 0 1 0 0 0 0 0 0 0 1 0 0 0 2
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 7:30-8:30 am Base Vol: 0 411 27 147 364 0 0 0 0 24 0 255
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: 0 411 27 147 364 0 0 0 0 24 0 255
Added Vol: 0 215 5 0 84 0 0 0 0 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 626 32 147 448 0 0 0 0 25 0 255
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 PHF Volume: 0 688 35 162 492 0 0 0 0 27 0 280
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 688 35 162 492 0 0 0 0 27 0 280
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: 0 688 35 162 492 0 0 0 0 27 0 280
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.93 0.83 0.90 0.98 1.00 1.00 1.00 1.00 0.93 1.00 0.73 Lanes: 0.00 2.00 1.00 2.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 2.00 Final Sat.: 0 3538 1583 3432 1862 0 0 0 0 1769 0 2786
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.19 0.02 0.05 0.26 0.00 0.00 0.00 0.00 0.02 0.00 0.10 Crit Moves: **** **** ****
Green Time: 0.0 25.3 25.3 7.0 32.3 0.0 0.0 0.0 0.0 20.7 0.0 27.7 Volume/Cap: 0.00 0.50 0.06 0.44 0.53 0.00 0.00 0.00 0.00 0.05 0.00 0.24 Delay/Veh: 0.0 15.4 12.5 28.0 11.8 0.0 0.0 0.0 0.0 15.3 0.0 12.0 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 15.4 12.5 28.0 11.8 0.0 0.0 0.0 0.0 15.3 0.0 12.0 LOS by Move: A B B C B A A A A B A B
HCM2kAvgQ: 0 5 0 2 7 0 0 0 0 0 0 2
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 7-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 8-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #4 Jarvis Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 110 Critical Vol./Cap.(X): 1.036
Loss Time (sec): 16 Average Delay (sec/veh): 60.7
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Street Name: Newark Blvd. Jarvis Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 2 0 2 0 1 2 0 0 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 May 2006 << 7:45-8:45 am Base Vol: 120 536 28 141 456 604 725 101 105 70 104 213 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: 120 536 28 141 456 604 725 101 105 70 104 213 Added Vol: 4 9 9 0 3 0 0 0 3 3 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 124 545 37 141 459 604 725 101 108 73 104 213 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 138 606 41 157 510 671 806 112 120 81 116 237 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 138 606 41 157 510 671 806 112 120 81 116 237 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: 138 606 41 157 510 671 806 112 120 81 116 237 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.92 0.92 0.90 0.93 0.83 0.90 0.90 0.90 0.93 0.84 0.84 Lanes: 1.00 1.87 0.13 2.00 2.00 1.00 2.00 0.48 0.52 1.00 1.00 1.00 Final Sat.: 1769 3280 223 3432 3538 1583 3432 830 887 1769 1590 1590 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.18 0.18 0.05 0.14 0.42 0.23 0.14 0.14 0.05 0.07 0.15 Crit Moves: **** **** **** ****
Green Time: 8.3 39.6 39.6 13.7 45.0 45.0 24.9 27.7 27.7 13.0 15.8 15.8 Volume/Cap: 1.04 0.51 0.51 0.37 0.35 1.04 1.04 0.54 0.54 0.39 0.51 1.04 Delay/Veh: 138.9 28.0 28.0 44.7 22.6 77.5 84.5 37.0 37.0 46.0 44.1 105.6 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: 138.9 28.0 28.0 44.7 22.6 77.5 84.5 37.0 37.0 46.0 44.1 105.6 LOS by Move: F C C D C E F D D D D F
HCM2kAvgQ: 9 9 9 2 6 29 19 7 7 3 4 14
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 8-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 9-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #5 Cedar Blvd. / Newark Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.710
Loss Time (sec): 16 Average Delay (sec/veh): 25.1
Optimal Cycle: 60 Level Of Service: C
******************************************************************************** Street Name: Newark Blvd. Cedar Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 101 360 64 225 441 34 106 216 95 93 198 235
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: 101 360 64 225 441 34 106 216 95 93 198 235 Added Vol: 0 33 0 0 12 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 101 393 64 225 453 34 106 216 95 93 198 235 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 PHF Volume: 113 442 72 253 509 38 119 243 107 104 222 264 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 113 442 72 253 509 38 119 243 107 104 222 264 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: 113 442 72 253 509 38 119 243 107 104 222 264 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.91 0.91 0.93 0.92 0.92 0.93 0.89 0.89 0.93 0.86 0.86 Lanes: 1.00 1.72 0.28 1.00 1.86 0.14 1.00 1.39 0.61 1.00 1.00 1.00 Final Sat.: 1769 2978 485 1769 3258 245 1769 2344 1031 1769 1626 1626 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.15 0.15 0.14 0.16 0.16 0.07 0.10 0.10 0.06 0.14 0.16 Crit Moves: **** **** **** ****
Green Time: 9.8 12.1 12.1 11.7 14.0 14.0 7.0 11.9 11.9 8.3 13.2 13.2 Volume/Cap: 0.39 0.74 0.74 0.74 0.67 0.67 0.58 0.52 0.52 0.43 0.62 0.74 Delay/Veh: 23.3 26.5 26.5 30.8 23.1 23.1 29.1 22.2 22.2 24.8 22.6 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: 23.3 26.5 26.5 30.8 23.1 23.1 29.1 22.2 22.2 24.8 22.6 26.1 LOS by Move: C C C C C C C C C C C C
HCM2kAvgQ: 2 7 7 6 6 6 3 4 4 2 4 5
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 9-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 10-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #6 Cedar Blvd. / Lake Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.267
Loss Time (sec): 12 Average Delay (sec/veh): 12.9
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: Cedar Blvd. Lake Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase
Rights: Include Ignore Ignore Include
Min. Green: 7 10 10 7 10 0 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
Lanes: 1 0 1 1 0 1 0 2 0 0 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 14 370 90 20 402 0 0 0 0 92 0 12
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: 14 370 90 20 402 0 0 0 0 92 0 12
Added Vol: 0 0 10 0 0 0 0 0 0 4 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 14 370 100 20 402 0 0 0 0 96 0 12
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.00 0.95 0.95 0.00 0.95 0.95 0.95 PHF Volume: 15 389 105 21 423 0 0 0 0 101 0 13
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 15 389 105 21 423 0 0 0 0 101 0 13
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 15 389 105 21 423 0 0 0 0 101 0 13
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.90 0.90 0.93 0.93 1.00 1.00 1.00 1.00 0.93 1.00 0.83 Lanes: 1.00 1.57 0.43 1.00 2.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 Final Sat.: 1769 2696 729 1769 3538 0 0 0 0 1769 0 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.14 0.14 0.01 0.12 0.00 0.00 0.00 0.00 0.06 0.00 0.01 Crit Moves: **** **** ****
Green Time: 15.0 29.4 29.4 7.0 21.4 0.0 0.0 0.0 0.0 11.6 0.0 11.6 Volume/Cap: 0.03 0.30 0.30 0.10 0.34 0.00 0.00 0.00 0.00 0.30 0.00 0.04 Delay/Veh: 17.1 9.2 9.2 23.9 14.3 0.0 0.0 0.0 0.0 21.2 0.0 19.7 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: 17.1 9.2 9.2 23.9 14.3 0.0 0.0 0.0 0.0 21.2 0.0 19.7 LOS by Move: B A A C B A A A A C A B
HCM2kAvgQ: 0 3 3 0 3 0 0 0 0 2 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 10-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 11-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Thornton Ave. / Willow St.
******************************************************************************** Cycle (sec): 85 Critical Vol./Cap.(X): 0.737
Loss Time (sec): 16 Average Delay (sec/veh): 33.7
Optimal Cycle: 71 Level Of Service: C
******************************************************************************** Street Name: Willow St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 1 0 0 1 1 0 0 1 0 1 0 1 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 7:30-8:30 am Base Vol: 180 20 9 29 36 21 9 121 252 19 287 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: 180 20 9 29 36 21 9 121 252 19 287 19
Added Vol: 219 1 353 0 2 0 0 0 86 132 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 399 21 362 29 38 21 9 121 338 151 287 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: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 424 22 385 31 40 22 10 129 360 161 305 20
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 424 22 385 31 40 22 10 129 360 161 305 20
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: 424 22 385 31 40 22 10 129 360 161 305 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.94 0.94 0.83 0.93 0.93 0.93 0.93 0.83 0.83 0.93 0.97 0.97 Lanes: 1.90 0.10 1.00 1.00 0.64 0.36 1.00 1.00 1.00 1.00 0.94 0.06 Final Sat.: 3379 178 1583 1769 1136 628 1769 1574 1574 1769 1731 115 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.13 0.13 0.24 0.02 0.04 0.04 0.01 0.08 0.23 0.09 0.18 0.18 Crit Moves: **** **** **** ****
Green Time: 25.5 25.5 25.5 10.0 10.0 10.0 10.7 24.0 24.0 9.5 22.8 22.8 Volume/Cap: 0.42 0.42 0.81 0.15 0.30 0.30 0.04 0.29 0.81 0.81 0.66 0.66 Delay/Veh: 24.1 24.1 37.6 34.0 35.1 35.1 32.8 24.0 36.5 58.4 30.8 30.8 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: 24.1 24.1 37.6 34.0 35.1 35.1 32.8 24.0 36.5 58.4 30.8 30.8 LOS by Move: C C D C D D C C D E C C
HCM2kAvgQ: 5 5 12 1 2 2 0 3 10 6 9 9
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 11-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 12-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #8 Thornton Ave. / Spruce St.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.816
Loss Time (sec): 8 Average Delay (sec/veh): 23.1
Optimal Cycle: 65 Level Of Service: C
******************************************************************************** Street Name: Spruce St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 10 10 10 10 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
Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:30AM
Base Vol: 11 59 21 105 60 30 18 363 7 15 284 112
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 59 21 105 60 30 18 363 7 15 284 112
Added Vol: 0 0 0 0 0 6 12 322 0 0 120 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 11 59 21 105 60 36 30 685 7 15 404 112
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 PHF Volume: 15 81 29 144 82 49 41 938 10 21 553 153
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 15 81 29 144 82 49 41 938 10 21 553 153
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 81 29 144 82 49 41 938 10 21 553 153
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.94 0.94 0.94 0.93 0.93 0.93 0.23 0.98 0.98 0.09 0.95 0.95 Lanes: 0.12 0.65 0.23 0.52 0.30 0.18 1.00 0.99 0.01 1.00 0.78 0.22 Final Sat.: 217 1163 414 926 529 317 445 1841 19 173 1410 391 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.07 0.07 0.16 0.16 0.16 0.09 0.51 0.51 0.12 0.39 0.39 Crit Moves: **** **** ****
Green Time: 10.9 10.0 10.0 14.5 13.6 13.6 47.5 47.5 47.5 47.5 47.5 47.5 Volume/Cap: 0.51 0.56 0.56 0.86 0.92 0.92 0.16 0.86 0.86 0.20 0.66 0.66 Delay/Veh: 33.8 36.0 36.0 51.7 63.7 63.7 7.5 20.3 20.3 8.4 12.4 12.4 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: 33.8 36.0 36.0 51.7 63.7 63.7 7.5 20.3 20.3 8.4 12.4 12.4 LOS by Move: C D D D E E A C C A B B
HCM2kAvgQ: 4 4 4 10 11 11 1 22 22 0 12 12
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 12-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 13-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #9 Thornton Ave. / Cherry St.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.709
Loss Time (sec): 16 Average Delay (sec/veh): 25.2
Optimal Cycle: 60 Level Of Service: C
******************************************************************************** Street Name: Cherry St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Ovl Include Ovl Include
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
Lanes: 1 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 27 Sep 2006 << 7:30-8:30 am Base Vol: 117 135 124 47 201 25 45 343 93 132 337 28
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: 117 135 124 47 201 25 45 343 93 132 337 28 Added Vol: 9 0 0 0 0 0 0 309 4 0 114 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 126 135 124 47 201 25 45 652 97 132 451 28 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 131 141 129 49 209 26 47 679 101 138 470 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 131 141 129 49 209 26 47 679 101 138 470 29 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: 131 141 129 49 209 26 47 679 101 138 470 29 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.96 0.96 0.83 0.97 0.97 0.83 0.93 0.91 0.91 0.93 0.92 0.92 Lanes: 1.00 1.00 1.00 0.19 0.81 1.00 1.00 1.74 0.26 1.00 1.88 0.12 Final Sat.: 1817 1817 1583 350 1496 1583 1769 3021 449 1769 3301 205 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.08 0.08 0.14 0.14 0.02 0.03 0.22 0.22 0.08 0.14 0.14 Crit Moves: **** **** **** ****
Green Time: 10.0 10.0 17.0 10.4 10.4 10.4 9.7 16.6 26.6 7.0 13.9 13.9 Volume/Cap: 0.43 0.46 0.29 0.81 0.81 0.10 0.16 0.81 0.51 0.67 0.61 0.61 Delay/Veh: 22.9 23.2 17.1 38.3 38.3 21.0 21.9 25.5 12.2 33.4 22.1 22.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 22.9 23.2 17.1 38.3 38.3 21.0 21.9 25.5 12.2 33.4 22.1 22.1 LOS by Move: C C B D D C C C B C C C
HCM2kAvgQ: 3 3 2 7 7 0 1 10 6 4 5 5
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 13-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 14-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #10 Thornton Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.681
Loss Time (sec): 16 Average Delay (sec/veh): 23.7
Optimal Cycle: 60 Level Of Service: C
******************************************************************************** Street Name: Newark Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 126 356 51 126 319 31 52 511 54 104 433 79
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: 126 356 51 126 319 31 52 511 54 104 433 79 Added Vol: 0 4 0 0 2 12 30 280 0 0 102 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 126 360 51 126 321 43 82 791 54 104 535 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: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 129 367 52 129 328 44 84 807 55 106 546 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 129 367 52 129 328 44 84 807 55 106 546 81 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: 129 367 52 129 328 44 84 807 55 106 546 81 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.91 0.91 0.93 0.91 0.91 0.93 0.92 0.92 0.93 0.91 0.91 Lanes: 1.00 1.75 0.25 1.00 1.76 0.24 1.00 1.87 0.13 1.00 1.74 0.26 Final Sat.: 1769 3040 431 1769 3064 410 1769 3279 224 1769 3024 447 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.12 0.12 0.07 0.11 0.11 0.05 0.25 0.25 0.06 0.18 0.18 Crit Moves: **** **** **** ****
Green Time: 7.0 10.0 10.0 7.0 10.0 10.0 10.6 20.0 20.0 7.0 16.4 16.4 Volume/Cap: 0.62 0.73 0.73 0.62 0.64 0.64 0.27 0.74 0.74 0.51 0.66 0.66 Delay/Veh: 31.1 28.2 28.2 31.1 25.8 25.8 21.8 20.2 20.2 27.1 21.1 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: 31.1 28.2 28.2 31.1 25.8 25.8 21.8 20.2 20.2 27.1 21.1 21.1 LOS by Move: C C C C C C C C C C C C
HCM2kAvgQ: 3 6 6 3 5 5 2 9 9 3 7 7
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 14-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 15-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #11 Thornton Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 95 Critical Vol./Cap.(X): 0.999
Loss Time (sec): 16 Average Delay (sec/veh): 51.6
Optimal Cycle: 168 Level Of Service: D
******************************************************************************** Street Name: Cedar Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 1 0 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:30Am
Base Vol: 81 271 192 506 359 34 98 698 46 293 536 283
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: 81 271 192 506 359 34 98 698 46 293 536 283 Added Vol: 0 0 0 0 0 4 10 270 0 0 98 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 81 271 192 506 359 38 108 968 46 293 634 283 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Volume: 93 311 221 582 413 44 124 1113 53 337 729 325 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 93 311 221 582 413 44 124 1113 53 337 729 325 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: 93 311 221 582 413 44 124 1113 53 337 729 325 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.90 0.93 0.83 0.93 0.92 0.92 0.93 0.93 0.83 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.91 0.09 1.00 2.00 1.00 Final Sat.: 1769 3538 1583 3432 3538 1583 1769 3354 159 1769 3538 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.09 0.14 0.17 0.12 0.03 0.07 0.33 0.33 0.19 0.21 0.21 Crit Moves: **** **** **** ****
Green Time: 13.3 13.3 13.3 16.1 16.1 16.1 13.1 31.5 31.5 18.1 36.6 52.7 Volume/Cap: 0.38 0.63 1.00 1.00 0.69 0.16 0.51 1.00 1.00 1.00 0.54 0.37 Delay/Veh: 38.1 41.2 101.3 76.6 40.4 34.0 39.8 57.9 57.9 87.3 23.1 12.1 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: 38.1 41.2 101.3 76.6 40.4 34.0 39.8 57.9 57.9 87.3 23.1 12.1 LOS by Move: D D F E D C D E E F C B
HCM2kAvgQ: 3 6 11 11 6 1 4 25 25 13 8 5
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 15-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 16-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #12 Thornton Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.623
Loss Time (sec): 8 Average Delay (sec/veh): 10.5
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Ignore Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 9 May 2007 << 7:45-8:45 am Base Vol: 0 0 0 560 0 350 0 993 328 0 935 295
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 0 560 0 350 0 993 328 0 935 295
Added Vol: 0 0 0 0 0 68 0 245 25 0 30 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 560 0 418 0 1238 353 0 965 295
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.00 0.95 0.95 0.00 0.95 0.95 0.00 PHF Volume: 0 0 0 589 0 0 0 1303 0 0 1016 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 589 0 0 0 1303 0 0 1016 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 589 0 0 0 1303 0 0 1016 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 0.93 1.00 1.00 0.93 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 1.00 0.00 2.00 1.00 0.00 2.00 1.00 Final Sat.: 0 0 0 3432 0 1900 0 3538 1900 0 3538 1900
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.00 0.00 0.17 0.00 0.00 0.00 0.37 0.00 0.00 0.29 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 16.5 0.0 0.0 0.0 35.5 0.0 0.0 35.5 0.0 Volume/Cap: 0.00 0.00 0.00 0.62 0.00 0.00 0.00 0.62 0.00 0.00 0.49 0.00 Delay/Veh: 0.0 0.0 0.0 20.3 0.0 0.0 0.0 8.5 0.0 0.0 7.2 0.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 0.0 0.0 20.3 0.0 0.0 0.0 8.5 0.0 0.0 7.2 0.0 LOS by Move: A A A C A A A A A A A A
HCM2kAvgQ: 0 0 0 6 0 0 0 7 0 0 6 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 16-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 17-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #13 Thornton Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.627
Loss Time (sec): 8 Average Delay (sec/veh): 9.6
Optimal Cycle: OPTIMIZED Level Of Service: A
******************************************************************************** Street Name: NB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Include Ignore Include
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 1 0 1! 0 1 0 0 0 0 0 0 0 2 0 1 0 0 3 0 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 10 May 2007 << 7:15-8:15 am Base Vol: 318 0 236 0 0 0 0 1073 464 0 1032 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: 318 0 236 0 0 0 0 1073 464 0 1032 0
Added Vol: 13 0 0 0 0 0 0 48 197 0 17 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 331 0 236 0 0 0 0 1121 661 0 1049 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.00 0.81 0.81 0.81 PHF Volume: 409 0 291 0 0 0 0 1384 0 0 1295 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 409 0 291 0 0 0 0 1384 0 0 1295 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 409 0 291 0 0 0 0 1384 0 0 1295 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.89 1.00 0.89 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.89 1.00 Lanes: 1.58 0.00 1.42 0.00 0.00 0.00 0.00 2.00 1.00 0.00 3.00 0.00 Final Sat.: 2689 0 2404 0 0 0 0 3538 1900 0 5083 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.15 0.00 0.12 0.00 0.00 0.00 0.00 0.39 0.00 0.00 0.25 0.00 Crit Moves: **** ****
Green Time: 14.6 0.0 14.6 0.0 0.0 0.0 0.0 37.4 0.0 0.0 37.4 0.0 Volume/Cap: 0.63 0.00 0.50 0.00 0.00 0.00 0.00 0.63 0.00 0.00 0.41 0.00 Delay/Veh: 21.4 0.0 19.9 0.0 0.0 0.0 0.0 7.5 0.0 0.0 5.8 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: 21.4 0.0 19.9 0.0 0.0 0.0 0.0 7.5 0.0 0.0 5.8 0.0 LOS by Move: C A B A A A A A A A A A
HCM2kAvgQ: 5 0 4 0 0 0 0 8 0 0 4 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 17-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 18-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Enterprise Dr / Willow St
******************************************************************************** Average Delay (sec/veh): 96.3 Worst Case Level Of Service: F[380.0] ******************************************************************************** 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
Rights: Include Include Include Include
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 0 90 0 140 160 0 0 0 0 0 0 140
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 90 0 140 160 0 0 0 0 0 0 140
Added Vol: 55 197 9 28 53 139 248 4 129 42 17 128
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 55 287 9 168 213 139 248 4 129 42 17 268
User Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 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: 51 264 8 155 196 128 228 4 119 39 16 247
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 51 264 8 155 196 128 228 4 119 39 16 247
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx 7.1 6.5 6.2 7.1 6.5 6.2 FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx 3.5 4.0 3.3 3.5 4.0 3.3 ------------|---------------||---------------||---------------||---------------| Capacity Module:

Cnflict Vol: 324 xxxx xxxxx 272 xxxx xxxxx 1070 943 260 1000 1002 268 Potent Cap.: 1236 xxxx xxxxx 1291 xxxx xxxxx 199 263 779 222 242 770 Move Cap.: 1236 xxxx xxxxx 1291 xxxx xxxxx 111 219 779 162 202 770 Volume/Cap: 0.04 xxxx xxxx 0.12 xxxx xxxx 2.05 0.02 0.15 0.24 0.08 0.32 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.1 xxxx xxxxx 0.4 xxxx xxxxx xxxx xxxx xxxxx xxxx 0.1 1.4 Control Del: 8.0 xxxx xxxxx 8.2 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 23.6 11.9 LOS by Move: A * * A * * * * * * C B
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx 112 xxxx 723 167 xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 19.5 xxxx 0.6 1.1 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 574.8 xxxx 11.0 34.5 xxxx xxxxx Shared LOS: * * * * * * F * B D * *
ApproachDel: xxxxxx xxxxxx 380.0 15.7
ApproachLOS: * * F C
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 19-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #15 Central Ave. / Cherry St.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.934
Loss Time (sec): 16 Average Delay (sec/veh): 39.3
Optimal Cycle: 112 Level Of Service: D
******************************************************************************** Street Name: Cherry St. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Include
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
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 2 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 5 Oct 2006 << 7:15-8:15 am Base Vol: 482 325 133 110 442 28 3 108 527 260 185 50
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: 482 325 133 110 442 28 3 108 527 260 185 50 Added Vol: 87 0 0 0 0 2 7 33 251 0 14 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 569 325 133 110 442 30 10 141 778 260 199 50 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 605 346 141 117 470 32 11 150 828 277 212 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 605 346 141 117 470 32 11 150 828 277 212 53 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: 605 346 141 117 470 32 11 150 828 277 212 53 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.93 0.92 0.92 0.93 0.98 0.83 0.90 0.90 0.90 Lanes: 1.00 2.00 1.00 1.00 1.87 0.13 1.00 1.00 1.00 2.00 1.60 0.40 Final Sat.: 1769 3538 1583 1769 3280 223 1769 1862 1583 3432 2743 689 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.34 0.10 0.09 0.07 0.14 0.14 0.01 0.08 0.52 0.08 0.08 0.08 Crit Moves: **** **** **** ****
Green Time: 29.3 24.4 31.4 17.1 12.3 21.5 9.2 15.5 44.7 7.0 13.2 13.2 Volume/Cap: 0.94 0.32 0.23 0.31 0.94 0.53 0.05 0.42 0.94 0.92 0.47 0.47 Delay/Veh: 45.4 21.6 16.4 26.9 57.3 25.6 31.6 29.1 33.0 68.3 30.8 30.8 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: 45.4 21.6 16.4 26.9 57.3 25.6 31.6 29.1 33.0 68.3 30.8 30.8 LOS by Move: D C B C E C C C C E C C
HCM2kAvgQ: 19 4 2 3 11 6 0 4 24 7 4 4
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 19-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 20-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #16 Central Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.520
Loss Time (sec): 16 Average Delay (sec/veh): 21.8
Optimal Cycle: 60 Level Of Service: C
******************************************************************************** Street Name: Cedar Blvd. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:30AN
Base Vol: 65 245 73 166 451 72 77 262 87 113 210 79
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: 65 245 73 166 451 72 77 262 87 113 210 79
Added Vol: 0 0 0 0 0 0 0 29 0 0 12 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 65 245 73 166 451 72 77 291 87 113 222 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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 68 258 77 175 475 76 81 306 92 119 234 83
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 68 258 77 175 475 76 81 306 92 119 234 83
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: 68 258 77 175 475 76 81 306 92 119 234 83
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.90 0.90 0.93 0.91 0.91 0.93 0.90 0.90 0.93 0.89 0.89 Lanes: 1.00 1.54 0.46 1.00 1.72 0.28 1.00 1.54 0.46 1.00 1.48 0.52 Final Sat.: 1769 2633 785 1769 2987 477 1769 2631 787 1769 2508 892 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.10 0.10 0.10 0.16 0.16 0.05 0.12 0.12 0.07 0.09 0.09 Crit Moves: **** **** **** ****
Green Time: 7.0 14.2 14.2 10.0 17.2 17.2 8.2 12.6 12.6 7.3 11.7 11.7 Volume/Cap: 0.33 0.41 0.41 0.60 0.56 0.56 0.34 0.56 0.56 0.56 0.48 0.48 Delay/Veh: 25.3 19.7 19.7 26.5 18.9 18.9 24.3 22.2 22.2 28.0 22.0 22.0 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: 25.3 19.7 19.7 26.5 18.9 18.9 24.3 22.2 22.2 28.0 22.0 22.0 LOS by Move: C B B C B B C C C C C C
HCM2kAvgQ: 2 3 3 4 5 5 2 4 4 3 3 3
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 20-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 21-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #17 Mowry Ave. / Cherry St.
******************************************************************************** Cycle (sec): 105 Critical Vol./Cap.(X): 0.856
Loss Time (sec): 16 Average Delay (sec/veh): 41.3
Optimal Cycle: 104 Level Of Service: D
******************************************************************************** Street Name: Cherry St. Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Ovl Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 3 Oct 2006 << 7:15-8:15 am Base Vol: 54 1048 348 50 598 55 16 21 12 313 134 469
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 1048 348 50 598 55 16 21 12 313 134 469 Added Vol: 0 6 0 231 19 0 0 0 0 0 0 79
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 54 1054 348 281 617 55 16 21 12 313 134 548 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 60 1171 387 312 686 61 18 23 13 348 149 609 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 60 1171 387 312 686 61 18 23 13 348 149 609 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: 60 1171 387 312 686 61 18 23 13 348 149 609 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.90 0.93 0.83 0.93 0.98 0.83 0.93 0.98 0.83 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 1769 3538 1583 3432 3538 1583 1769 1862 1583 1769 1862 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.33 0.24 0.09 0.19 0.04 0.01 0.01 0.01 0.20 0.08 0.38 Crit Moves: **** **** **** ****
Green Time: 12.4 37.9 37.9 10.4 36.0 36.0 7.0 13.3 25.6 27.4 33.7 44.1 Volume/Cap: 0.29 0.92 0.68 0.92 0.57 0.11 0.15 0.10 0.03 0.75 0.25 0.92 Delay/Veh: 43.1 42.5 31.6 75.4 28.8 23.7 46.8 40.8 30.3 42.6 26.6 46.3 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: 43.1 42.5 31.6 75.4 28.8 23.7 46.8 40.8 30.3 42.6 26.6 46.3 LOS by Move: D D C E C C D D C D C D
HCM2kAvgQ: 2 23 11 8 10 1 1 1 0 12 4 23
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 21-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 22-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #18 Mowry Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.362
Loss Time (sec): 8 Average Delay (sec/veh): 11.4
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ignore Ovl Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 2 0 0 3 0 1 0 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:8:00AM
Base Vol: 0 0 0 546 0 251 0 524 415 0 678 815
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 0 546 0 251 0 524 415 0 678 815
Added Vol: 0 0 0 1 0 0 0 47 176 0 76 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 547 0 251 0 571 591 0 754 815
User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.98 0.98 0.00 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.00 PHF Volume: 0 0 0 558 0 256 0 583 0 0 769 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 558 0 256 0 583 0 0 769 0
PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 558 0 256 0 583 0 0 769 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.90 1.00 0.73 1.00 0.89 1.00 1.00 0.89 1.00 Lanes: 0.00 0.00 0.00 2.00 0.00 2.00 0.00 3.00 1.00 0.00 3.00 1.00 Final Sat.: 0 0 0 3432 0 2786 0 5083 1900 0 5083 1900
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.00 0.00 0.16 0.00 0.09 0.00 0.11 0.00 0.00 0.15 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 26.9 0.0 26.9 0.0 25.1 0.0 0.0 25.1 0.0 Volume/Cap: 0.00 0.00 0.00 0.36 0.00 0.20 0.00 0.27 0.00 0.00 0.36 0.00 Delay/Veh: 0.0 0.0 0.0 11.0 0.0 10.1 0.0 11.6 0.0 0.0 12.1 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 11.0 0.0 10.1 0.0 11.6 0.0 0.0 12.1 0.0 LOS by Move: A A A B A B A B A A B A
HCM2kAvgQ: 0 0 0 4 0 2 0 3 0 0 3 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 22-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 23-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #19 Mowry Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.334
Loss Time (sec): 8 Average Delay (sec/veh): 10.6
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: NB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ovl Ignore Ignore Ignore
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 2 0 0 0 2 0 0 0 0 0 0 0 3 0 1 0 0 4 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 209 0 400 0 0 0 0 819 174 0 1278 678
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: 209 0 400 0 0 0 0 819 174 0 1278 678
Added Vol: 61 0 0 0 0 0 0 48 0 0 16 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 270 0 400 0 0 0 0 867 174 0 1294 680
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.00 0.93 0.93 0.00 0.93 0.93 0.00 PHF Volume: 290 0 430 0 0 0 0 932 0 0 1391 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 290 0 430 0 0 0 0 932 0 0 1391 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 290 0 430 0 0 0 0 932 0 0 1391 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 1.00 0.73 1.00 1.00 1.00 1.00 0.89 1.00 1.00 0.89 1.00 Lanes: 2.00 0.00 2.00 0.00 0.00 0.00 0.00 3.00 1.00 0.00 4.00 1.00 Final Sat.: 3432 0 2786 0 0 0 0 5083 1900 0 6778 1900
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.00 0.15 0.00 0.00 0.00 0.00 0.18 0.00 0.00 0.21 0.00 Crit Moves: **** ****
Green Time: 22.3 0.0 22.3 0.0 0.0 0.0 0.0 29.7 0.0 0.0 29.7 0.0 Volume/Cap: 0.23 0.00 0.42 0.00 0.00 0.00 0.00 0.37 0.00 0.00 0.42 0.00 Delay/Veh: 13.0 0.0 14.3 0.0 0.0 0.0 0.0 9.5 0.0 0.0 9.7 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: 13.0 0.0 14.3 0.0 0.0 0.0 0.0 9.5 0.0 0.0 9.7 0.0 LOS by Move: B A B A A A A A A A A A
HCM2kAvgQ: 2 0 4 0 0 0 0 4 0 0 5 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:04:49 Page 23-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:36 Page 1-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Scenario Report
Scenario: Pj_PM
Command: Existing PM + Project
Volume: Ex_PM
Geometry: EX_PM
Impact Fee: Default Impact Fee
Trip Generation: Project PM
Trip Distribution: Default Trip Distribution
Paths: Default Path
Routes: Default Route
Configuration: Default Configuration
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 5-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #1 84 WB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.488
Loss Time (sec): 8 Average Delay (sec/veh): 7.9
Optimal Cycle: OPTIMIZED Level Of Service: A
******************************************************************************** Street Name: Thornton Ave. 84 WB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Ignore Ignore Include Include
Min. Green: 0 10 10 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
Lanes: 0 0 2 0 1 0 0 2 0 1 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 0 937 225 0 204 189 0 0 0 126 0 6
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: 0 937 225 0 204 189 0 0 0 126 0 6
Added Vol: 0 40 62 0 64 0 0 0 0 66 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 977 287 0 268 189 0 0 0 192 0 6
User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.91 0.91 0.00 0.91 0.91 0.00 0.91 0.91 0.91 0.91 0.91 0.91 PHF Volume: 0 1074 0 0 295 0 0 0 0 211 0 7
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1074 0 0 295 0 0 0 0 211 0 7
PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1074 0 0 295 0 0 0 0 211 0 7
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.30 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.12 0.00 0.00 Crit Moves: **** ****
Green Time: 0.0 37.3 0.0 0.0 37.3 0.0 0.0 0.0 0.0 14.7 0.0 14.7 Volume/Cap: 0.00 0.49 0.00 0.00 0.13 0.00 0.00 0.00 0.00 0.49 0.00 0.02 Delay/Veh: 0.0 6.3 0.0 0.0 4.7 0.0 0.0 0.0 0.0 20.3 0.0 17.2 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 6.3 0.0 0.0 4.7 0.0 0.0 0.0 0.0 20.3 0.0 17.2 LOS by Move: A A A A A A A A A C A B
HCM2kAvgQ: 0 5 0 0 1 0 0 0 0 4 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 5-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 6-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #2 84 EB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.751
Loss Time (sec): 8 Average Delay (sec/veh): 16.2
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. 84 EB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Include Ignore Include Ignore
Min. Green: 0 10 10 0 10 10 10 10 10 0 0 0
Y+R: 0.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 2 0 1 0 0 2 0 1 1 0 0 1 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 0 366 116 0 260 29 708 2 599 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: 0 366 116 0 260 29 708 2 599 0 0 0
Added Vol: 0 101 43 0 130 0 0 0 102 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 467 159 0 390 29 708 2 701 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 0.89 0.89 0.89 0.89 0.89 0.00 0.89 0.89 0.89 0.89 0.89 0.00 PHF Volume: 0 525 179 0 438 0 796 2 788 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 525 179 0 438 0 796 2 788 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 525 179 0 438 0 796 2 788 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.93 0.83 1.00 0.93 1.00 0.83 0.83 0.83 1.00 1.00 1.00 Lanes: 0.00 2.00 1.00 0.00 2.00 1.00 1.00 0.01 0.99 0.00 0.00 0.00 Final Sat.: 0 3538 1583 0 3538 1900 1583 5 1578 0 0 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.15 0.11 0.00 0.12 0.00 0.50 0.50 0.50 0.00 0.00 0.00 Crit Moves: **** ****
Green Time: 0.0 11.8 11.8 0.0 11.8 0.0 40.2 40.2 40.2 0.0 0.0 0.0 Volume/Cap: 0.00 0.75 0.57 0.00 0.63 0.00 0.75 0.75 0.75 0.00 0.00 0.00 Delay/Veh: 0.0 27.3 24.3 0.0 23.9 0.0 9.7 9.5 9.5 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 27.3 24.3 0.0 23.9 0.0 9.7 9.5 9.5 0.0 0.0 0.0 LOS by Move: A C C A C A A A A A A A
HCM2kAvgQ: 0 5 3 0 4 0 12 11 11 0 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 6-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 7-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #3 Gateway Blvd. / Thornton Ave.
******************************************************************************** Cycle (sec): 75 Critical Vol./Cap.(X): 0.693
Loss Time (sec): 12 Average Delay (sec/veh): 18.9
Optimal Cycle: 90 Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. Gateway Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Split Phase Split Phase
Rights: Include Include Include Ovl
Min. Green: 0 10 10 7 10 0 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
Lanes: 0 0 2 0 1 2 0 1 0 0 0 0 0 0 0 1 0 0 0 2
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 <<
Base Vol: 0 330 34 266 613 0 0 0 0 37 0 207
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: 0 330 34 266 613 0 0 0 0 37 0 207
Added Vol: 0 144 3 0 232 0 0 0 0 5 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 474 37 266 845 0 0 0 0 42 0 207
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 PHF Volume: 0 578 45 324 1030 0 0 0 0 51 0 252
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 578 45 324 1030 0 0 0 0 51 0 252
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: 0 578 45 324 1030 0 0 0 0 51 0 252
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.16 0.03 0.09 0.55 0.00 0.00 0.00 0.00 0.03 0.00 0.09 Crit Moves: **** ****
Green Time: 0.0 13.8 13.8 39.2 53.0 0.0 0.0 0.0 0.0 10.0 0.0 49.2 Volume/Cap: 0.00 0.89 0.15 0.18 0.78 0.00 0.00 0.00 0.00 0.22 0.00 0.14 Delay/Veh: 0.0 43.9 26.0 9.5 10.4 0.0 0.0 0.0 0.0 29.5 0.0 4.9 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 43.9 26.0 9.5 10.4 0.0 0.0 0.0 0.0 29.5 0.0 4.9 LOS by Move: A D C A B A A A A C A A
HCM2kAvgQ: 0 8 1 2 16 0 0 0 0 1 0 1
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 7-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 8-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #4 Jarvis Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.933
Loss Time (sec): 16 Average Delay (sec/veh): 41.7
Optimal Cycle: 112 Level Of Service: D
******************************************************************************** Street Name: Newark Blvd. Jarvis Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 2 0 2 0 1 2 0 0 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 May 2006 << 5:00-6:00 pm Base Vol: 156 509 66 435 627 446 686 166 162 174 170 233 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 156 509 66 435 627 446 686 166 162 174 170 233 Added Vol: 4 6 6 0 10 0 0 0 5 10 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 160 515 72 435 637 446 686 166 167 184 170 233 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 167 536 75 453 664 465 715 173 174 192 177 243 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 167 536 75 453 664 465 715 173 174 192 177 243 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: 167 536 75 453 664 465 715 173 174 192 177 243 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.91 0.91 0.90 0.93 0.83 0.90 0.91 0.91 0.93 0.85 0.85 Lanes: 1.00 1.75 0.25 2.00 2.00 1.00 2.00 0.50 0.50 1.00 1.00 1.00 Final Sat.: 1769 3048 426 3432 3538 1583 3432 859 864 1769 1615 1615 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.18 0.18 0.13 0.19 0.29 0.21 0.20 0.20 0.11 0.11 0.15 Crit Moves: **** **** **** ****
Green Time: 8.1 19.0 19.0 14.3 25.2 25.2 17.9 20.0 20.0 10.8 12.9 12.9 Volume/Cap: 0.93 0.74 0.74 0.74 0.60 0.93 0.93 0.81 0.81 0.81 0.68 0.93 Delay/Veh: 83.8 31.8 31.8 36.0 24.0 51.3 48.7 38.9 38.9 51.6 34.7 59.6 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: 83.8 31.8 31.8 36.0 24.0 51.3 48.7 38.9 38.9 51.6 34.7 59.6 LOS by Move: F C C D C D D D D D C E
HCM2kAvgQ: 8 9 9 6 7 13 11 9 9 7 6 10
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 8-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 9-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #5 Cedar Blvd. / Newark Blvd.
******************************************************************************** Cycle (sec): 90 Critical Vol./Cap.(X): 0.877
Loss Time (sec): 16 Average Delay (sec/veh): 38.8
Optimal Cycle: 102 Level Of Service: D
******************************************************************************** Street Name: Newark Blvd. Cedar Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 98 411 26 512 953 110 90 159 70 87 251 335
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: 98 411 26 512 953 110 90 159 70 87 251 335 Added Vol: 0 21 0 0 35 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 98 432 26 512 988 110 90 159 70 87 251 335 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 104 460 28 545 1051 117 96 169 74 93 267 356 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 104 460 28 545 1051 117 96 169 74 93 267 356 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: 104 460 28 545 1051 117 96 169 74 93 267 356 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.92 0.92 0.93 0.92 0.92 0.93 0.89 0.89 0.93 0.85 0.85 Lanes: 1.00 1.89 0.11 1.00 1.80 0.20 1.00 1.39 0.61 1.00 1.00 1.00 Final Sat.: 1769 3307 199 1769 3136 349 1769 2343 1032 1769 1617 1617 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.14 0.14 0.31 0.34 0.34 0.05 0.07 0.07 0.05 0.17 0.22 Crit Moves: **** **** **** ****
Green Time: 8.5 14.0 14.0 30.9 36.4 36.4 7.0 17.1 17.1 12.0 22.1 22.1 Volume/Cap: 0.63 0.90 0.90 0.90 0.83 0.83 0.70 0.38 0.38 0.39 0.67 0.90 Delay/Veh: 46.7 54.7 54.7 44.0 28.2 28.2 54.9 32.2 32.2 36.8 32.6 47.1 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: 46.7 54.7 54.7 44.0 28.2 28.2 54.9 32.2 32.2 36.8 32.6 47.1 LOS by Move: D D D D C C D C C D C D
HCM2kAvgQ: 4 10 10 18 18 18 4 3 3 2 7 12
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 9-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 10-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #6 Cedar Blvd. / Lake Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.369
Loss Time (sec): 12 Average Delay (sec/veh): 13.5
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: Cedar Blvd. Lake Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase
Rights: Include Ignore Ignore Include
Min. Green: 7 10 10 7 10 0 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
Lanes: 1 0 1 1 0 1 0 2 0 0 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 13 514 91 70 503 0 0 0 0 107 0 5
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: 13 514 91 70 503 0 0 0 0 107 0 5
Added Vol: 0 0 7 0 0 0 0 0 0 11 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 13 514 98 70 503 0 0 0 0 118 0 5
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.00 0.96 0.96 0.00 0.96 0.96 0.96 PHF Volume: 14 535 102 73 524 0 0 0 0 123 0 5
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 14 535 102 73 524 0 0 0 0 123 0 5
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 14 535 102 73 524 0 0 0 0 123 0 5
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.91 0.91 0.93 0.93 1.00 1.00 1.00 1.00 0.93 1.00 0.83 Lanes: 1.00 1.68 0.32 1.00 2.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 Final Sat.: 1769 2900 553 1769 3538 0 0 0 0 1769 0 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.18 0.18 0.04 0.15 0.00 0.00 0.00 0.00 0.07 0.00 0.00 Crit Moves: **** **** ****
Green Time: 15.1 29.8 29.8 7.0 21.6 0.0 0.0 0.0 0.0 11.2 0.0 11.2 Volume/Cap: 0.03 0.37 0.37 0.35 0.41 0.00 0.00 0.00 0.00 0.37 0.00 0.02 Delay/Veh: 16.9 9.5 9.5 25.5 14.6 0.0 0.0 0.0 0.0 22.0 0.0 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: 16.9 9.5 9.5 25.5 14.6 0.0 0.0 0.0 0.0 22.0 0.0 19.9 LOS by Move: B A A C B A A A A C A B
HCM2kAvgQ: 0 4 4 1 4 0 0 0 0 2 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 10-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 11-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Thornton Ave. / Willow St.
******************************************************************************** Cycle (sec): 110 Critical Vol./Cap.(X): 0.914
Loss Time (sec): 16 Average Delay (sec/veh): 62.6
Optimal Cycle: 130 Level Of Service: E
******************************************************************************** Street Name: Willow St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 1 0 0 1 1 0 0 1 0 1 0 1 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 5:00-6:00 pm Base Vol: 112 8 123 18 6 8 42 402 253 10 170 29
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 8 123 18 6 8 42 402 253 10 170 29
Added Vol: 147 3 233 0 3 0 0 0 237 381 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 259 11 356 18 9 8 42 402 490 391 170 29
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 267 11 367 19 9 8 43 414 505 403 175 30
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 267 11 367 19 9 8 43 414 505 403 175 30
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: 267 11 367 19 9 8 43 414 505 403 175 30
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.93 0.91 0.91 0.93 0.85 0.85 0.93 0.96 0.96 Lanes: 1.92 0.08 1.00 1.00 0.53 0.47 1.00 1.00 1.00 1.00 0.85 0.15 Final Sat.: 3408 145 1583 1769 916 814 1769 1624 1624 1769 1556 265 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.08 0.23 0.01 0.01 0.01 0.02 0.26 0.31 0.23 0.11 0.11 Crit Moves: **** **** **** ****
Green Time: 25.3 25.3 25.3 10.0 10.0 10.0 21.2 33.9 33.9 24.8 37.5 37.5 Volume/Cap: 0.34 0.34 1.01 0.12 0.11 0.11 0.13 0.83 1.01 1.01 0.33 0.33 Delay/Veh: 35.7 35.7 92.0 46.3 46.2 46.2 36.9 40.6 70.2 90.0 27.2 27.2 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: 35.7 35.7 92.0 46.3 46.2 46.2 36.9 40.6 70.2 90.0 27.2 27.2 LOS by Move: D D F D D D D D E F C C
HCM2kAvgQ: 4 4 18 1 1 1 1 15 23 20 5 5
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 11-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 12-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #8 Thornton Ave. / Spruce St.
******************************************************************************** Cycle (sec): 95 Critical Vol./Cap.(X): 0.521
Loss Time (sec): 8 Average Delay (sec/veh): 10.5
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: Spruce St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 10 10 10 10 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
Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 8 19 29 44 22 16 16 466 11 38 272 53
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: 8 19 29 44 22 16 16 466 11 38 272 53
Added Vol: 0 0 0 0 0 14 9 212 0 0 347 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 8 19 29 44 22 30 25 678 11 38 619 53
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 8 20 30 46 23 31 26 706 11 40 645 55
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 20 30 46 23 31 26 706 11 40 645 55
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: 8 20 30 46 23 31 26 706 11 40 645 55
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.91 0.91 0.91 0.92 0.92 0.92 0.30 0.98 0.98 0.29 0.97 0.97 Lanes: 0.14 0.34 0.52 0.46 0.23 0.31 1.00 0.98 0.02 1.00 0.92 0.08 Final Sat.: 246 583 890 800 400 545 564 1829 30 547 1695 145 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.03 0.03 0.06 0.06 0.06 0.05 0.39 0.39 0.07 0.38 0.38 Crit Moves: **** **** ****
Green Time: 10.0 10.0 10.0 10.0 10.0 10.0 67.0 67.0 67.0 67.0 67.0 67.0 Volume/Cap: 0.32 0.32 0.32 0.54 0.54 0.54 0.07 0.55 0.55 0.10 0.54 0.54 Delay/Veh: 40.4 40.4 40.4 43.7 43.7 43.7 4.4 7.2 7.2 4.6 7.1 7.1 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: 40.4 40.4 40.4 43.7 43.7 43.7 4.4 7.2 7.2 4.6 7.1 7.1 LOS by Move: D D D D D D A A A A A A
HCM2kAvgQ: 2 2 2 4 4 4 0 10 10 0 10 10
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 12-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 13-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #9 Thornton Ave. / Cherry St.
******************************************************************************** Cycle (sec): 65 Critical Vol./Cap.(X): 0.784
Loss Time (sec): 16 Average Delay (sec/veh): 26.5
Optimal Cycle: 69 Level Of Service: C
******************************************************************************** Street Name: Cherry St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Ovl Include Ovl Include
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
Lanes: 1 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 27 Sep 2006 << 5:00-6:00 pm Base Vol: 138 191 169 50 140 27 52 474 125 156 359 47
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: 138 191 169 50 140 27 52 474 125 156 359 47 Added Vol: 7 0 0 0 0 0 0 202 11 0 332 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 145 191 169 50 140 27 52 676 136 156 691 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 161 212 188 56 156 30 58 751 151 173 768 52 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 161 212 188 56 156 30 58 751 151 173 768 52 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: 161 212 188 56 156 30 58 751 151 173 768 52 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.96 0.96 0.83 0.97 0.97 0.83 0.93 0.91 0.91 0.93 0.92 0.92 Lanes: 1.00 1.00 1.00 0.26 0.74 1.00 1.00 1.67 0.33 1.00 1.87 0.13 Final Sat.: 1823 1823 1583 484 1354 1583 1769 2872 578 1769 3279 223 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.12 0.12 0.11 0.11 0.02 0.03 0.26 0.26 0.10 0.23 0.23 Crit Moves: **** **** **** ****
Green Time: 10.0 10.0 17.9 10.0 10.0 10.0 9.1 21.1 31.1 7.9 19.9 19.9 Volume/Cap: 0.57 0.76 0.43 0.75 0.75 0.12 0.23 0.81 0.55 0.81 0.77 0.77 Delay/Veh: 26.8 33.0 20.0 36.7 36.7 23.9 25.3 24.5 12.4 47.4 23.8 23.8 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: 26.8 33.0 20.0 36.7 36.7 23.9 25.3 24.5 12.4 47.4 23.8 23.8 LOS by Move: C C C D D C C C B D C C
HCM2kAvgQ: 4 6 4 6 6 1 1 11 7 6 10 10
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 13-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 14-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #10 Thornton Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 65 Critical Vol./Cap.(X): 0.774
Loss Time (sec): 16 Average Delay (sec/veh): 27.1
Optimal Cycle: 68 Level Of Service: C
******************************************************************************** Street Name: Newark Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 130 209 90 122 304 117 129 588 124 175 427 73 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: 130 209 90 122 304 117 129 588 124 175 427 73 Added Vol: 0 3 0 0 4 32 20 181 0 0 300 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 130 212 90 122 308 149 149 769 124 175 727 73 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 134 219 93 126 318 154 154 793 128 180 749 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 134 219 93 126 318 154 154 793 128 180 749 75 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: 134 219 93 126 318 154 154 793 128 180 749 75 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.89 0.89 0.93 0.89 0.89 0.93 0.91 0.91 0.93 0.92 0.92 Lanes: 1.00 1.40 0.60 1.00 1.35 0.65 1.00 1.72 0.28 1.00 1.82 0.18 Final Sat.: 1769 2372 1007 1769 2268 1097 1769 2983 481 1769 3170 318 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.09 0.09 0.07 0.14 0.14 0.09 0.27 0.27 0.10 0.24 0.24 Crit Moves: **** **** **** ****
Green Time: 7.0 10.9 10.9 7.7 11.6 11.6 9.5 22.0 22.0 8.4 20.9 20.9 Volume/Cap: 0.70 0.55 0.55 0.60 0.79 0.79 0.59 0.79 0.79 0.79 0.74 0.74 Delay/Veh: 39.3 25.9 25.9 32.2 32.3 32.3 29.6 23.0 23.0 43.7 22.2 22.2 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: 39.3 25.9 25.9 32.2 32.3 32.3 29.6 23.0 23.0 43.7 22.2 22.2 LOS by Move: D C C C C C C C C D C C
HCM2kAvgQ: 4 4 4 4 7 7 4 11 11 6 9 9
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 14-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 15-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #11 Thornton Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.917
Loss Time (sec): 16 Average Delay (sec/veh): 37.9
Optimal Cycle: 107 Level Of Service: D
******************************************************************************** Street Name: Cedar Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 1 0 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:4:45PM
Base Vol: 89 283 246 375 247 30 162 762 66 297 670 232
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 89 283 246 375 247 30 162 762 66 297 670 232 Added Vol: 0 0 0 0 0 11 7 175 0 0 289 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 89 283 246 375 247 41 169 937 66 297 959 232 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 91 289 251 383 252 42 172 956 67 303 979 237 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 91 289 251 383 252 42 172 956 67 303 979 237 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: 91 289 251 383 252 42 172 956 67 303 979 237 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.90 0.93 0.83 0.93 0.92 0.92 0.93 0.93 0.83 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.87 0.13 1.00 2.00 1.00 Final Sat.: 1769 3538 1583 3432 3538 1583 1769 3272 230 1769 3538 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.08 0.16 0.11 0.07 0.03 0.10 0.29 0.29 0.17 0.28 0.15 Crit Moves: **** **** **** ****
Green Time: 13.8 13.8 13.8 10.0 10.0 10.0 10.5 25.4 25.4 14.9 29.7 39.7 Volume/Cap: 0.30 0.47 0.92 0.89 0.57 0.21 0.74 0.92 0.92 0.92 0.74 0.30 Delay/Veh: 29.5 30.4 67.0 54.7 34.7 32.0 45.7 38.7 38.7 62.3 24.2 12.1 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: 29.5 30.4 67.0 54.7 34.7 32.0 45.7 38.7 38.7 62.3 24.2 12.1 LOS by Move: C C E D C C D D D E C B
HCM2kAvgQ: 2 4 10 6 3 1 6 17 17 8 11 3
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 15-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 16-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #12 Thornton Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.732
Loss Time (sec): 8 Average Delay (sec/veh): 13.4
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Ignore Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 9 May 2007 << 5:00-6:00 pm Base Vol: 0 0 0 780 0 189 0 1172 211 0 1027 281
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 0 780 0 189 0 1172 211 0 1027 281
Added Vol: 0 0 0 0 0 212 0 156 18 0 77 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 780 0 401 0 1328 229 0 1104 281
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.00 0.95 0.95 0.00 0.95 0.95 0.00 PHF Volume: 0 0 0 821 0 0 0 1398 0 0 1162 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 821 0 0 0 1398 0 0 1162 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 821 0 0 0 1398 0 0 1162 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.00 0.00 0.24 0.00 0.00 0.00 0.40 0.00 0.00 0.33 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 19.6 0.0 0.0 0.0 32.4 0.0 0.0 32.4 0.0 Volume/Cap: 0.00 0.00 0.00 0.73 0.00 0.00 0.00 0.73 0.00 0.00 0.61 0.00 Delay/Veh: 0.0 0.0 0.0 20.4 0.0 0.0 0.0 12.0 0.0 0.0 10.0 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 20.4 0.0 0.0 0.0 12.0 0.0 0.0 10.0 0.0 LOS by Move: A A A C A A A B A A B A
HCM2kAvgQ: 0 0 0 9 0 0 0 10 0 0 8 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 16-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 17-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #13 Thornton Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.694
Loss Time (sec): 8 Average Delay (sec/veh): 10.2
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: NB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Include Ignore Include
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 1 0 1! 0 1 0 0 0 0 0 0 0 2 0 1 0 0 3 0 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 10 May 2007 << 6:00-7:00 pm Base Vol: 356 0 337 0 0 0 0 1488 462 0 953 0
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 356 0 337 0 0 0 0 1488 462 0 953 0
Added Vol: 26 0 0 0 0 0 0 31 126 0 51 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 382 0 337 0 0 0 0 1519 588 0 1004 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.00 0.96 0.96 0.96 PHF Volume: 398 0 351 0 0 0 0 1582 0 0 1046 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 398 0 351 0 0 0 0 1582 0 0 1046 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 398 0 351 0 0 0 0 1582 0 0 1046 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.89 1.00 0.89 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.89 1.00 Lanes: 1.53 0.00 1.47 0.00 0.00 0.00 0.00 2.00 1.00 0.00 3.00 0.00 Final Sat.: 2583 0 2477 0 0 0 0 3538 1900 0 5083 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.15 0.00 0.14 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.21 0.00 Crit Moves: **** ****
Green Time: 13.3 0.0 13.3 0.0 0.0 0.0 0.0 38.7 0.0 0.0 38.7 0.0 Volume/Cap: 0.69 0.00 0.64 0.00 0.00 0.00 0.00 0.69 0.00 0.00 0.32 0.00 Delay/Veh: 23.4 0.0 22.3 0.0 0.0 0.0 0.0 7.8 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: 23.4 0.0 22.3 0.0 0.0 0.0 0.0 7.8 0.0 0.0 4.8 0.0 LOS by Move: C A C A A A A A A A A A
HCM2kAvgQ: 6 0 5 0 0 0 0 10 0 0 3 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 17-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 18-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Enterprise Dr / Willow St
******************************************************************************** Average Delay (sec/veh): 376.4 Worst Case Level Of Service: F[2228.7] ******************************************************************************** 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
Rights: Include Include Include Include
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 0 120 0 130 130 0 0 0 0 0 0 130
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: 0 120 0 130 130 0 0 0 0 0 0 130
Added Vol: 142 127 42 127 168 327 192 17 91 21 8 64
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 142 247 42 257 298 327 192 17 91 21 8 194
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 154 268 46 279 324 355 209 18 99 23 9 211
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 154 268 46 279 324 355 209 18 99 23 9 211
------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 679 xxxx xxxxx 314 xxxx xxxxx 1770 1683 502 1719 1838 291 Potent Cap.: 913 xxxx xxxxx 1246 xxxx xxxxx 65 94 570 71 76 748 Move Cap.: 913 xxxx xxxxx 1246 xxxx xxxxx 28 56 570 31 45 748 Volume/Cap: 0.17 xxxx xxxx 0.22 xxxx xxxx 7.55 0.33 0.17 0.75 0.19 0.28 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.6 xxxx xxxxx 0.9 xxxx xxxxx xxxx xxxx xxxxx xxxx 0.3 1.2 Control Del: 9.7 xxxx xxxxx 8.7 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 92.8 11.7 LOS by Move: A * * A * * * * * * F B
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx 29 xxxx 234 32 xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 27.9 xxxx 2.6 2.9 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 3362 xxxx 34.9 290.4 xxxx xxxxx Shared LOS: * * * * * * F * D F * *
ApproachDel: xxxxxx xxxxxx 2228.7 44.4
ApproachLOS: * * F E
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 19-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #15 Central Ave. / Cherry St.
******************************************************************************** Cycle (sec): 70 Critical Vol./Cap.(X): 0.849
Loss Time (sec): 16 Average Delay (sec/veh): 29.1
Optimal Cycle: 82 Level Of Service: C
******************************************************************************** Street Name: Cherry St. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Include
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
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 2 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 5 Oct 2006 << 4:45-5:45 pm Base Vol: 332 416 216 75 310 12 10 183 436 241 91 63
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: 332 416 216 75 310 12 10 183 436 241 91 63 Added Vol: 271 0 0 0 0 8 5 23 161 0 36 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 603 416 216 75 310 20 15 206 597 241 127 63 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 641 443 230 80 330 21 16 219 635 256 135 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 641 443 230 80 330 21 16 219 635 256 135 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: 641 443 230 80 330 21 16 219 635 256 135 67 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.93 0.92 0.92 0.93 0.98 0.83 0.90 0.88 0.88 Lanes: 1.00 2.00 1.00 1.00 1.88 0.12 1.00 1.00 1.00 2.00 1.34 0.66 Final Sat.: 1769 3538 1583 1769 3293 212 1769 1862 1583 3432 2247 1114 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.36 0.13 0.15 0.05 0.10 0.10 0.01 0.12 0.40 0.07 0.06 0.06 Crit Moves: **** **** **** ****
Green Time: 27.0 21.8 28.8 15.2 10.0 17.0 7.0 10.0 37.0 7.0 10.0 10.0 Volume/Cap: 0.94 0.40 0.35 0.21 0.70 0.41 0.09 0.82 0.76 0.75 0.42 0.42 Delay/Veh: 41.8 19.2 14.5 22.7 33.0 22.6 28.8 47.6 17.1 39.4 28.0 28.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 41.8 19.2 14.5 22.7 33.0 22.6 28.8 47.6 17.1 39.4 28.0 28.0 LOS by Move: D B B C C C C D B D C C
HCM2kAvgQ: 19 4 4 2 5 4 0 7 13 5 3 3
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 19-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 20-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #16 Central Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.610
Loss Time (sec): 16 Average Delay (sec/veh): 23.1
Optimal Cycle: 60 Level Of Service: C
******************************************************************************** Street Name: Cedar Blvd. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:4:45PM
Base Vol: 36 328 147 145 273 43 83 378 46 101 232 138
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: 36 328 147 145 273 43 83 378 46 101 232 138 Added Vol: 0 0 0 0 0 0 0 20 0 0 32 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 36 328 147 145 273 43 83 398 46 101 264 138 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 PHF Volume: 40 360 162 159 300 47 91 437 51 111 290 152 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 40 360 162 159 300 47 91 437 51 111 290 152 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: 40 360 162 159 300 47 91 437 51 111 290 152 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.89 0.89 0.93 0.91 0.91 0.93 0.92 0.92 0.93 0.88 0.88 Lanes: 1.00 1.38 0.62 1.00 1.73 0.27 1.00 1.79 0.21 1.00 1.31 0.69 Final Sat.: 1769 2331 1044 1769 2995 472 1769 3121 361 1769 2205 1153 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.15 0.15 0.09 0.10 0.10 0.05 0.14 0.14 0.06 0.13 0.13 Crit Moves: **** **** **** ****
Green Time: 9.7 14.9 14.9 8.7 13.8 13.8 8.4 13.5 13.5 7.0 12.0 12.0 Volume/Cap: 0.14 0.62 0.62 0.62 0.43 0.43 0.37 0.62 0.62 0.54 0.66 0.66 Delay/Veh: 21.8 21.6 21.6 28.9 20.1 20.1 24.3 22.6 22.6 27.8 24.4 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: 21.8 21.6 21.6 28.9 20.1 20.1 24.3 22.6 22.6 27.8 24.4 24.4 LOS by Move: C C C C C C C C C C C C
HCM2kAvgQ: 1 6 6 4 3 3 2 5 5 3 5 5
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 20-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 21-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #17 Mowry Ave. / Cherry St.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.892
Loss Time (sec): 16 Average Delay (sec/veh): 37.1
Optimal Cycle: 99 Level Of Service: D
******************************************************************************** Street Name: Cherry St. Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Ovl Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 3 Oct 2006 << 4:45-5:45 pm Base Vol: 41 798 152 387 635 63 76 176 53 68 128 322
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: 41 798 152 387 635 63 76 176 53 68 128 322 Added Vol: 0 20 0 147 12 0 0 0 0 0 0 249
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 41 818 152 534 647 63 76 176 53 68 128 571 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 PHF Volume: 46 919 171 600 727 71 85 198 60 76 144 642
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 46 919 171 600 727 71 85 198 60 76 144 642 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: 46 919 171 600 727 71 85 198 60 76 144 642 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.03 0.26 0.11 0.17 0.21 0.04 0.05 0.11 0.04 0.04 0.08 0.41 Crit Moves: **** **** **** ****
Green Time: 11.1 22.3 22.3 15.0 26.1 26.1 7.0 15.7 26.9 11.0 19.8 34.7 Volume/Cap: 0.19 0.93 0.39 0.93 0.63 0.14 0.55 0.54 0.11 0.31 0.31 0.93 Delay/Veh: 30.8 43.4 23.9 52.8 24.0 19.1 39.2 30.5 18.4 31.8 25.0 41.3 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: 30.8 43.4 23.9 52.8 24.0 19.1 39.2 30.5 18.4 31.8 25.0 41.3 LOS by Move: C D C D C B D C B C C D
HCM2kAvgQ: 1 16 4 12 9 1 3 5 1 2 3 20
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 21-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 22-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #18 Mowry Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.622
Loss Time (sec): 8 Average Delay (sec/veh): 13.2
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ignore Ovl Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 2 0 0 3 0 1 0 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:4:45PM
Base Vol: 0 0 0 847 0 537 0 1316 414 0 885 527
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 0 847 0 537 0 1316 414 0 885 527
Added Vol: 0 0 0 2 0 0 0 29 112 0 240 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 849 0 537 0 1345 526 0 1125 527
User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.95 0.95 0.00 0.95 0.95 0.95 0.95 0.95 0.00 0.95 0.95 0.00 PHF Volume: 0 0 0 894 0 565 0 1416 0 0 1184 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 894 0 565 0 1416 0 0 1184 0
PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 894 0 565 0 1416 0 0 1184 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.00 0.00 0.26 0.00 0.20 0.00 0.28 0.00 0.00 0.23 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 25.1 0.0 25.1 0.0 26.9 0.0 0.0 26.9 0.0 Volume/Cap: 0.00 0.00 0.00 0.62 0.00 0.48 0.00 0.62 0.00 0.00 0.52 0.00 Delay/Veh: 0.0 0.0 0.0 14.6 0.0 13.0 0.0 13.2 0.0 0.0 12.1 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 14.6 0.0 13.0 0.0 13.2 0.0 0.0 12.1 0.0 LOS by Move: A A A B A B A B A A B A
HCM2kAvgQ: 0 0 0 8 0 5 0 8 0 0 6 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 22-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 23-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #19 Mowry Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.832
Loss Time (sec): 8 Average Delay (sec/veh): 16.0
Optimal Cycle: 62 Level Of Service: B
******************************************************************************** Street Name: NB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ovl Ignore Ignore Ignore
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 2 0 0 0 2 0 0 0 0 0 0 0 3 0 1 0 0 4 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:4:30PM
Base Vol: 255 0 951 0 0 0 0 1753 408 0 1139 699
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: 255 0 951 0 0 0 0 1753 408 0 1139 699
Added Vol: 190 0 0 0 0 0 0 31 0 0 50 1
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 445 0 951 0 0 0 0 1784 408 0 1189 700
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.00 0.96 0.96 0.00 0.96 0.96 0.00 PHF Volume: 464 0 991 0 0 0 0 1858 0 0 1239 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 464 0 991 0 0 0 0 1858 0 0 1239 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 464 0 991 0 0 0 0 1858 0 0 1239 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.14 0.00 0.36 0.00 0.00 0.00 0.00 0.37 0.00 0.00 0.18 0.00 Crit Moves: **** ****
Green Time: 25.6 0.0 25.6 0.0 0.0 0.0 0.0 26.4 0.0 0.0 26.4 0.0 Volume/Cap: 0.32 0.00 0.83 0.00 0.00 0.00 0.00 0.83 0.00 0.00 0.42 0.00 Delay/Veh: 11.5 0.0 20.4 0.0 0.0 0.0 0.0 17.7 0.0 0.0 11.6 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: 11.5 0.0 20.4 0.0 0.0 0.0 0.0 17.7 0.0 0.0 11.6 0.0 LOS by Move: B A C A A A A B A A B A
HCM2kAvgQ: 3 0 12 0 0 0 0 12 0 0 5 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 22:21:42 Page 23-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:32 Page 1-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Scenario Report
Scenario: Cum With Pj_AM
Command: Future _ WITH Project AM
Volume: Cum_AM
Geometry: Ex_AM
Impact Fee: Default Impact Fee
Trip Generation: Project AM
Trip Distribution: Default Trip Distribution
Paths: Default Path
Routes: Default Route
Configuration: Default Configuration
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK

Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 5-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #1 84 WB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.555
Loss Time (sec): 8 Average Delay (sec/veh): 14.4
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. 84 WB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Ignore Ignore Include Include
Min. Green: 0 10 10 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
Lanes: 0 0 2 0 1 0 0 2 0 1 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 0 550 870 0 490 910 0 0 0 520 0 80
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: 0 550 870 0 490 910 0 0 0 520 0 80
Added Vol: 0 59 95 0 23 0 0 0 0 27 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 609 965 0 513 910 0 0 0 547 0 80
User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 609 0 0 513 0 0 0 0 547 0 80
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 609 0 0 513 0 0 0 0 547 0 80
PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 609 0 0 513 0 0 0 0 547 0 80
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.17 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.31 0.00 0.05 Crit Moves: **** ****
Green Time: 0.0 18.6 0.0 0.0 18.6 0.0 0.0 0.0 0.0 33.4 0.0 33.4 Volume/Cap: 0.00 0.56 0.00 0.00 0.47 0.00 0.00 0.00 0.00 0.56 0.00 0.09 Delay/Veh: 0.0 17.9 0.0 0.0 17.0 0.0 0.0 0.0 0.0 9.2 0.0 6.3 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: 0.0 17.9 0.0 0.0 17.0 0.0 0.0 0.0 0.0 9.2 0.0 6.3 LOS by Move: A B A A B A A A A A A A
HCM2kAvgQ: 0 5 0 0 4 0 0 0 0 7 0 1
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 5-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 6-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #2 84 EB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.650
Loss Time (sec): 8 Average Delay (sec/veh): 13.0
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. 84 EB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Include Ignore Include Ignore
Min. Green: 0 10 10 0 10 10 10 10 10 0 0 0
Y+R: 0.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 2 0 1 0 0 2 0 1 1 0 0 1 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:30AM
Base Vol: 0 980 150 0 690 340 430 0 340 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: 0 980 150 0 690 340 430 0 340 0 0 0
Added Vol: 0 154 61 0 50 0 0 0 35 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1134 211 0 740 340 430 0 375 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 1134 211 0 740 0 430 0 375 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1134 211 0 740 0 430 0 375 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 1134 211 0 740 0 430 0 375 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.32 0.13 0.00 0.21 0.00 0.24 0.00 0.24 0.00 0.00 0.00 Crit Moves: **** ****
Green Time: 0.0 29.6 29.6 0.0 29.6 0.0 22.4 0.0 22.4 0.0 0.0 0.0 Volume/Cap: 0.00 0.65 0.27 0.00 0.42 0.00 0.65 0.00 0.63 0.00 0.00 0.00 Delay/Veh: 0.0 12.2 9.1 0.0 9.9 0.0 17.8 0.0 17.7 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 12.2 9.1 0.0 9.9 0.0 17.8 0.0 17.7 0.0 0.0 0.0 LOS by Move: A B A A A A B A B A A A
HCM2kAvgQ: 0 8 2 0 4 0 8 0 7 0 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 6-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 7-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #3 Gateway Blvd. / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.684
Loss Time (sec): 12 Average Delay (sec/veh): 15.9
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. Gateway Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Split Phase Split Phase
Rights: Include Include Include Ovl
Min. Green: 0 10 10 7 10 0 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
Lanes: 0 0 2 0 1 2 0 1 0 0 0 0 0 0 0 1 0 0 0 2
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 7:30-8:30 am Base Vol: 0 730 30 370 540 0 0 0 0 30 0 480
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: 0 730 30 370 540 0 0 0 0 30 0 480
Added Vol: 0 215 5 0 84 0 0 0 0 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 945 35 370 624 0 0 0 0 31 0 480
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: 0 945 35 370 624 0 0 0 0 31 0 480
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 945 35 370 624 0 0 0 0 31 0 480
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: 0 945 35 370 624 0 0 0 0 31 0 480
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.27 0.02 0.11 0.34 0.00 0.00 0.00 0.00 0.02 0.00 0.17 Crit Moves: **** **** ****
Green Time: 0.0 23.4 23.4 9.5 32.9 0.0 0.0 0.0 0.0 15.1 0.0 24.6 Volume/Cap: 0.00 0.68 0.06 0.68 0.61 0.00 0.00 0.00 0.00 0.07 0.00 0.42 Delay/Veh: 0.0 16.6 11.4 27.5 10.3 0.0 0.0 0.0 0.0 17.2 0.0 12.9 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 16.6 11.4 27.5 10.3 0.0 0.0 0.0 0.0 17.2 0.0 12.9 LOS by Move: A B B C B A A A A B A B
HCM2kAvgQ: 0 8 0 3 8 0 0 0 0 0 0 4
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 7-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 8-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #4 Jarvis Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 135 Critical Vol./Cap.(X): 1.105
Loss Time (sec): 16 Average Delay (sec/veh): 93.7
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Newark Blvd. Jarvis Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 2 0 2 0 1 2 0 0 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 May 2006 << 7:45-8:45 am Base Vol: 240 1530 30 320 990 610 810 110 110 80 110 310 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: 240 1530 30 320 990 610 810 110 110 80 110 310 Added Vol: 4 9 9 0 3 0 0 0 3 3 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 244 1539 39 320 993 610 810 110 113 83 110 310 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: 244 1539 39 320 993 610 810 110 113 83 110 310 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 244 1539 39 320 993 610 810 110 113 83 110 310 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: 244 1539 39 320 993 610 810 110 113 83 110 310 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.93 0.90 0.93 0.83 0.90 0.91 0.91 0.93 0.83 0.83 Lanes: 1.00 1.95 0.05 2.00 2.00 1.00 2.00 0.49 0.51 1.00 1.00 1.00 Final Sat.: 1769 3437 87 3432 3538 1583 3432 849 872 1769 1573 1573 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.14 0.45 0.45 0.09 0.28 0.39 0.24 0.13 0.13 0.05 0.07 0.20 Crit Moves: **** **** **** ****
Green Time: 17.4 54.7 54.7 11.4 48.7 48.7 28.8 37.8 37.8 15.1 24.1 24.1 Volume/Cap: 1.07 1.11 1.11 1.11 0.78 1.07 1.11 0.46 0.46 0.42 0.39 1.11 Delay/Veh: 137.8 98.3 98.3 145.9 41.5 100.6 119.0 40.9 40.9 57.3 49.2 133.1 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: 137.8 98.3 98.3 145.9 41.5 100.6 119.0 40.9 40.9 57.3 49.2 133.1 LOS by Move: F F F F D F F D D E D F
HCM2kAvgQ: 16 47 47 10 20 33 24 7 7 4 4 21
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 8-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 9-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #5 Cedar Blvd. / Newark Blvd.
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.056
Loss Time (sec): 16 Average Delay (sec/veh): 71.1
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Street Name: Newark Blvd. Cedar Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 200 1120 70 230 980 40 110 260 120 100 230 590 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: 200 1120 70 230 980 40 110 260 120 100 230 590 Added Vol: 0 33 0 0 12 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 200 1153 70 230 992 40 110 260 120 100 230 590 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: 200 1153 70 230 992 40 110 260 120 100 230 590 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 200 1153 70 230 992 40 110 260 120 100 230 590 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: 200 1153 70 230 992 40 110 260 120 100 230 590 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.92 0.92 0.93 0.93 0.93 0.93 0.89 0.89 0.93 0.83 0.83 Lanes: 1.00 1.89 0.11 1.00 1.92 0.08 1.00 1.37 0.63 1.00 1.00 1.00 Final Sat.: 1769 3305 201 1769 3380 136 1769 2307 1065 1769 1578 1578 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.35 0.35 0.13 0.29 0.29 0.06 0.11 0.11 0.06 0.15 0.37 Crit Moves: **** **** **** ****
Green Time: 15.1 39.7 39.7 14.8 39.3 39.3 7.1 32.7 32.7 16.9 42.5 42.5 Volume/Cap: 0.90 1.06 1.06 1.06 0.90 0.90 1.06 0.41 0.41 0.40 0.41 1.06 Delay/Veh: 85.4 82.6 82.6 129.0 47.8 47.8 160.5 36.1 36.1 48.0 29.4 86.8 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: 85.4 82.6 82.6 129.0 47.8 47.8 160.5 36.1 36.1 48.0 29.4 86.8 LOS by Move: F F F F D D F D D D C F
HCM2kAvgQ: 10 33 33 14 22 22 8 6 6 3 7 30
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 9-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 10-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #6 Cedar Blvd. / Lake Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.539
Loss Time (sec): 12 Average Delay (sec/veh): 15.9
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: Cedar Blvd. Lake Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase
Rights: Include Ignore Ignore Include
Min. Green: 7 10 10 7 10 0 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
Lanes: 1 0 1 1 0 1 0 2 0 0 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 20 810 100 30 480 0 0 0 0 260 0 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: 20 810 100 30 480 0 0 0 0 260 0 20
Added Vol: 0 0 10 0 0 0 0 0 0 4 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 810 110 30 480 0 0 0 0 264 0 20
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 20 810 110 30 480 0 0 0 0 264 0 20
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 810 110 30 480 0 0 0 0 264 0 20
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 20 810 110 30 480 0 0 0 0 264 0 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.91 0.91 0.93 0.93 1.00 1.00 1.00 1.00 0.93 1.00 0.83 Lanes: 1.00 1.76 0.24 1.00 2.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 Final Sat.: 1769 3059 415 1769 3538 0 0 0 0 1769 0 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.26 0.26 0.02 0.14 0.00 0.00 0.00 0.00 0.15 0.00 0.01 Crit Moves: **** **** ****
Green Time: 13.7 26.2 26.2 7.0 19.5 0.0 0.0 0.0 0.0 14.8 0.0 14.8 Volume/Cap: 0.05 0.61 0.61 0.15 0.42 0.00 0.00 0.00 0.00 0.61 0.00 0.05 Delay/Veh: 18.1 13.6 13.6 24.1 16.0 0.0 0.0 0.0 0.0 22.5 0.0 17.3 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: 18.1 13.6 13.6 24.1 16.0 0.0 0.0 0.0 0.0 22.5 0.0 17.3 LOS by Move: B B B C B A A A A C A B
HCM2kAvgQ: 0 7 7 0 3 0 0 0 0 5 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 10-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 11-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Thornton Ave. / Willow St.
******************************************************************************** Cycle (sec): 85 Critical Vol./Cap.(X): 0.726
Loss Time (sec): 16 Average Delay (sec/veh): 35.7
Optimal Cycle: 69 Level Of Service: D
******************************************************************************** Street Name: Willow St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 1 0 0 1 1 0 0 1 0 1 0 1 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 7:30-8:30 am Base Vol: 190 30 10 30 40 30 10 410 260 20 560 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: 190 30 10 30 40 30 10 410 260 20 560 20
Added Vol: 219 1 353 0 2 0 0 0 86 132 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 409 31 363 30 42 30 10 410 346 152 560 20
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: 409 31 363 30 42 30 10 410 346 152 560 20
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 409 31 363 30 42 30 10 410 346 152 560 20
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: 409 31 363 30 42 30 10 410 346 152 560 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.94 0.94 0.83 0.93 0.92 0.92 0.93 0.87 0.87 0.93 0.98 0.98 Lanes: 1.86 0.14 1.00 1.00 0.58 0.42 1.00 1.08 0.92 1.00 0.97 0.03 Final Sat.: 3309 251 1583 1769 1018 727 1769 1786 1507 1769 1789 64 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.12 0.12 0.23 0.02 0.04 0.04 0.01 0.23 0.23 0.09 0.31 0.31 Crit Moves: **** **** **** ****
Green Time: 22.0 22.0 22.0 10.0 10.0 10.0 7.0 26.9 26.9 10.1 30.0 30.0 Volume/Cap: 0.48 0.48 0.89 0.14 0.35 0.35 0.07 0.72 0.72 0.72 0.89 0.89 Delay/Veh: 27.0 27.0 50.5 34.0 35.6 35.6 36.2 28.3 28.3 47.9 39.7 39.7 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: 27.0 27.0 50.5 34.0 35.6 35.6 36.2 28.3 28.3 47.9 39.7 39.7 LOS by Move: C C D C D D D C C D D D
HCM2kAvgQ: 5 5 13 1 2 2 0 9 9 6 18 18
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 11-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 12-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #8 Thornton Ave. / Spruce St.
******************************************************************************** Cycle (sec): 85 Critical Vol./Cap.(X): 0.788
Loss Time (sec): 8 Average Delay (sec/veh): 20.8
Optimal Cycle: 60 Level Of Service: C
******************************************************************************** Street Name: Spruce St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 10 10 10 10 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
Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:30AM
Base Vol: 20 60 30 120 70 40 20 620 20 20 540 120
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 60 30 120 70 40 20 620 20 20 540 120
Added Vol: 0 0 0 0 0 6 12 322 0 0 120 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 60 30 120 70 46 32 942 20 20 660 120
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 60 30 120 70 46 32 942 20 20 660 120
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 60 30 120 70 46 32 942 20 20 660 120
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 60 30 120 70 46 32 942 20 20 660 120
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.94 0.94 0.94 0.93 0.93 0.93 0.21 0.98 0.98 0.11 0.96 0.96 Lanes: 0.18 0.55 0.27 0.51 0.30 0.19 1.00 0.98 0.02 1.00 0.85 0.15 Final Sat.: 323 969 485 899 524 345 402 1818 39 212 1539 280 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.06 0.06 0.13 0.13 0.13 0.08 0.52 0.52 0.09 0.43 0.43 Crit Moves: **** **** ****
Green Time: 11.1 10.0 10.0 13.7 12.6 12.6 53.3 53.3 53.3 53.3 53.3 53.3 Volume/Cap: 0.47 0.53 0.53 0.83 0.90 0.90 0.13 0.83 0.83 0.15 0.68 0.68 Delay/Veh: 35.8 37.7 37.7 52.2 66.3 66.3 6.7 17.3 17.3 7.1 12.1 12.1 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: 35.8 37.7 37.7 52.2 66.3 66.3 6.7 17.3 17.3 7.1 12.1 12.1 LOS by Move: D D D D E E A B B A B B
HCM2kAvgQ: 3 3 3 9 10 10 0 22 22 0 14 14
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 12-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 13-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #9 Thornton Ave. / Cherry St.
******************************************************************************** Cycle (sec): 65 Critical Vol./Cap.(X): 0.873
Loss Time (sec): 16 Average Delay (sec/veh): 32.0
Optimal Cycle: 83 Level Of Service: C
******************************************************************************** Street Name: Cherry St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Ovl Include Ovl Include
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
Lanes: 1 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 27 Sep 2006 << 7:30-8:30 am Base Vol: 290 200 130 50 230 30 50 350 260 170 370 40
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: 290 200 130 50 230 30 50 350 260 170 370 40 Added Vol: 9 0 0 0 0 0 0 309 4 0 114 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 299 200 130 50 230 30 50 659 264 170 484 40 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: 299 200 130 50 230 30 50 659 264 170 484 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 299 200 130 50 230 30 50 659 264 170 484 40 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: 299 200 130 50 230 30 50 659 264 170 484 40 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.83 0.97 0.97 0.83 0.93 0.89 0.89 0.93 0.92 0.92 Lanes: 1.20 0.80 1.00 0.18 0.82 1.00 1.00 1.43 0.57 1.00 1.85 0.15 Final Sat.: 2167 1449 1583 330 1516 1583 1769 2417 968 1769 3232 267 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.14 0.14 0.08 0.15 0.15 0.02 0.03 0.27 0.27 0.10 0.15 0.15 Crit Moves: **** **** **** ****
Green Time: 10.3 10.3 17.4 11.3 11.3 11.3 11.3 20.3 30.6 7.2 16.1 16.1 Volume/Cap: 0.87 0.87 0.31 0.87 0.87 0.11 0.16 0.87 0.58 0.87 0.60 0.60 Delay/Veh: 40.7 40.7 19.4 48.4 48.4 22.8 23.1 29.3 13.1 60.9 22.8 22.8 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: 40.7 40.7 19.4 48.4 48.4 22.8 23.1 29.3 13.1 60.9 22.8 22.8 LOS by Move: D D B D D C C C B E C C
HCM2kAvgQ: 8 8 2 9 9 1 1 13 8 6 6 6
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 13-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 14-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #10 Thornton Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 95 Critical Vol./Cap.(X): 0.940
Loss Time (sec): 16 Average Delay (sec/veh): 46.9
Optimal Cycle: 130 Level Of Service: D
******************************************************************************** Street Name: Newark Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 290 1220 60 130 1010 40 60 520 80 110 450 80
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: 290 1220 60 130 1010 40 60 520 80 110 450 80 Added Vol: 0 4 0 0 2 12 30 280 0 0 102 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 290 1224 60 130 1012 52 90 800 80 110 552 80 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: 290 1224 60 130 1012 52 90 800 80 110 552 80 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 290 1224 60 130 1012 52 90 800 80 110 552 80 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: 290 1224 60 130 1012 52 90 800 80 110 552 80 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.92 0.92 0.93 0.92 0.92 0.93 0.92 0.92 0.93 0.91 0.91 Lanes: 1.00 1.91 0.09 1.00 1.90 0.10 1.00 1.82 0.18 1.00 1.75 0.25 Final Sat.: 1769 3349 164 1769 3341 172 1769 3171 317 1769 3031 439 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.16 0.37 0.37 0.07 0.30 0.30 0.05 0.25 0.25 0.06 0.18 0.18 Crit Moves: **** **** **** ****
Green Time: 16.4 38.9 38.9 7.8 30.3 30.3 9.3 25.3 25.3 7.0 23.0 23.0 Volume/Cap: 0.95 0.89 0.89 0.89 0.95 0.95 0.52 0.95 0.95 0.84 0.75 0.75 Delay/Veh: 76.8 33.6 33.6 86.9 47.7 47.7 43.5 52.6 52.6 80.2 37.3 37.3 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: 76.8 33.6 33.6 86.9 47.7 47.7 43.5 52.6 52.6 80.2 37.3 37.3 LOS by Move: E C C F D D D D D F D D
HCM2kAvgQ: 13 22 22 7 21 21 3 18 18 6 11 11
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 14-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 15-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #11 Thornton Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 125 Critical Vol./Cap.(X): 1.167
Loss Time (sec): 16 Average Delay (sec/veh): 93.9
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Cedar Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 1 0 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:30Am
Base Vol: 100 350 290 610 560 50 100 720 80 620 620 670 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: 100 350 290 610 560 50 100 720 80 620 620 670 Added Vol: 0 0 0 0 0 4 10 270 0 0 98 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 100 350 290 610 560 54 110 990 80 620 718 670 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: 100 350 290 610 560 54 110 990 80 620 718 670 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 100 350 290 610 560 54 110 990 80 620 718 670 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: 100 350 290 610 560 54 110 990 80 620 718 670 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.90 0.93 0.83 0.93 0.92 0.92 0.93 0.93 0.83 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.85 0.15 1.00 2.00 1.00 Final Sat.: 1769 3538 1583 3432 3538 1583 1769 3237 262 1769 3538 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.10 0.18 0.18 0.16 0.03 0.06 0.31 0.31 0.35 0.20 0.42 Crit Moves: **** **** **** ****
Green Time: 19.6 19.6 19.6 19.0 19.0 19.0 14.2 32.8 32.8 37.6 56.1 75.2 Volume/Cap: 0.36 0.63 1.17 1.17 1.04 0.22 0.55 1.17 1.17 1.17 0.45 0.70 Delay/Veh: 47.9 51.6 162.3 147.2 102 47.0 55.5 133 133.0 137.6 24.0 19.6 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: 47.9 51.6 162.3 147.2 102 47.0 55.5 133 133.0 137.6 24.0 19.6 LOS by Move: D D F F F D E F F F C B
HCM2kAvgQ: 4 8 19 18 15 2 5 34 34 35 9 17
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 15-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 16-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #12 Thornton Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.786
Loss Time (sec): 8 Average Delay (sec/veh): 14.0
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Ignore Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 9 May 2007 << 7:45-8:45 am Base Vol: 0 0 0 810 0 660 0 1330 400 0 1400 520
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 0 810 0 660 0 1330 400 0 1400 520
Added Vol: 0 0 0 0 0 68 0 245 25 0 30 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 810 0 728 0 1575 425 0 1430 520
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 810 0 0 0 1575 0 0 1430 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 810 0 0 0 1575 0 0 1430 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 810 0 0 0 1575 0 0 1430 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.00 0.00 0.24 0.00 0.00 0.00 0.45 0.00 0.00 0.40 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 18.0 0.0 0.0 0.0 34.0 0.0 0.0 34.0 0.0 Volume/Cap: 0.00 0.00 0.00 0.79 0.00 0.00 0.00 0.79 0.00 0.00 0.71 0.00 Delay/Veh: 0.0 0.0 0.0 23.3 0.0 0.0 0.0 12.3 0.0 0.0 10.7 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 23.3 0.0 0.0 0.0 12.3 0.0 0.0 10.7 0.0 LOS by Move: A A A C A A A B A A B A
HCM2kAvgQ: 0 0 0 9 0 0 0 11 0 0 10 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 16-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 17-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #13 Thornton Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.699
Loss Time (sec): 8 Average Delay (sec/veh): 8.4
Optimal Cycle: OPTIMIZED Level Of Service: A
******************************************************************************** Street Name: NB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Include Ignore Include
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 1 0 1! 0 1 0 0 0 0 0 0 0 2 0 1 0 0 3 0 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 10 May 2007 << 7:15-8:15 am Base Vol: 320 0 260 0 0 0 0 1650 500 0 1600 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: 320 0 260 0 0 0 0 1650 500 0 1600 0
Added Vol: 13 0 0 0 0 0 0 48 197 0 17 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 333 0 260 0 0 0 0 1698 697 0 1617 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 333 0 260 0 0 0 0 1698 0 0 1617 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 333 0 260 0 0 0 0 1698 0 0 1617 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 333 0 260 0 0 0 0 1698 0 0 1617 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.89 1.00 0.89 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.89 1.00 Lanes: 1.56 0.00 1.44 0.00 0.00 0.00 0.00 2.00 1.00 0.00 3.00 0.00 Final Sat.: 2642 0 2434 0 0 0 0 3538 1900 0 5083 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.13 0.00 0.11 0.00 0.00 0.00 0.00 0.48 0.00 0.00 0.32 0.00 Crit Moves: **** ****
Green Time: 10.8 0.0 10.8 0.0 0.0 0.0 0.0 41.2 0.0 0.0 41.2 0.0 Volume/Cap: 0.70 0.00 0.59 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0.46 0.00 Delay/Veh: 25.7 0.0 23.5 0.0 0.0 0.0 0.0 6.6 0.0 0.0 4.4 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: 25.7 0.0 23.5 0.0 0.0 0.0 0.0 6.6 0.0 0.0 4.4 0.0 LOS by Move: C A C A A A A A A A A A
HCM2kAvgQ: 5 0 4 0 0 0 0 10 0 0 5 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 17-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 18-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Enterprise Dr / Willow St
******************************************************************************** Average Delay (sec/veh): 225.2 Worst Case Level Of Service: F[898.7] ******************************************************************************** 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
Rights: Include Include Include Include
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 10 100 10 150 170 10 10 10 10 10 10 150
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: 10 100 10 150 170 10 10 10 10 10 10 150
Added Vol: 55 197 9 28 53 139 248 4 129 42 17 128
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 65 297 19 178 223 149 258 14 139 52 27 278 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: 65 297 19 178 223 149 258 14 139 52 27 278
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 65 297 19 178 223 149 258 14 139 52 27 278 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 372 xxxx xxxxx 316 xxxx xxxxx 1243 1100 298 1167 1165 307 Potent Cap.: 1186 xxxx xxxxx 1244 xxxx xxxxx 151 212 742 171 194 733 Move Cap.: 1186 xxxx xxxxx 1244 xxxx xxxxx 69 168 742 110 154 733 Volume/Cap: 0.05 xxxx xxxx 0.14 xxxx xxxx 3.75 0.08 0.19 0.47 0.18 0.38 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.2 xxxx xxxxx 0.5 xxxx xxxxx xxxx xxxx xxxxx xxxx 0.3 1.8 Control Del: 8.2 xxxx xxxxx 8.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 30.6 12.9 LOS by Move: A * * A * * * * * * D B
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx 71 xxxx 566 116 xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 28.7 xxxx 1.1 2.7 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 1396 xxxx 13.7 69.8 xxxx xxxxx Shared LOS: * * * * * * F * B F * *
ApproachDel: xxxxxx xxxxxx 898.7 24.0
ApproachLOS: * * F C
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 19-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #15 Central Ave. / Cherry St.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.959
Loss Time (sec): 16 Average Delay (sec/veh): 42.7
Optimal Cycle: 122 Level Of Service: D
******************************************************************************** Street Name: Cherry St. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Include
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
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 2 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 5 Oct 2006 << 7:15-8:15 am Base Vol: 500 520 160 180 560 30 10 110 530 360 210 60
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: 500 520 160 180 560 30 10 110 530 360 210 60 Added Vol: 87 0 0 0 0 2 7 33 251 0 14 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 587 520 160 180 560 32 17 143 781 360 224 60 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: 587 520 160 180 560 32 17 143 781 360 224 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 587 520 160 180 560 32 17 143 781 360 224 60 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: 587 520 160 180 560 32 17 143 781 360 224 60 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.93 0.92 0.92 0.93 0.98 0.83 0.90 0.90 0.90 Lanes: 1.00 2.00 1.00 1.00 1.89 0.11 1.00 1.00 1.00 2.00 1.58 0.42 Final Sat.: 1769 3538 1583 1769 3320 190 1769 1862 1583 3432 2701 724 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.33 0.15 0.10 0.10 0.17 0.17 0.01 0.08 0.49 0.10 0.08 0.08 Crit Moves: **** **** **** ****
Green Time: 27.7 24.7 33.4 17.1 14.1 23.2 9.2 13.5 41.2 8.8 13.1 13.1 Volume/Cap: 0.96 0.48 0.24 0.48 0.96 0.58 0.08 0.46 0.96 0.96 0.51 0.51 Delay/Veh: 52.0 22.8 15.3 28.5 58.9 25.1 31.9 31.0 40.6 71.1 31.3 31.3 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: 52.0 22.8 15.3 28.5 58.9 25.1 31.9 31.0 40.6 71.1 31.3 31.3 LOS by Move: D C B C E C C C D E C C
HCM2kAvgQ: 20 6 3 4 12 7 0 4 25 8 4 4
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 19-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 20-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #16 Central Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 155 Critical Vol./Cap.(X): 1.296
Loss Time (sec): 16 Average Delay (sec/veh): 155.0
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Cedar Blvd. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:7:30AN
Base Vol: 220 360 130 390 820 80 80 850 330 750 1220 190 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: 220 360 130 390 820 80 80 850 330 750 1220 190 Added Vol: 0 0 0 0 0 0 0 29 0 0 12 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 220 360 130 390 820 80 80 879 330 750 1232 190 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: 220 360 130 390 820 80 80 879 330 750 1232 190 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 220 360 130 390 820 80 80 879 330 750 1232 190 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: 220 360 130 390 820 80 80 879 330 750 1232 190 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.89 0.89 0.93 0.92 0.92 0.93 0.89 0.89 0.93 0.91 0.91 Lanes: 1.00 1.47 0.53 1.00 1.82 0.18 1.00 1.45 0.55 1.00 1.73 0.27 Final Sat.: 1769 2495 901 1769 3181 310 1769 2467 926 1769 3004 463 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.12 0.14 0.14 0.22 0.26 0.26 0.05 0.36 0.36 0.42 0.41 0.41 Crit Moves: **** **** **** ****
Green Time: 14.9 18.1 18.1 27.6 30.8 30.8 9.3 42.6 42.6 50.7 84.0 84.0 Volume/Cap: 1.30 1.24 1.24 1.24 1.30 1.30 0.76 1.30 1.30 1.30 0.76 0.76 Delay/Veh: 239.8 195 195.2 194.8 206 205.9 98.1 197 197.5 197.9 29.3 29.3 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: 239.8 195 195.2 194.8 206 205.9 98.1 197 197.5 197.9 29.3 29.3 LOS by Move: F F F F F F F F F F C C
HCM2kAvgQ: 19 21 21 30 37 37 5 49 49 57 28 28
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 20-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 21-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #17 Mowry Ave. / Cherry St.
******************************************************************************** Cycle (sec): 160 Critical Vol./Cap.(X): 1.054
Loss Time (sec): 16 Average Delay (sec/veh): 83.7
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Cherry St. Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Ovl Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 3 Oct 2006 << 7:15-8:15 am Base Vol: 60 1170 430 140 900 120 30 40 20 860 250 590
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: 60 1170 430 140 900 120 30 40 20 860 250 590 Added Vol: 0 6 0 231 19 0 0 0 0 0 0 79
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 60 1176 430 371 919 120 30 40 20 860 250 669 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: 60 1176 430 371 919 120 30 40 20 860 250 669 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 60 1176 430 371 919 120 30 40 20 860 250 669 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: 60 1176 430 371 919 120 30 40 20 860 250 669 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.03 0.33 0.27 0.11 0.26 0.08 0.02 0.02 0.01 0.49 0.13 0.42 Crit Moves: **** **** **** ****
Green Time: 9.2 48.1 48.1 15.6 54.5 54.5 9.8 10.0 19.2 70.3 70.5 86.1 Volume/Cap: 0.59 1.11 0.90 1.11 0.76 0.22 0.28 0.34 0.11 1.11 0.30 0.79 Delay/Veh: 82.5 118 74.3 153.1 49.9 37.8 73.1 73.6 63.0 110.4 29.1 34.4 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: 82.5 118 74.3 153.1 49.9 37.8 73.1 73.6 63.0 110.4 29.1 34.4 LOS by Move: F F E F D D E E E F C C
HCM2kAvgQ: 4 41 23 15 22 4 2 2 1 55 8 27
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 21-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 22-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #18 Mowry Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.698
Loss Time (sec): 8 Average Delay (sec/veh): 11.8
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ignore Ovl Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 2 0 0 3 0 1 0 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:8:00AM
Base Vol: 0 0 0 680 0 400 0 770 600 0 1990 1210
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 0 680 0 400 0 770 600 0 1990 1210
Added Vol: 0 0 0 1 0 0 0 47 176 0 76 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 681 0 400 0 817 776 0 2066 1210
User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 681 0 400 0 817 0 0 2066 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 681 0 400 0 817 0 0 2066 0
PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 681 0 400 0 817 0 0 2066 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.00 0.00 0.20 0.00 0.14 0.00 0.16 0.00 0.00 0.41 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 17.1 0.0 17.1 0.0 34.9 0.0 0.0 34.9 0.0 Volume/Cap: 0.00 0.00 0.00 0.70 0.00 0.51 0.00 0.28 0.00 0.00 0.70 0.00 Delay/Veh: 0.0 0.0 0.0 21.4 0.0 18.5 0.0 6.3 0.0 0.0 9.6 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 21.4 0.0 18.5 0.0 6.3 0.0 0.0 9.6 0.0 LOS by Move: A A A C A B A A A A A A
HCM2kAvgQ: 0 0 0 7 0 4 0 3 0 0 10 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 22-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 23-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #19 Mowry Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.666
Loss Time (sec): 8 Average Delay (sec/veh): 10.9
Optimal Cycle: 60 Level Of Service: B
******************************************************************************** Street Name: NB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ovl Ignore Ignore Ignore
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 2 0 0 0 2 0 0 0 0 0 0 0 3 0 1 0 0 4 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:7:45AM
Base Vol: 590 0 410 0 0 0 0 1110 270 0 2610 810
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: 590 0 410 0 0 0 0 1110 270 0 2610 810
Added Vol: 61 0 0 0 0 0 0 48 0 0 16 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 651 0 410 0 0 0 0 1158 270 0 2626 812
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 651 0 410 0 0 0 0 1158 0 0 2626 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 651 0 410 0 0 0 0 1158 0 0 2626 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 651 0 410 0 0 0 0 1158 0 0 2626 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.19 0.00 0.15 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.39 0.00 Crit Moves: **** ****
Green Time: 17.1 0.0 17.1 0.0 0.0 0.0 0.0 34.9 0.0 0.0 34.9 0.0 Volume/Cap: 0.67 0.00 0.52 0.00 0.00 0.00 0.00 0.39 0.00 0.00 0.67 0.00 Delay/Veh: 20.7 0.0 18.6 0.0 0.0 0.0 0.0 6.9 0.0 0.0 9.0 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: 20.7 0.0 18.6 0.0 0.0 0.0 0.0 6.9 0.0 0.0 9.0 0.0 LOS by Move: C A B A A A A A A A A A
HCM2kAvgQ: 7 0 4 0 0 0 0 4 0 0 10 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:26:38 Page 23-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:19 Page 1-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Scenario Report
Scenario: Cum With Pj_PM
Command: Future _ WITH Project PM
Volume: Cum_PM
Geometry: C+P_PM
Impact Fee: Default Impact Fee
Trip Generation: Project PM
Trip Distribution: Default Trip Distribution
Paths: Default Path
Routes: Default Route
Configuration: Default Configuration
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:19 Page 2-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Trip Generation Report

Forecast for Project_PM
Zone Rate Rate Trips Trips Total % Of
# Subzone Amount Units In Out In Out Trips Total

---- ------------ ------- -------------- ------ ------ ----- ----- ----- -----

1 Retail 1.00 Retail 57.00 57.00 57 57 114 6.5
Zone 1 Subtotal ............................. 57 57 114 6.5 2 Residential 1.00 Residential 786.00 457.00 786 457 1243 70.8 Zone 2 Subtotal ............................. 786 457 1243 70.8 3 Office 1.00 Office 53.00 67.00 53 67 120 6.8
Zone 3 Subtotal ............................. 53 67 120 6.8 4 Residential 1.00 Residential - 185.00 93.00 185 93 278 15.8 Zone 4 Subtotal ............................. 185 93 278 15.8 -------------------------------------------------------------------------------- TOTAL .................................................. 1081 674 1755 100.0 Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:19 Page 3-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Turning Movement Report
Project_PM
Volume Northbound Southbound Eastbound Westbound Total
Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume

#1 84 WB Ramps / Thornton Ave.

Base 0 1370 330 0 400 340 0 0 0 310 0 230 2980
Added 0 40 62 0 64 0 0 0 0 66 0 0 232
Total 0 1410 392 0 464 340 0 0 0 376 0 230 3212
#2 84 EB Ramps / Thornton Ave.

Base 0 860 140 0 560 110 840 0 920 0 0 0 3430
Added 0 101 43 0 130 0 0 0 102 0 0 0 376
Total 0 961 183 0 690 110 840 0 1022 0 0 0 3806
#3 Gateway Blvd. / Thornton Ave.

Base 0 550 60 420 1070 0 0 0 0 40 0 450 2590
Added 0 144 3 0 232 0 0 0 0 5 0 0 384
Total 0 694 63 420 1302 0 0 0 0 45 0 450 2974
#4 Jarvis Ave. / Newark Blvd.

Base 170 1180 70 690 1160 690 690 180 180 180 190 240 5620 Added 4 6 6 0 10 0 0 0 5 10 0 0 41
Total 174 1186 76 690 1170 690 690 180 185 190 190 240 5661 #5 Cedar Blvd. / Newark Blvd.

Base 150 940 30 550 1500 120 130 300 240 90 300 450 4800 Added 0 21 0 0 35 0 0 0 0 0 0 0 56
Total 150 961 30 550 1535 120 130 300 240 90 300 450 4856 #6 Cedar Blvd. / Lake Blvd.

Base 20 720 180 80 730 0 0 0 0 250 0 10 1990
Added 0 0 7 0 0 0 0 0 0 11 0 0 18
Total 20 720 187 80 730 0 0 0 0 261 0 10 2008
#7 Thornton Ave. / Willow St.

Base 120 10 130 20 10 10 50 830 260 20 560 30 2050
Added 147 3 233 0 3 0 0 0 237 381 0 0 1004
Total 267 13 363 20 13 10 50 830 497 401 560 30 3054
#8 Thornton Ave. / Spruce St.

Base 20 20 30 60 30 20 20 890 20 40 620 60 1830
Added 0 0 0 0 0 14 9 212 0 0 347 0 582
Total 20 20 30 60 30 34 29 1102 20 40 967 60 2412
#9 Thornton Ave. / Cherry St.

Base 450 200 190 60 270 30 60 480 490 200 390 60 2880
Added 7 0 0 0 0 0 0 202 11 0 332 0 552
Total 457 200 190 60 270 30 60 682 501 200 722 60 3432
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:19 Page 3-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Volume Northbound Southbound Eastbound Westbound Total
Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume

#10 Thornton Ave. / Newark Blvd.

Base 190 920 150 130 1180 130 150 750 240 190 440 80 4550 Added 0 3 0 0 4 32 20 181 0 0 300 0 540
Total 190 923 150 130 1184 162 170 931 240 190 740 80 5090 #11 Thornton Ave. / Cedar Blvd.

Base 130 530 590 580 440 40 170 680 100 630 710 320 4920 Added 0 0 0 0 0 11 7 175 0 0 289 0 482
Total 130 530 590 580 440 51 177 855 100 630 999 320 5402 #12 Thornton Ave. / SB 880 Ramps
Base 0 0 0 1040 0 370 0 1540 250 0 1320 380 4900
Added 0 0 0 0 0 212 0 156 18 0 77 0 463
Total 0 0 0 1040 0 582 0 1696 268 0 1397 380 5363
#13 Thornton Ave. / NB 880 Ramps
Base 640 0 340 0 0 0 0 1770 810 0 1060 0 4620
Added 26 0 0 0 0 0 0 31 126 0 51 0 234
Total 666 0 340 0 0 0 0 1801 936 0 1111 0 4854
#14 Enterprise Dr / Willow St
Base 10 130 10 140 140 10 10 10 10 10 10 140 630
Added 142 127 42 127 168 327 192 17 91 21 8 64 1326
Total 152 257 52 267 308 337 202 27 101 31 18 204 1956
#15 Central Ave. / Cherry St.

Base 340 700 230 110 760 20 20 210 460 360 100 90 3400
Added 271 0 0 0 0 8 5 23 161 0 36 0 504
Total 611 700 230 110 760 28 25 233 621 360 136 90 3904 #16 Central Ave. / Cedar Blvd.

Base 490 840 540 530 480 50 90 1320 100 220 680 290 5630 Added 0 0 0 0 0 0 0 20 0 0 32 0 52
Total 490 840 540 530 480 50 90 1340 100 220 712 290 5682 #17 Mowry Ave. / Cherry St.

Base 50 850 710 730 920 90 100 220 60 230 170 940 5070
Added 0 20 0 147 12 0 0 0 0 0 0 249 428
Total 50 870 710 877 932 90 100 220 60 230 170 1189 5498 #18 Mowry Ave. / SB 880 Ramps
Base 0 0 0 830 0 650 0 2210 630 0 1230 560 6110
Added 0 0 0 2 0 0 0 29 112 0 240 0 383
Total 0 0 0 832 0 650 0 2239 742 0 1470 560 6493
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:19 Page 3-3
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Volume Northbound Southbound Eastbound Westbound Total
Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume

#19 Mowry Ave. / NB 880 Ramps
Base 450 0 1140 0 0 0 0 2550 460 0 1270 720 6590
Added 190 0 0 0 0 0 0 31 0 0 50 1 272
Total 640 0 1140 0 0 0 0 2581 460 0 1320 721 6862
#33 84 WB Ramps / Newark Blvd.

Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 6 0 0 10 0 0 0 0 0 0 0 16
Total 0 6 0 0 10 0 0 0 0 0 0 0 16
#34 84 EB Ramps / Newark Blvd.

Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 6 0 0 10 0 0 0 0 0 0 0 16
Total 0 6 0 0 10 0 0 0 0 0 0 0 16
#101 Commerce Dr. / Thornton Ave.

Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 40 0 0 64 0 0 0 0 0 0 0 104
Total 0 40 0 0 64 0 0 0 0 0 0 0 104
#102 Kaiser Dr. / Thornton Ave.

Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 40 0 0 64 0 0 0 0 0 0 0 104
Total 0 40 0 0 64 0 0 0 0 0 0 0 104
#103 Dumbarton Cir. / Thornton Ave.

Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 40 0 0 64 0 0 0 0 0 0 0 104
Total 0 40 0 0 64 0 0 0 0 0 0 0 104
#106 Decoto Rd. / SB 880 Ramps
Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 0 0 0 0 7 0 43 0 0 60 60 170
Total 0 0 0 0 0 7 0 43 0 0 60 60 170
#107 Decoto Rd. / NB 880 Ramps
Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 0 35 0 0 0 0 35 8 0 119 0 197
Total 0 0 35 0 0 0 0 35 8 0 119 0 197
#118 Thornton Ave. / Blacow Rd.- NB 880 On-Ramp
Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 0 0 0 0 0 0 31 0 0 51 0 82
Total 0 0 0 0 0 0 0 31 0 0 51 0 82
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:19 Page 3-4
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Volume Northbound Southbound Eastbound Westbound Total
Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume

#1114 Gateway Blvd. / Jarvis Ave.

Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 3 0 0 5 5 3 0 0 0 0 0 16
Total 0 3 0 0 5 5 3 0 0 0 0 0 16
#1115 Jarvis Ave. / Spruce St.

Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 3 0 3 0 0 0 0 0 5 6 0 0 17
Total 3 0 3 0 0 0 0 0 5 6 0 0 17
#1123
Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 0 0 5 0 6 3 0 0 0 0 4 18
Total 0 0 0 5 0 6 3 0 0 0 0 4 18
#1129 Central Ave / Willow St
Base 0 0 0 0 0 0 0 0 0 0 0 0 0
Added 0 0 0 112 0 168 127 82 0 0 141 184 814
Total 0 0 0 112 0 168 127 82 0 0 141 184 814
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 4-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Impact Analysis Report
Level Of Service
Intersection Base Future Change
Del/ V/ Del/ V/ in
LOS Veh C LOS Veh C
# 1 84 WB Ramps / Thornton Ave. B 11.1 0.649 B 12.4 0.705 + 1.253 D/V # 2 84 EB Ramps / Thornton Ave. C 26.7 0.916 D 39.6 1.019 +12.872 D/V # 3 Gateway Blvd. / Thornton Ave. C 28.1 0.818 D 47.1 0.956 +19.036 D/V # 4 Jarvis Ave. / Newark Blvd. E 73.9 1.046 E 75.5 1.050 + 1.573 D/V # 5 Cedar Blvd. / Newark Blvd. E 79.1 1.071 F 81.3 1.078 + 2.201 D/V # 6 Cedar Blvd. / Lake Blvd. B 16.1 0.561 B 16.3 0.572 + 0.269 D/V # 7 Thornton Ave. / Willow St. C 25.8 0.496 E 75.1 0.974 +49.254 D/V # 8 Thornton Ave. / Spruce St. B 12.1 0.637 B 15.4 0.769 + 3.301 D/V # 9 Thornton Ave. / Cherry St. D 43.9 0.904 D 50.6 0.981 + 6.725 D/V # 10 Thornton Ave. / Newark Blvd. E 63.8 1.010 E 77.6 1.082 +13.784 D/V # 11 Thornton Ave. / Cedar Blvd. F 123.1 1.274 F 134.4 1.330 +11.314 D/V # 12 Thornton Ave. / SB 880 Ramps B 17.4 0.852 B 19.4 0.903 + 2.028 D/V # 13 Thornton Ave. / NB 880 Ramps B 13.8 0.839 B 14.5 0.858 + 0.613 D/V # 14 Enterprise Dr / Willow St B 14.4 0.153 F OVRFL 7.363 +2129.332 D/ # 15 Central Ave. / Cherry St. C 31.4 0.768 D 45.0 0.972 +13.582 D/V # 16 Central Ave. / Cedar Blvd. F 175.0 1.392 F 176.8 1.399 + 1.758 D/V # 17 Mowry Ave. / Cherry St. F 104.2 1.221 F 148.4 1.396 +44.196 D/V # 18 Mowry Ave. / SB 880 Ramps B 14.1 0.781 B 14.1 0.788 -0.023 D/V # 19 Mowry Ave. / NB 880 Ramps C 34.9 1.000 D 35.4 1.006 + 0.487 D/V Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 5-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #1 84 WB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.705
Loss Time (sec): 8 Average Delay (sec/veh): 12.4
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. 84 WB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Ignore Ignore Include Include
Min. Green: 0 10 10 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
Lanes: 0 0 2 0 1 0 0 2 0 1 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 0 1370 330 0 400 340 0 0 0 310 0 230
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 1370 330 0 400 340 0 0 0 310 0 230
Added Vol: 0 40 62 0 64 0 0 0 0 66 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1410 392 0 464 340 0 0 0 376 0 230
User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 1410 0 0 464 0 0 0 0 376 0 230
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1410 0 0 464 0 0 0 0 376 0 230
PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1410 0 0 464 0 0 0 0 376 0 230
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.40 0.00 0.00 0.13 0.00 0.00 0.00 0.00 0.21 0.00 0.15 Crit Moves: **** ****
Green Time: 0.0 33.9 0.0 0.0 33.9 0.0 0.0 0.0 0.0 18.1 0.0 18.1 Volume/Cap: 0.00 0.71 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.71 0.00 0.48 Delay/Veh: 0.0 10.6 0.0 0.0 6.6 0.0 0.0 0.0 0.0 22.9 0.0 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: 0.0 10.6 0.0 0.0 6.6 0.0 0.0 0.0 0.0 22.9 0.0 17.9 LOS by Move: A B A A A A A A A C A B
HCM2kAvgQ: 0 9 0 0 2 0 0 0 0 8 0 4
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 5-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 6-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #2 84 EB Ramps / Thornton Ave.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 1.019
Loss Time (sec): 8 Average Delay (sec/veh): 39.6
Optimal Cycle: 180 Level Of Service: D
******************************************************************************** Street Name: Thornton Ave. 84 EB Ramps
Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Split Phase Split Phase
Rights: Include Ignore Include Ignore
Min. Green: 0 10 10 0 10 10 10 10 10 0 0 0
Y+R: 0.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 2 0 1 0 0 2 0 1 1 0 0 1 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 0 860 140 0 560 110 840 0 920 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: 0 860 140 0 560 110 840 0 920 0 0 0
Added Vol: 0 101 43 0 130 0 0 0 102 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 961 183 0 690 110 840 0 1022 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 0 961 183 0 690 0 840 0 1022 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 961 183 0 690 0 840 0 1022 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 0 961 183 0 690 0 840 0 1022 0 0 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.27 0.12 0.00 0.20 0.00 0.47 0.00 0.65 0.00 0.00 0.00 Crit Moves: **** ****
Green Time: 0.0 21.3 21.3 0.0 21.3 0.0 50.7 0.0 50.7 0.0 0.0 0.0 Volume/Cap: 0.00 1.02 0.43 0.00 0.73 0.00 0.75 0.00 1.02 0.00 0.00 0.00 Delay/Veh: 0.0 63.6 25.1 0.0 29.7 0.0 13.1 0.0 48.0 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 63.6 25.1 0.0 29.7 0.0 13.1 0.0 48.0 0.0 0.0 0.0 LOS by Move: A E C A C A B A D A A A
HCM2kAvgQ: 0 13 3 0 8 0 16 0 35 0 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 6-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 7-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #3 Gateway Blvd. / Thornton Ave.
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 0.956
Loss Time (sec): 12 Average Delay (sec/veh): 47.1
Optimal Cycle: 180 Level Of Service: D
******************************************************************************** Street Name: Thornton Ave. Gateway Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Split Phase Split Phase
Rights: Include Include Include Ovl
Min. Green: 0 10 10 7 10 0 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
Lanes: 0 0 2 0 1 2 0 1 0 0 0 0 0 0 0 1 0 0 0 2
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 <<
Base Vol: 0 550 60 420 1070 0 0 0 0 40 0 450
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: 0 550 60 420 1070 0 0 0 0 40 0 450
Added Vol: 0 144 3 0 232 0 0 0 0 5 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 694 63 420 1302 0 0 0 0 45 0 450
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: 0 694 63 420 1302 0 0 0 0 45 0 450
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 694 63 420 1302 0 0 0 0 45 0 450
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: 0 694 63 420 1302 0 0 0 0 45 0 450
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.20 0.04 0.12 0.70 0.00 0.00 0.00 0.00 0.03 0.00 0.16 Crit Moves: **** ****
Green Time: 0.0 20.0 20.0 71.4 91.5 0.0 0.0 0.0 0.0 16.5 0.0 88.0 Volume/Cap: 0.00 1.17 0.24 0.21 0.92 0.00 0.00 0.00 0.00 0.18 0.00 0.22 Delay/Veh: 0.0 145 43.8 11.2 20.9 0.0 0.0 0.0 0.0 46.2 0.0 5.2 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: 0.0 145 43.8 11.2 20.9 0.0 0.0 0.0 0.0 46.2 0.0 5.2 LOS by Move: A F D B C A A A A D A A
HCM2kAvgQ: 0 21 2 3 39 0 0 0 0 1 0 3
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 7-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 8-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #4 Jarvis Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 120 Critical Vol./Cap.(X): 1.050
Loss Time (sec): 16 Average Delay (sec/veh): 75.5
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Street Name: Newark Blvd. Jarvis Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 2 0 2 0 1 2 0 0 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 May 2006 << 5:00-6:00 pm Base Vol: 170 1180 70 690 1160 690 690 180 180 180 190 240 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: 170 1180 70 690 1160 690 690 180 180 180 190 240 Added Vol: 4 6 6 0 10 0 0 0 5 10 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 174 1186 76 690 1170 690 690 180 185 190 190 240 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: 174 1186 76 690 1170 690 690 180 185 190 190 240 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 174 1186 76 690 1170 690 690 180 185 190 190 240 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: 174 1186 76 690 1170 690 690 180 185 190 190 240 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.92 0.92 0.90 0.93 0.83 0.90 0.91 0.91 0.93 0.85 0.85 Lanes: 1.00 1.88 0.12 2.00 2.00 1.00 2.00 0.49 0.51 1.00 1.00 1.00 Final Sat.: 1769 3295 211 3432 3538 1583 3432 848 872 1769 1620 1620 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.10 0.36 0.36 0.20 0.33 0.44 0.20 0.21 0.21 0.11 0.12 0.15 Crit Moves: **** **** **** ****
Green Time: 11.8 41.1 41.1 23.0 52.3 52.3 23.0 26.5 26.5 13.4 16.9 16.9 Volume/Cap: 1.00 1.05 1.05 1.05 0.76 1.00 1.05 0.96 0.96 0.96 0.83 1.05 Delay/Veh: 122.4 79.7 79.7 97.5 30.8 68.2 97.5 82.2 82.2 105.7 61.1 109.8 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: 122.4 79.7 79.7 97.5 30.8 68.2 97.5 82.2 82.2 105.7 61.1 109.8 LOS by Move: F E E F C E F F F F E F
HCM2kAvgQ: 10 33 33 17 19 31 17 16 16 11 10 15
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 8-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 9-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #5 Cedar Blvd. / Newark Blvd.
******************************************************************************** Cycle (sec): 130 Critical Vol./Cap.(X): 1.078
Loss Time (sec): 16 Average Delay (sec/veh): 81.3
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Newark Blvd. Cedar Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 150 940 30 550 1500 120 130 300 240 90 300 450 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: 150 940 30 550 1500 120 130 300 240 90 300 450 Added Vol: 0 21 0 0 35 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 150 961 30 550 1535 120 130 300 240 90 300 450 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: 150 961 30 550 1535 120 130 300 240 90 300 450 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 150 961 30 550 1535 120 130 300 240 90 300 450 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: 150 961 30 550 1535 120 130 300 240 90 300 450 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.93 0.93 0.92 0.92 0.93 0.87 0.87 0.93 0.85 0.85 Lanes: 1.00 1.94 0.06 1.00 1.85 0.15 1.00 1.11 0.89 1.00 1.00 1.00 Final Sat.: 1769 3417 107 1769 3245 254 1769 1834 1467 1769 1610 1610 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.28 0.28 0.31 0.47 0.47 0.07 0.16 0.16 0.05 0.19 0.28 Crit Moves: **** **** **** ****
Green Time: 10.9 33.9 33.9 37.5 60.6 60.6 8.9 32.0 32.0 10.5 33.7 33.7 Volume/Cap: 1.02 1.08 1.08 1.08 1.02 1.02 1.08 0.66 0.66 0.63 0.72 1.08 Delay/Veh: 137.7 101 101.0 108.7 60.9 60.9 165.0 46.2 46.2 66.3 46.3 105.2 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: 137.7 101 101.0 108.7 60.9 60.9 165.0 46.2 46.2 66.3 46.3 105.2 LOS by Move: F F F F E E F D D E D F
HCM2kAvgQ: 10 30 30 31 43 43 9 11 11 4 12 25
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 9-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 10-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #6 Cedar Blvd. / Lake Blvd.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.572
Loss Time (sec): 12 Average Delay (sec/veh): 16.3
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: Cedar Blvd. Lake Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Split Phase Split Phase
Rights: Include Ignore Ignore Include
Min. Green: 7 10 10 7 10 0 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
Lanes: 1 0 1 1 0 1 0 2 0 0 0 0 0 0 0 1 0 0 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 20 720 180 80 730 0 0 0 0 250 0 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: 20 720 180 80 730 0 0 0 0 250 0 10
Added Vol: 0 0 7 0 0 0 0 0 0 11 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 720 187 80 730 0 0 0 0 261 0 10
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 20 720 187 80 730 0 0 0 0 261 0 10
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 720 187 80 730 0 0 0 0 261 0 10
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 20 720 187 80 730 0 0 0 0 261 0 10
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.90 0.90 0.93 0.93 1.00 1.00 1.00 1.00 0.93 1.00 0.83 Lanes: 1.00 1.59 0.41 1.00 2.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 Final Sat.: 1769 2721 707 1769 3538 0 0 0 0 1769 0 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.01 0.26 0.26 0.05 0.21 0.00 0.00 0.00 0.00 0.15 0.00 0.01 Crit Moves: **** **** ****
Green Time: 12.0 26.3 26.3 7.0 21.3 0.0 0.0 0.0 0.0 14.7 0.0 14.7 Volume/Cap: 0.06 0.60 0.60 0.39 0.58 0.00 0.00 0.00 0.00 0.60 0.00 0.03 Delay/Veh: 19.5 13.6 13.6 25.7 16.4 0.0 0.0 0.0 0.0 22.5 0.0 17.3 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: 19.5 13.6 13.6 25.7 16.4 0.0 0.0 0.0 0.0 22.5 0.0 17.3 LOS by Move: B B B C B A A A A C A B
HCM2kAvgQ: 0 7 7 1 5 0 0 0 0 5 0 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 10-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 11-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Thornton Ave. / Willow St.
******************************************************************************** Cycle (sec): 145 Critical Vol./Cap.(X): 0.974
Loss Time (sec): 16 Average Delay (sec/veh): 75.1
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Street Name: Willow St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 1 0 0 1 1 0 0 1 0 1 0 1 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 5:00-6:00 pm Base Vol: 120 10 130 20 10 10 50 830 260 20 560 30
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 10 130 20 10 10 50 830 260 20 560 30
Added Vol: 147 3 233 0 3 0 0 0 237 381 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 267 13 363 20 13 10 50 830 497 401 560 30
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: 267 13 363 20 13 10 50 830 497 401 560 30
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 267 13 363 20 13 10 50 830 497 401 560 30
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: 267 13 363 20 13 10 50 830 497 401 560 30
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.93 0.92 0.92 0.93 0.88 0.88 0.93 0.97 0.97 Lanes: 1.91 0.09 1.00 1.00 0.57 0.43 1.00 1.25 0.75 1.00 0.95 0.05 Final Sat.: 3388 165 1583 1769 984 757 1769 2089 1251 1769 1753 94 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.08 0.23 0.01 0.01 0.01 0.03 0.40 0.40 0.23 0.32 0.32 Crit Moves: **** **** **** ****
Green Time: 32.0 32.0 32.0 10.0 10.0 10.0 11.4 55.4 55.4 31.6 75.6 75.6 Volume/Cap: 0.36 0.36 1.04 0.16 0.19 0.19 0.36 1.04 1.04 1.04 0.61 0.61 Delay/Veh: 48.1 48.1 115.4 64.2 64.5 64.5 64.9 81.0 81.0 113.2 25.6 25.6 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: 48.1 48.1 115.4 64.2 64.5 64.5 64.9 81.0 81.0 113.2 25.6 25.6 LOS by Move: D D F E E E E F F F C C
HCM2kAvgQ: 5 5 22 1 1 1 2 38 38 24 18 18
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 11-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 12-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #8 Thornton Ave. / Spruce St.
******************************************************************************** Cycle (sec): 115 Critical Vol./Cap.(X): 0.769
Loss Time (sec): 8 Average Delay (sec/veh): 15.4
Optimal Cycle: 61 Level Of Service: B
******************************************************************************** Street Name: Spruce St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 10 10 10 10 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
Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 20 20 30 60 30 20 20 890 20 40 620 60
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 20 30 60 30 20 20 890 20 40 620 60
Added Vol: 0 0 0 0 0 14 9 212 0 0 347 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 20 20 30 60 30 34 29 1102 20 40 967 60
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 20 30 60 30 34 29 1102 20 40 967 60
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 20 20 30 60 30 34 29 1102 20 40 967 60
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 20 30 60 30 34 29 1102 20 40 967 60
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.91 0.91 0.91 0.92 0.92 0.92 0.17 0.98 0.98 0.13 0.97 0.97 Lanes: 0.28 0.29 0.43 0.49 0.24 0.27 1.00 0.98 0.02 1.00 0.94 0.06 Final Sat.: 494 494 741 847 423 480 330 1823 33 246 1737 108 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.04 0.04 0.07 0.07 0.07 0.09 0.60 0.60 0.16 0.56 0.56 Crit Moves: **** **** ****
Green Time: 10.0 10.1 10.1 10.1 10.2 10.2 86.8 86.8 86.8 86.8 86.8 86.8 Volume/Cap: 0.47 0.46 0.46 0.81 0.80 0.80 0.12 0.80 0.80 0.22 0.74 0.74 Delay/Veh: 52.2 52.1 52.1 77.7 76.3 76.3 4.0 12.1 12.1 4.7 9.9 9.9 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: 52.2 52.1 52.1 77.7 76.3 76.3 4.0 12.1 12.1 4.7 9.9 9.9 LOS by Move: D D D E E E A B B A A A
HCM2kAvgQ: 3 3 3 6 6 6 0 26 26 1 21 21
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 12-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 13-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #9 Thornton Ave. / Cherry St.
******************************************************************************** Cycle (sec): 105 Critical Vol./Cap.(X): 0.981
Loss Time (sec): 16 Average Delay (sec/veh): 50.6
Optimal Cycle: 168 Level Of Service: D
******************************************************************************** Street Name: Cherry St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Ovl Include Ovl Include
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
Lanes: 1 1 0 0 1 0 1 0 0 1 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 27 Sep 2006 << 5:00-6:00 pm Base Vol: 450 200 190 60 270 30 60 480 490 200 390 60
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: 450 200 190 60 270 30 60 480 490 200 390 60 Added Vol: 7 0 0 0 0 0 0 202 11 0 332 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 457 200 190 60 270 30 60 682 501 200 722 60 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: 457 200 190 60 270 30 60 682 501 200 722 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 457 200 190 60 270 30 60 682 501 200 722 60 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: 457 200 190 60 270 30 60 682 501 200 722 60 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.83 0.97 0.97 0.83 0.93 0.87 0.87 0.93 0.92 0.92 Lanes: 1.39 0.61 1.00 0.18 0.82 1.00 1.00 1.15 0.85 1.00 1.85 0.15 Final Sat.: 2502 1095 1583 335 1510 1583 1769 1911 1404 1769 3227 268 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.18 0.18 0.12 0.18 0.18 0.02 0.03 0.36 0.36 0.11 0.22 0.22 Crit Moves: **** **** **** ****
Green Time: 19.6 19.6 31.7 19.1 19.1 19.1 11.5 38.2 57.8 12.1 38.8 38.8 Volume/Cap: 0.98 0.98 0.40 0.98 0.98 0.10 0.31 0.98 0.65 0.98 0.61 0.61 Delay/Veh: 72.4 72.4 29.7 86.5 86.5 35.9 44.0 54.4 17.4 103.6 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: 72.4 72.4 29.7 86.5 86.5 35.9 44.0 54.4 17.4 103.6 27.8 27.8 LOS by Move: E E C F F D D D B F C C
HCM2kAvgQ: 16 16 5 16 16 1 2 26 14 11 11 11
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 13-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 14-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #10 Thornton Ave. / Newark Blvd.
******************************************************************************** Cycle (sec): 125 Critical Vol./Cap.(X): 1.082
Loss Time (sec): 16 Average Delay (sec/veh): 77.6
Optimal Cycle: 180 Level Of Service: E
******************************************************************************** Street Name: Newark Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:5:00PM
Base Vol: 190 920 150 130 1180 130 150 750 240 190 440 80 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: 190 920 150 130 1180 130 150 750 240 190 440 80 Added Vol: 0 3 0 0 4 32 20 181 0 0 300 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 190 923 150 130 1184 162 170 931 240 190 740 80 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: 190 923 150 130 1184 162 170 931 240 190 740 80 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 190 923 150 130 1184 162 170 931 240 190 740 80 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: 190 923 150 130 1184 162 170 931 240 190 740 80 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.91 0.91 0.93 0.91 0.91 0.93 0.90 0.90 0.93 0.92 0.92 Lanes: 1.00 1.72 0.28 1.00 1.76 0.24 1.00 1.59 0.41 1.00 1.80 0.20 Final Sat.: 1769 2979 484 1769 3056 418 1769 2726 703 1769 3145 340 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.31 0.31 0.07 0.39 0.39 0.10 0.34 0.34 0.11 0.24 0.24 Crit Moves: **** **** **** ****
Green Time: 12.4 46.2 46.2 11.0 44.7 44.7 15.0 39.4 39.4 12.4 36.8 36.8 Volume/Cap: 1.08 0.84 0.84 0.84 1.08 1.08 0.80 1.08 1.08 1.08 0.80 0.80 Delay/Veh: 147.9 41.1 41.1 87.4 91.0 91.0 72.4 95.3 95.3 147.9 45.2 45.2 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: 147.9 41.1 41.1 87.4 91.0 91.0 72.4 95.3 95.3 147.9 45.2 45.2 LOS by Move: F D D F F F E F F F D D
HCM2kAvgQ: 12 22 22 7 38 38 8 34 34 12 17 17
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 14-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 15-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #11 Thornton Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 135 Critical Vol./Cap.(X): 1.330
Loss Time (sec): 16 Average Delay (sec/veh): 134.4
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Cedar Blvd. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Include Include Include Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 1 0 1 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:4:45PM
Base Vol: 130 530 590 580 440 40 170 680 100 630 710 320 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: 130 530 590 580 440 40 170 680 100 630 710 320 Added Vol: 0 0 0 0 0 11 7 175 0 0 289 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 130 530 590 580 440 51 177 855 100 630 999 320 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: 130 530 590 580 440 51 177 855 100 630 999 320 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 130 530 590 580 440 51 177 855 100 630 999 320 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: 130 530 590 580 440 51 177 855 100 630 999 320 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.90 0.93 0.83 0.93 0.92 0.92 0.93 0.93 0.83 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.79 0.21 1.00 2.00 1.00 Final Sat.: 1769 3538 1583 3432 3538 1583 1769 3117 365 1769 3538 1583 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.15 0.37 0.17 0.12 0.03 0.10 0.27 0.27 0.36 0.28 0.20 Crit Moves: **** **** **** ****
Green Time: 37.8 37.8 37.8 17.2 17.2 17.2 16.7 27.8 27.8 36.2 47.3 64.4 Volume/Cap: 0.26 0.53 1.33 1.33 0.98 0.25 0.81 1.33 1.33 1.33 0.81 0.42 Delay/Veh: 38.0 41.7 211.9 222.5 95.5 53.8 76.9 212 211.5 211.9 43.7 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: 38.0 41.7 211.9 222.5 95.5 53.8 76.9 212 211.5 211.9 43.7 23.5 LOS by Move: D D F F F D E F F F D C
HCM2kAvgQ: 4 10 44 22 11 2 9 38 38 44 19 8
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 15-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 16-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #12 Thornton Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.903
Loss Time (sec): 8 Average Delay (sec/veh): 19.4
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Ignore Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 1 0 0 2 0 1 0 0 2 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 9 May 2007 << 5:00-6:00 pm Base Vol: 0 0 0 1040 0 370 0 1540 250 0 1320 380
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 1040 0 370 0 1540 250 0 1320 380
Added Vol: 0 0 0 0 0 212 0 156 18 0 77 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 1040 0 582 0 1696 268 0 1397 380
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 1040 0 0 0 1696 0 0 1397 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 1040 0 0 0 1696 0 0 1397 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 1040 0 0 0 1696 0 0 1397 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.48 0.00 0.00 0.39 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 20.1 0.0 0.0 0.0 31.9 0.0 0.0 31.9 0.0 Volume/Cap: 0.00 0.00 0.00 0.90 0.00 0.00 0.00 0.90 0.00 0.00 0.74 0.00 Delay/Veh: 0.0 0.0 0.0 29.0 0.0 0.0 0.0 19.2 0.0 0.0 12.6 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 29.0 0.0 0.0 0.0 19.2 0.0 0.0 12.6 0.0 LOS by Move: A A A C A A A B A A B A
HCM2kAvgQ: 0 0 0 14 0 0 0 14 0 0 11 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 16-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 17-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #13 Thornton Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.858
Loss Time (sec): 8 Average Delay (sec/veh): 14.5
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: NB 880 Ramps Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Include Include Ignore Include
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 1 0 1! 0 1 0 0 0 0 0 0 0 2 0 1 0 0 3 0 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 10 May 2007 << 6:00-7:00 pm Base Vol: 640 0 340 0 0 0 0 1770 810 0 1060 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: 640 0 340 0 0 0 0 1770 810 0 1060 0
Added Vol: 26 0 0 0 0 0 0 31 126 0 51 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 666 0 340 0 0 0 0 1801 936 0 1111 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PHF Volume: 666 0 340 0 0 0 0 1801 0 0 1111 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 666 0 340 0 0 0 0 1801 0 0 1111 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 FinalVolume: 666 0 340 0 0 0 0 1801 0 0 1111 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 1.00 0.90 1.00 1.00 1.00 1.00 0.93 1.00 1.00 0.89 1.00 Lanes: 1.66 0.00 1.34 0.00 0.00 0.00 0.00 2.00 1.00 0.00 3.00 0.00 Final Sat.: 2843 0 2289 0 0 0 0 3538 1900 0 5083 0
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.23 0.00 0.15 0.00 0.00 0.00 0.00 0.51 0.00 0.00 0.22 0.00 Crit Moves: **** ****
Green Time: 16.4 0.0 16.4 0.0 0.0 0.0 0.0 35.6 0.0 0.0 35.6 0.0 Volume/Cap: 0.86 0.00 0.54 0.00 0.00 0.00 0.00 0.86 0.00 0.00 0.37 0.00 Delay/Veh: 27.2 0.0 19.0 0.0 0.0 0.0 0.0 13.9 0.0 0.0 6.4 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: 27.2 0.0 19.0 0.0 0.0 0.0 0.0 13.9 0.0 0.0 6.4 0.0 LOS by Move: C A B A A A A B A A A A
HCM2kAvgQ: 10 0 5 0 0 0 0 14 0 0 4 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 17-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 18-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #14 Enterprise Dr / Willow St
******************************************************************************** Average Delay (sec/veh): 379.6 Worst Case Level Of Service: F[2143.7] ******************************************************************************** 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
Rights: Include Include Include Include
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 10 130 10 140 140 10 10 10 10 10 10 140
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: 10 130 10 140 140 10 10 10 10 10 10 140
Added Vol: 142 127 42 127 168 327 192 17 91 21 8 64
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 152 257 52 267 308 337 202 27 101 31 18 204 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: 152 257 52 267 308 337 202 27 101 31 18 204 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 152 257 52 267 308 337 202 27 101 31 18 204 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 645 xxxx xxxxx 309 xxxx xxxxx 1709 1624 477 1662 1766 283 Potent Cap.: 940 xxxx xxxxx 1252 xxxx xxxxx 72 103 589 77 84 756 Move Cap.: 940 xxxx xxxxx 1252 xxxx xxxxx 27 63 589 31 52 756 Volume/Cap: 0.16 xxxx xxxx 0.21 xxxx xxxx 7.36 0.43 0.17 1.00 0.35 0.27 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.6 xxxx xxxxx 0.8 xxxx xxxxx xxxx xxxx xxxxx xxxx 0.6 1.1 Control Del: 9.6 xxxx xxxxx 8.7 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 88.8 11.5 LOS by Move: A * * A * * * * * * F B
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx 29 xxxx 214 34 xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 28.0 xxxx 3.4 4.3 xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 3317 xxxx 44.1 391.7 xxxx xxxxx Shared LOS: * * * * * * F * E F * *
ApproachDel: xxxxxx xxxxxx 2143.7 74.4
ApproachLOS: * * F F
******************************************************************************** Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 19-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #15 Central Ave. / Cherry St.
******************************************************************************** Cycle (sec): 90 Critical Vol./Cap.(X): 0.972
Loss Time (sec): 16 Average Delay (sec/veh): 45.0
Optimal Cycle: 142 Level Of Service: D
******************************************************************************** Street Name: Cherry St. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Include
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
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 2 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 5 Oct 2006 << 4:45-5:45 pm Base Vol: 340 700 230 110 760 20 20 210 460 360 100 90
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: 340 700 230 110 760 20 20 210 460 360 100 90 Added Vol: 271 0 0 0 0 8 5 23 161 0 36 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 611 700 230 110 760 28 25 233 621 360 136 90 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: 611 700 230 110 760 28 25 233 621 360 136 90 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 611 700 230 110 760 28 25 233 621 360 136 90 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: 611 700 230 110 760 28 25 233 621 360 136 90 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.93 0.93 0.93 0.93 0.98 0.83 0.90 0.88 0.88 Lanes: 1.00 2.00 1.00 1.00 1.93 0.07 1.00 1.00 1.00 2.00 1.20 0.80 Final Sat.: 1769 3538 1583 1769 3395 125 1769 1862 1583 3432 2001 1324 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.35 0.20 0.15 0.06 0.22 0.22 0.01 0.13 0.39 0.10 0.07 0.07 Crit Moves: **** **** **** ****
Green Time: 32.0 37.8 47.5 14.9 20.7 29.5 8.8 11.6 43.6 9.7 12.5 12.5 Volume/Cap: 0.97 0.47 0.28 0.38 0.97 0.68 0.15 0.97 0.81 0.97 0.49 0.49 Delay/Veh: 57.5 19.1 11.9 34.3 59.2 27.9 37.6 89.2 26.2 79.2 36.6 36.6 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: 57.5 19.1 11.9 34.3 59.2 27.9 37.6 89.2 26.2 79.2 36.6 36.6 LOS by Move: E B B C E C D F C E D D
HCM2kAvgQ: 23 8 4 3 17 11 1 11 17 9 4 4
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 19-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 20-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #16 Central Ave. / Cedar Blvd.
******************************************************************************** Cycle (sec): 150 Critical Vol./Cap.(X): 1.399
Loss Time (sec): 16 Average Delay (sec/veh): 176.8
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Cedar Blvd. Central Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Include Include
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
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0
------------|---------------||---------------||---------------||---------------| Volume Module:4:45PM
Base Vol: 490 840 540 530 480 50 90 1320 100 220 680 290 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: 490 840 540 530 480 50 90 1320 100 220 680 290 Added Vol: 0 0 0 0 0 0 0 20 0 0 32 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 490 840 540 530 480 50 90 1340 100 220 712 290 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: 490 840 540 530 480 50 90 1340 100 220 712 290 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 490 840 540 530 480 50 90 1340 100 220 712 290 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: 490 840 540 530 480 50 90 1340 100 220 712 290 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.88 0.88 0.93 0.92 0.92 0.93 0.92 0.92 0.93 0.89 0.89 Lanes: 1.00 1.22 0.78 1.00 1.81 0.19 1.00 1.86 0.14 1.00 1.42 0.58 Final Sat.: 1769 2026 1303 1769 3159 329 1769 3259 243 1769 2406 980 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.28 0.41 0.41 0.30 0.15 0.15 0.05 0.41 0.41 0.12 0.30 0.30 Crit Moves: **** **** **** ****
Green Time: 49.5 44.4 44.4 32.1 27.1 27.1 8.4 44.1 44.1 13.3 49.0 49.0 Volume/Cap: 0.84 1.40 1.40 1.40 0.84 0.84 0.91 1.40 1.40 1.40 0.91 0.91 Delay/Veh: 57.1 238 238.5 253.8 69.2 69.2 131.2 238 238.4 281.6 58.9 58.9 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: 57.1 238 238.5 253.8 69.2 69.2 131.2 238 238.4 281.6 58.9 58.9 LOS by Move: E F F F E E F F F F E E
HCM2kAvgQ: 23 59 59 44 15 15 7 62 62 20 26 26
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 20-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 21-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #17 Mowry Ave. / Cherry St.
******************************************************************************** Cycle (sec): 160 Critical Vol./Cap.(X): 1.396
Loss Time (sec): 16 Average Delay (sec/veh): 148.4
Optimal Cycle: 180 Level Of Service: F
******************************************************************************** Street Name: Cherry St. Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Ovl Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 3 Oct 2006 << 4:45-5:45 pm Base Vol: 50 850 710 730 920 90 100 220 60 230 170 940
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: 50 850 710 730 920 90 100 220 60 230 170 940 Added Vol: 0 20 0 147 12 0 0 0 0 0 0 249
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 50 870 710 877 932 90 100 220 60 230 170 1189 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: 50 870 710 877 932 90 100 220 60 230 170 1189 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 50 870 710 877 932 90 100 220 60 230 170 1189 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: 50 870 710 877 932 90 100 220 60 230 170 1189 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.03 0.25 0.45 0.26 0.26 0.06 0.06 0.12 0.04 0.13 0.09 0.75 Crit Moves: **** **** **** ****
Green Time: 11.5 51.2 51.2 29.2 69.0 69.0 7.0 30.3 41.7 33.3 56.6 85.8 Volume/Cap: 0.39 0.77 1.40 1.40 0.61 0.13 1.29 0.62 0.15 0.62 0.26 1.40 Delay/Veh: 73.0 52.3 246.6 255.5 35.9 27.6 275.8 63.1 45.6 61.0 37.0 224.8 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: 73.0 52.3 246.6 255.5 35.9 27.6 275.8 63.1 45.6 61.0 37.0 224.8 LOS by Move: E D F F D C F E D E D F
HCM2kAvgQ: 3 21 60 39 18 3 10 11 2 11 6 99
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 21-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 22-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #18 Mowry Ave. / SB 880 Ramps
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.788
Loss Time (sec): 8 Average Delay (sec/veh): 14.1
Optimal Cycle: OPTIMIZED Level Of Service: B
******************************************************************************** Street Name: SB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ignore Ovl Ignore Ignore
Min. Green: 0 0 0 10 0 10 0 10 10 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
Lanes: 0 0 0 0 0 2 0 0 0 2 0 0 3 0 1 0 0 3 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:4:45PM
Base Vol: 0 0 0 830 0 650 0 2210 630 0 1230 560
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 0 830 0 650 0 2210 630 0 1230 560
Added Vol: 0 0 0 2 0 0 0 29 112 0 240 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 0 0 832 0 650 0 2239 742 0 1470 560
User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 0 0 0 832 0 650 0 2239 0 0 1470 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 0 0 832 0 650 0 2239 0 0 1470 0
PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 0 0 0 832 0 650 0 2239 0 0 1470 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.00 0.00 0.00 0.24 0.00 0.23 0.00 0.44 0.00 0.00 0.29 0.00 Crit Moves: **** ****
Green Time: 0.0 0.0 0.0 18.5 0.0 18.5 0.0 33.5 0.0 0.0 33.5 0.0 Volume/Cap: 0.00 0.00 0.00 0.79 0.00 0.76 0.00 0.79 0.00 0.00 0.52 0.00 Delay/Veh: 0.0 0.0 0.0 23.0 0.0 22.7 0.0 12.0 0.0 0.0 8.4 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 23.0 0.0 22.7 0.0 12.0 0.0 0.0 8.4 0.0 LOS by Move: A A A C A C A B A A A A
HCM2kAvgQ: 0 0 0 10 0 8 0 14 0 0 6 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 22-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 23-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #19 Mowry Ave. / NB 880 Ramps
******************************************************************************** Cycle (sec): 90 Critical Vol./Cap.(X): 1.006
Loss Time (sec): 8 Average Delay (sec/veh): 35.4
Optimal Cycle: 180 Level Of Service: D
******************************************************************************** Street Name: NB 880 Ramps Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Permitted Permitted
Rights: Ovl Ignore Ignore Ignore
Min. Green: 10 0 10 0 0 0 0 10 10 0 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
Lanes: 2 0 0 0 2 0 0 0 0 0 0 0 3 0 1 0 0 4 0 1
------------|---------------||---------------||---------------||---------------| Volume Module:4:30PM
Base Vol: 450 0 1140 0 0 0 0 2550 460 0 1270 720
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: 450 0 1140 0 0 0 0 2550 460 0 1270 720
Added Vol: 190 0 0 0 0 0 0 31 0 0 50 1
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 640 0 1140 0 0 0 0 2581 460 0 1320 721
User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Volume: 640 0 1140 0 0 0 0 2581 0 0 1320 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 640 0 1140 0 0 0 0 2581 0 0 1320 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 640 0 1140 0 0 0 0 2581 0 0 1320 0
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.19 0.00 0.41 0.00 0.00 0.00 0.00 0.51 0.00 0.00 0.19 0.00 Crit Moves: **** ****
Green Time: 36.6 0.0 36.6 0.0 0.0 0.0 0.0 45.4 0.0 0.0 45.4 0.0 Volume/Cap: 0.46 0.00 1.01 0.00 0.00 0.00 0.00 1.01 0.00 0.00 0.39 0.00 Delay/Veh: 19.7 0.0 55.0 0.0 0.0 0.0 0.0 41.6 0.0 0.0 13.8 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: 19.7 0.0 55.0 0.0 0.0 0.0 0.0 41.6 0.0 0.0 13.8 0.0 LOS by Move: B A E A A A A D A A B A
HCM2kAvgQ: 7 0 25 0 0 0 0 30 0 0 6 0
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_PM Tue May 18, 2021 22:35:24 Page 23-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project PM
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:59:30 Page 1-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions W/ Mitigation
-------------------------------------------------------------------------------- Scenario Report
Scenario: Pj_AM
Command: Existing AM + Project
Volume: Ex_AM
Geometry: Ex_AM
Impact Fee: Default Impact Fee
Trip Generation: Project AM
Trip Distribution: Default Trip Distribution
Paths: Default Path
Routes: Default Route
Configuration: Default Configuration
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK

Pj_AM Tue May 18, 2021 22:59:30 Page 5-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions W/ Mitigation
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Thornton Ave. / Willow St.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.634
Loss Time (sec): 16 Average Delay (sec/veh): 28.0
Optimal Cycle: OPTIMIZED Level Of Service: C
******************************************************************************** Street Name: Willow St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Ovl Include Include Include
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
Lanes: 1 1 0 0 1 1 0 0 1 0 1 0 1 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 7:30-8:30 am Base Vol: 180 20 9 29 36 21 9 121 252 19 287 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: 180 20 9 29 36 21 9 121 252 19 287 19
Added Vol: 219 1 353 0 2 0 0 0 86 132 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 399 21 362 29 38 21 9 121 338 151 287 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: 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 PHF Volume: 424 22 385 31 40 22 10 129 360 161 305 20
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 424 22 385 31 40 22 10 129 360 161 305 20
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: 424 22 385 31 40 22 10 129 360 161 305 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.13 0.13 0.24 0.02 0.04 0.04 0.01 0.08 0.23 0.09 0.18 0.18 Crit Moves: **** **** **** ****
Green Time: 17.5 17.5 27.9 10.0 10.0 10.0 12.1 26.1 26.1 10.4 24.4 24.4 Volume/Cap: 0.58 0.58 0.70 0.14 0.28 0.28 0.04 0.25 0.70 0.70 0.58 0.58 Delay/Veh: 29.0 29.0 26.4 31.5 32.5 32.5 29.0 19.8 26.6 42.5 24.9 24.9 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: 29.0 29.0 26.4 31.5 32.5 32.5 29.0 19.8 26.6 42.5 24.9 24.9 LOS by Move: C C C C C C C B C D C C
HCM2kAvgQ: 6 6 9 1 2 2 0 2 8 5 7 7
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:59:30 Page 5-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions W/ Mitigation
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:59:30 Page 6-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions W/ Mitigation
-------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Future Volume Alternative)
******************************************************************************** Intersection #14 Enterprise Dr / Willow St
******************************************************************************** Average Delay (sec/veh): 5.6 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign
Lanes: 1 1 1 1
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 0 90 0 140 160 0 0 0 0 0 0 140
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 90 0 140 160 0 0 0 0 0 0 140
Added Vol: 55 197 9 28 53 139 248 4 129 42 17 128
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 55 287 9 168 213 139 248 4 129 42 17 268
User Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 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: 51 264 8 155 196 128 228 4 119 39 16 247
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 51 264 8 155 196 128 228 4 119 39 16 247
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: 51 264 8 155 196 128 228 4 119 39 16 247
------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 51 264 8 155 196 128 228 4 119 39 16 247
TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0
ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0
BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0
AdjVolume: 51 264 8 155 196 128 228 4 119 39 16 247
------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume: 386 105 389 543
MaxVolume: 991 1143 990 907
PedVolume: 0 0 0 0
AdjMaxVol: 991 1143 990 907
ApproachVol: 323 478 351 301
ApproachV/C: 0.33 0.42 0.35 0.33
ApproachDel: 5.4 5.4 5.6 5.9
ApproachLOS: A A A A
Queue: 1.4 2.1 1.6 1.5
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:59:30 Page 7-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions W/ Mitigation
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #17 Mowry Ave. / Cherry St.
******************************************************************************** Cycle (sec): 85 Critical Vol./Cap.(X): 0.778
Loss Time (sec): 16 Average Delay (sec/veh): 33.9
Optimal Cycle: OPTIMIZED Level Of Service: C
******************************************************************************** Street Name: Cherry St. Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Ovl Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 0 1 1 0 0 1 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 3 Oct 2006 << 7:15-8:15 am Base Vol: 54 1048 348 50 598 55 16 21 12 313 134 469
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 1048 348 50 598 55 16 21 12 313 134 469 Added Vol: 0 6 0 231 19 0 0 0 0 0 0 79
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 54 1054 348 281 617 55 16 21 12 313 134 548 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 PHF Volume: 60 1171 387 312 686 61 18 23 13 348 149 609 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 60 1171 387 312 686 61 18 23 13 348 149 609 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: 60 1171 387 312 686 61 18 23 13 348 149 609 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.90 0.93 0.83 0.93 0.98 0.83 0.93 0.86 0.86 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 0.39 1.61 Final Sat.: 1769 3538 1583 3432 3538 1583 1769 1862 1583 1769 643 2630 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.33 0.24 0.09 0.19 0.04 0.01 0.01 0.01 0.20 0.23 0.23 Crit Moves: **** **** **** ****
Green Time: 12.0 31.6 31.6 8.7 28.2 28.2 7.5 10.0 22.0 18.8 21.2 29.9 Volume/Cap: 0.24 0.89 0.66 0.89 0.58 0.12 0.11 0.11 0.03 0.89 0.93 0.66 Delay/Veh: 32.9 33.1 25.0 61.2 24.3 19.8 36.0 33.7 23.6 53.8 47.7 24.7 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: 32.9 33.1 25.0 61.2 24.3 19.8 36.0 33.7 23.6 53.8 47.7 24.7 LOS by Move: C C C E C B D C C D D C
HCM2kAvgQ: 2 19 9 7 8 1 1 1 0 12 14 9
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_AM Tue May 18, 2021 22:59:30 Page 7-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project AM Conditions W/ Mitigation
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:43 Page 1-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Scenario Report
Scenario: Cum With Pj_AM
Command: Future _ WITH Project AM
Volume: Cum_AM
Geometry: CU_AM
Impact Fee: Default Impact Fee
Trip Generation: Project AM
Trip Distribution: Default Trip Distribution
Paths: Default Path
Routes: Default Route
Configuration: Default Configuration
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:44 Page 5-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #3 Gateway Blvd. / Thornton Ave.
******************************************************************************** Cycle (sec): 60 Critical Vol./Cap.(X): 0.634
Loss Time (sec): 12 Average Delay (sec/veh): 17.4
Optimal Cycle: 76 Level Of Service: B
******************************************************************************** Street Name: Thornton Ave. Gateway Blvd.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Permitted Protected Split Phase Split Phase
Rights: Include Include Include Ovl
Min. Green: 0 10 10 7 10 0 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
Lanes: 0 0 2 1 0 2 0 1 0 0 0 0 0 0 0 1 0 0 0 2
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 7:30-8:30 am Base Vol: 0 730 30 370 540 0 0 0 0 30 0 480
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: 0 730 30 370 540 0 0 0 0 30 0 480
Added Vol: 0 215 5 0 84 0 0 0 0 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 945 35 370 624 0 0 0 0 31 0 480
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: 0 945 35 370 624 0 0 0 0 31 0 480
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 945 35 370 624 0 0 0 0 31 0 480
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: 0 945 35 370 624 0 0 0 0 31 0 480
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 0.89 0.89 0.90 0.98 1.00 1.00 1.00 1.00 0.93 1.00 0.73 Lanes: 0.00 2.89 0.11 2.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 2.00 Final Sat.: 0 4877 181 3432 1862 0 0 0 0 1769 0 2786
------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.00 0.19 0.19 0.11 0.34 0.00 0.00 0.00 0.00 0.02 0.00 0.17 Crit Moves: **** ****
Green Time: 0.0 13.3 13.3 22.9 36.2 0.0 0.0 0.0 0.0 11.8 0.0 34.7 Volume/Cap: 0.00 0.88 0.88 0.28 0.56 0.00 0.00 0.00 0.00 0.09 0.00 0.30 Delay/Veh: 0.0 30.6 30.6 12.9 7.7 0.0 0.0 0.0 0.0 19.8 0.0 6.5 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: 0.0 30.6 30.6 12.9 7.7 0.0 0.0 0.0 0.0 19.8 0.0 6.5 LOS by Move: A C C B A A A A A B A A
HCM2kAvgQ: 0 7 7 2 7 0 0 0 0 0 0 3
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:44 Page 5-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:44 Page 6-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Thornton Ave. / Willow St.
******************************************************************************** Cycle (sec): 80 Critical Vol./Cap.(X): 0.629
Loss Time (sec): 16 Average Delay (sec/veh): 27.8
Optimal Cycle: OPTIMIZED Level Of Service: C
******************************************************************************** Street Name: Willow St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Ovl Include Include Include
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
Lanes: 1 1 0 0 1 1 0 0 1 0 1 0 1 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 7:30-8:30 am Base Vol: 190 30 10 30 40 30 10 410 260 20 560 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: 190 30 10 30 40 30 10 410 260 20 560 20
Added Vol: 219 1 353 0 2 0 0 0 86 132 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 409 31 363 30 42 30 10 410 346 152 560 20
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: 409 31 363 30 42 30 10 410 346 152 560 20
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 409 31 363 30 42 30 10 410 346 152 560 20
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: 409 31 363 30 42 30 10 410 346 152 560 20
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.12 0.12 0.23 0.02 0.04 0.04 0.01 0.23 0.23 0.09 0.31 0.31 Crit Moves: **** **** **** ****
Green Time: 14.7 14.7 25.5 10.0 10.0 10.0 7.0 28.5 28.5 10.9 32.3 32.3 Volume/Cap: 0.67 0.67 0.72 0.14 0.33 0.33 0.06 0.64 0.64 0.63 0.77 0.77 Delay/Veh: 33.3 33.3 29.1 31.4 32.8 32.8 33.7 22.8 22.8 38.1 25.7 25.7 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: 33.3 33.3 29.1 31.4 32.8 32.8 33.7 22.8 22.8 38.1 25.7 25.7 LOS by Move: C C C C C C C C C D C C
HCM2kAvgQ: 6 6 9 1 2 2 0 8 8 5 14 14
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:44 Page 6-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:44 Page 7-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Future Volume Alternative)
******************************************************************************** Intersection #14 Enterprise Dr / Willow St
******************************************************************************** Average Delay (sec/veh): 5.5 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign
Lanes: 1 1 1 2
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 10 100 10 150 170 10 10 10 10 10 10 150
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: 10 100 10 150 170 10 10 10 10 10 10 150
Added Vol: 55 197 9 28 53 139 248 4 129 42 17 128
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 65 297 19 178 223 149 258 14 139 52 27 278 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: 65 297 19 178 223 149 258 14 139 52 27 278
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 65 297 19 178 223 149 258 14 139 52 27 278 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: 65 297 19 178 223 149 258 14 139 52 27 278 ------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 65 297 19 178 223 149 258 14 139 52 27 278
TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0
ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0
BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0
AdjVolume: 65 297 19 178 223 149 258 14 139 52 27 278
------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume: 450 144 453 620
MaxVolume: 957 1122 955 1978
PedVolume: 0 0 0 0
AdjMaxVol: 957 1122 955 1978
ApproachVol: 381 550 411 357
ApproachV/C: 0.40 0.49 0.43 0.18
ApproachDel: 6.2 6.3 6.6 2.2
ApproachLOS: A A A A
Queue: 1.9 2.8 2.2 0.7
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:44 Page 8-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #17 Mowry Ave. / Cherry St.
******************************************************************************** Cycle (sec): 150 Critical Vol./Cap.(X): 0.822
Loss Time (sec): 16 Average Delay (sec/veh): 46.0
Optimal Cycle: 107 Level Of Service: D
******************************************************************************** Street Name: Cherry St. Mowry Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Protected Protected Protected Protected
Rights: Include Include Ovl Ovl
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
Lanes: 1 0 2 0 1 2 0 2 0 1 1 0 1 0 1 2 0 0 1 1
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 3 Oct 2006 << 7:15-8:15 am Base Vol: 60 1170 430 140 900 120 30 40 20 860 250 590
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: 60 1170 430 140 900 120 30 40 20 860 250 590 Added Vol: 0 6 0 231 19 0 0 0 0 0 0 79
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 60 1176 430 371 919 120 30 40 20 860 250 669 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: 60 1176 430 371 919 120 30 40 20 860 250 669 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 60 1176 430 371 919 120 30 40 20 860 250 669 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: 60 1176 430 371 919 120 30 40 20 860 250 669 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.93 0.83 0.90 0.93 0.83 0.93 0.98 0.83 0.90 0.87 0.87 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 2.00 0.54 1.46 Final Sat.: 1769 3538 1583 3432 3538 1583 1769 1862 1583 3432 903 2415 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.33 0.27 0.11 0.26 0.08 0.02 0.02 0.01 0.25 0.28 0.28 Crit Moves: **** **** **** ****
Green Time: 11.9 58.8 58.8 19.1 66.1 66.1 7.0 11.8 23.6 44.3 49.0 68.2 Volume/Cap: 0.43 0.85 0.69 0.85 0.59 0.17 0.36 0.27 0.08 0.85 0.85 0.61 Delay/Veh: 67.9 46.6 41.4 78.3 32.3 25.5 72.1 66.1 54.0 56.7 53.4 31.6 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: 67.9 46.6 41.4 78.3 32.3 25.5 72.1 66.1 54.0 56.7 53.4 31.6 LOS by Move: E D D E C C E E D E D C
HCM2kAvgQ: 3 28 17 11 17 3 2 2 1 21 22 16
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Cum With Pj_AM Tue May 18, 2021 22:48:44 Page 8-2
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Future Year 2035 Base Plus Project AM with MIT
-------------------------------------------------------------------------------- Note: Queue reported is the number of cars per lane.
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK Pj_PM Tue May 18, 2021 23:10:15 Page 1-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions with Mitigation
-------------------------------------------------------------------------------- Scenario Report
Scenario: Pj_PM
Command: Existing PM + Project
Volume: Ex_PM
Geometry: Ex_PM
Impact Fee: Default Impact Fee
Trip Generation: Project PM
Trip Distribution: Default Trip Distribution
Paths: Default Path
Routes: Default Route
Configuration: Default Configuration
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FEHR & PEERS WALNUT CRK

Pj_PM Tue May 18, 2021 23:10:15 Page 5-1
-------------------------------------------------------------------------------- Newark-Dumbarton Rail SAP
2020 Analysis
Existing Plus Project PM Conditions with Mitigation
-------------------------------------------------------------------------------- Level Of Service Computation Report
2000 HCM Operations Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Thornton Ave. / Willow St.
******************************************************************************** Cycle (sec): 95 Critical Vol./Cap.(X): 0.747
Loss Time (sec): 16 Average Delay (sec/veh): 35.0
Optimal Cycle: 75 Level Of Service: C
******************************************************************************** Street Name: Willow St. Thornton Ave.

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Split Phase Split Phase Protected Protected
Rights: Ovl Include Include Include
Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10
Y+R: 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 1 1 0 0 1 1 0 0 1 0 1 0 1 1 0 1 0 0 1 0
------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 17 May 2007 << 5:00-6:00 pm Base Vol: 112 8 123 18 6 8 42 402 253 10 170 29
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 8 123 18 6 8 42 402 253 10 170 29
Added Vol: 147 3 233 0 3 0 0 0 237 381 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 259 11 356 18 9 8 42 402 490 391 170 29
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 PHF Volume: 264 11 363 18 9 8 43 410 500 399 173 30
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 264 11 363 18 9 8 43 410 500 399 173 30
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 11 363 18 9 8 43 410 500 399 173 30
------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Newark City CouncilJuly 23, 2026

Newark City Council
July 23, 2026