MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 3-8
Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 For Drainage Area 1’s sub-watershed DMA,
provide the following characteristics
DMA A DMA B DMA C DMA D
1 DMA drainage area (ft2) 61,805
2 Existing site impervious area (ft2) 55,390
3 Antecedent moisture condition For desert
areas, use
http://www.sbcounty.gov/dpw/floodcontrol/pdf/2
0100412_map.pdf
II
4 Hydrologic soil group Refer to County
Hydrology Manual Addendum for Arid Regions –
http://www.sbcounty.gov/dpw/floodcontrol/pdf/2
0100412_addendum.pdf
D
5 Longest flowpath length (ft) 267
6 Longest flowpath slope (ft/ft) 0.025
7 Current land cover type(s) Select from Fig C-3
of Hydrology Manual
Commercial
Landscaping,
Commercial
Paved Lot
8 Pre-developed pervious area condition:
Based on the extent of wet season vegetated cover
good >75%; Fair 50-75%; Poor <50% Attach
photos of site to support rating
Good
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 3-9
Form 3-3 Watershed Description for Drainage Area
Receiving waters
Refer to SWRCB site:
http://www.waterboards.ca.gov/water_issues/
programs/tmdl/integrated2010.shtml
Yucca Creek
Applicable TMDLs
http://www.waterboards.ca.gov/water_issues/progr
ams/tmdl/integrated2010.shtml
N/A
303(d) listed impairments
http://www.waterboards.ca.gov/water_issues/progr
ams/tmdl/integrated2010.shtml
N/A
Environmentally Sensitive Areas (ESA)
Refer to Watershed Mapping Tool –
http://sbcounty.permitrack.com/WAP
N/A
Hydromodification Assessment
Yes Complete Hydromodification Assessment. Include Forms 4.2-2 through Form
4.2-5 and Hydromodification BMP Form 4.3-9 in submittal The project is in a hydromodification zone, but there is no additional volume to account for. Therefore, forms 4.2-2 through form 4.2-5.
No, project is within an HCOC exempt area
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-1
Section 4 Best Management Practices (BMP)
4.1 Source Control BMPs and Site Design BMP Measures
The information and data in this section are required for both Regulated Development and Site Design Only Projects. Source Control BMPs and Site Design BMP Measures are the basis of site-specific pollution management.
4.1.1 Source Control BMPs
Non-structural and structural source control BMP are required to be incorporated into all new development and significant redevelopment projects. Form 4.1-1 and 4.1-2 are used to describe specific source control BMPs used in the WQMP or to explain why a certain BMP is not applicable. Table 7-3 of the TGD for WQMP provides a list of applicable source control BMP for projects with specific types of potential pollutant sources or activities. The source control BMP in this table must be implemented for projects with these specific types of potential pollutant sources or activities.
The preparers of this WQMP have reviewed the source control BMP requirements for new development and significant redevelopment projects. The preparers have also reviewed the specific BMP required for project as specified in Forms
4.1-1 and 4.1-2. All applicable non-structural and structural source control BMP shall be implemented in the project.
The identified list of source control BMPs correspond to the CASQA Stormwater BMP Handbook for New Development and Redevelopment.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-2
Form 4.1-1 Non-Structural Source Control BMPs
Identifier Name
Check One
Describe BMP Implementation OR,
if not applicable, state reason Included Not
Applicable
N1
Education of Property
Owners, Tenants and
Occupants on Stormwater
BMPs
The current owner/developer and future owners and their POA shall be familiar with the contents of this WQMP and County & City ordinances and brochures and furnish copies of these documents to all future property owners.
N2 Activity Restrictions
Property owners and their tenants or occupants shall not be allowed to discharge chemicals, chemical residues, wastewater or other prohibited discharges listed in the City Stormwater Ordinance, to the outside, paved areas of the site, or store chemicals or other pollutant sources in non-spill containers or covered facilities as stipulated in the CC&Rs.
N3
Landscape Management
BMPs
The POA and their landscape maintenance contractor shall inspect the irrigation system, plant health, and erosion problems after each landscape procedure and shall report all repairs and problems to the POA.
N4 BMP Maintenance
The POA shall inspect for standing water in underground chamber systems, 48 hours after significant storm events. BMP maintenance shall be performed per the schedule in Form 5-1, as needed to restore free drainage and maintain all other Source Control BMPs.
N5
Title 22 CCR Compliance
(How development will
comply)
The POA will file appropriate hazardous material disclosures, if any storage is conducted, and must comply with all Title 22 CCR, Chapter 29 regulations.
N6
Local Water Quality
Ordinances
The POA shall ensure that all maintenance activities at the site comply with the City Stormwater Ordinance, through the implementation of BMPs.
N7 Spill Contingency Plan
Building operators shall prepare specific plans based on materials on site for the cleanup of spills.
Plans shall mandate stock piling of cleanup materials, notification of agencies, disposal, documentation, etc.
N8
Underground Storage Tank
Compliance Compliance to be maintained by property owners or future property owners, and/or their tenants N9
Hazardous Materials
Disclosure Compliance The current owner and the future POA shall prohibit the storage of hazardous materials.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-3
Form 4.1-1 Non-Structural Source Control BMPs
Form 4.1-1 Non-Structural Source Control BMPs
Identifier Name
Check One
Describe BMP Implementation OR,
if not applicable, state reason Included Not
Applicable
N10
Uniform Fire Code
Implementation
The current owners or future POA shall require all fire code requirements to be implemented at this project site.
N11
Litter/Debris Control
Program
The property owners, POA and their contractor shall pick up litter and sweep and clean the existing trash enclosure weekly. The trash enclosures is designed to divert all flows around the dumpsters and shall be roofed. The HOA shall contract with a refuse company to have the dumpsters emptied on a weekly basis, at a minimum.
N12 Employee Training The POA shall require all maintenance contractors to train their employees in stormwater BMP implementation.
N13
Housekeeping of Loading
Docks There are no dock areas
N14
Catch Basin Inspection
Program
The on-site catch basins shall be inspected monthly during the rainy season (October-May) and before and after each storm to ensure proper operation. The HOA shall contract with a qualified landscape contractor to inspect and clean out accumulation of trash, litter, and sediment and check for evidence of illegal dumping of waste materials into on-site storm drains.
N15
Vacuum Sweeping of Private
Streets and Parking Lots
The paved areas and common open areas of the project site shall be swept and cleaned weekly by the POA's contractor.
N16
Other Non-structural
Measures for Public Agency
Projects
This development is not a part of a Public Agency Project.
N17
Comply with all other
applicable NPDES permits
The developer of this site shall comply with all BMP implementation requirements of the City for stormwater discharge during construction of this project and shall file for a permit coverage under the Statewide General Construction Stormwater Permit, prior to beginning construction/grading activities at this site. Following occupancy, owners, tenants, and POA shall comply with SB County MS4 Permit requirements, enforced by the City.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-4
Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One
Describe BMP Implementation OR,
If not applicable, state reason Included Not
Applicable
S1
Provide storm drain system stencilling and signage
(CASQA New Development BMP Handbook SD-13)
A painted message "No Dumping-Drains to River" shall be placed on each catch basin by the developer. The message shall be inspected annually & repainted as necessary by the POA.
S2
Design and construct outdoor material storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-34)
This development does not include the storage of materials outdoors.
S3
Design and construct trash and waste storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-32)
Stormwater flows are diverted away from the trash enclosure. All dumpsters shall have working lids which shall be kept closed at all times. Trash enclosures shall comply with CASQA SD-32 and shall have doors and a solid roof.
S4
Use efficient irrigation systems & landscape
design, water conservation, smart controllers, and
source control (Statewide Model Landscape
Ordinance; CASQA New Development BMP
Handbook SD-12)
The irrigation system will include devices to prevent low head drainage, overspray, and run off through the use of pressure regulating devices, check valves, rain shutoff valves, flow sensors, pressure drop sensors, proper spacing, low precipitation emissions devices and ET or weather-based controllers.
Landscape and irrigation shall be consistent with the State Model Water Efficient Landscape Ordinance and the City landscape development standards. Plants installed will be arranged according to similar hydrozones and meet the required water budget for the site. Shade trees shall be used to intercept rainwater and reduce heat gain on paving.
S5
Finish grade of landscaped areas at a minimum of
1-2 inches below top of curb, sidewalk, or
pavement
All landscaped areas shall comply with depressed grading requirements by finish grading to a minimum of 1" below pavement grades or top of curb.
S6
Protect slopes and channels and provide energy
dissipation (CASQA New Development BMP
Handbook SD-10)
All slopes shall be hard lined, rip-rapped or vegetated to provide erosion protection and prevent sediment transport.
S7 Covered dock areas (CASQA New Development
BMP Handbook SD-31) There are no loading docks
S8
Covered maintenance bays with spill containment
plans (CASQA New Development BMP Handbook
SD-31)
Maintenance bays are not proposed as a part of this development, and no maintenance activities will be allowed on site.
S9 Vehicle wash areas with spill containment plans
(CASQA New Development BMP Handbook SD-33)
Vehicle wash areas are not provided as part of this development and outdoor vehicle/equipment washing shall be prohibited by the owners and their POA..
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-5
S10 Covered outdoor processing areas (CASQA New
Development BMP Handbook SD-36) Outdoor processing is not associated with the proposed development.
Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
If not applicable, state reason Included Not
Applicable
S11
Equipment wash areas with spill containment
plans (CASQA New Development BMP Handbook
SD-33)
Outdoor equipment is not associated with the proposed development.
S12 Fueling areas (CASQA New Development BMP
Handbook SD-30) Fueling areas are not included as part of the proposed development.
S13 Hillside landscaping (CASQA New Development
BMP Handbook SD-10) No hillsides will require re-vegetation as part of the proposed development.
S14 Wash water control for food preparation areas The proposed development does not include food preparation areas.
S15 Community car wash racks (CASQA New
Development BMP Handbook SD-33) The proposed development does not include community car wash areas.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-6
4.1.2 Site Design BMPs
As part of the planning phase of a project, the site design practices associated with new LID requirements in the Phase II Small MS4 Permit must be considered. Site design BMP measures can result in smaller Design Capture Volume (DCV) to be managed by both LID and hydromodification control BMPs by reducing runoff generation.
As is stated in the Permit, it is necessary to evaluate site conditions such as soil type(s), existing vegetation and flow paths will influence the overall site design.
Describe site design and drainage plan including:
Refer to Section 5.2 of the TGD for WQMP for more details.
Form 4.1-3 Site Design Practices Checklist
Site Design Practices
If yes, explain how preventative site design practice is addressed in project site plan. If no, other LID BMPs must be selected to meet targets Minimize impervious areas: Yes No
Explanation: The proposed conditions will provide more pervious than the existing conditions, with additional landscaping Maximize natural infiltration capacity; Including improvement and maintenance of soil: Yes No Explanation: Additional pervious is proposed and storm water from impervious surfaces will enter the existing detention basin Preserve existing drainage patterns and time of concentration: Yes No Explanation: The flow of the existing conditions were maintained to be flowing from south to north Disconnect impervious areas. Including rerouting of rooftop drainage pipes to drain stormwater to storage or infiltration BMPs instead of to storm drain : Yes No
Explanation: Rooftop drains for the canopy and fuel store are routed to the existing detention basin Use of Porous Pavement.: Yes No
Explanation: This project does not proposed pervious pavement Protect existing vegetation and sensitive areas: Yes No Explanation: Existing vegetation will be preserved or replaced if found to be inadequate Re-vegetate disturbed areas. Including planting and preservation of drought tolerant vegetation. : Yes No Explanation: If applicable, appropiate plant types will be used to re-vegetate Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: Exisitng detention basin is fenced off
▪ A narrative of site design practices utilized or rationale for not using practices ▪ A narrative of how site plan incorporates preventive site design practices ▪ Include an attached Site Plan layout which shows how preventative site design practices are included in WQMP
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-7
Utilize naturalized/rock-lined drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Vegetated drainage swales are not feasible for the proposed development due to the development being primiary a paved parking lot
Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: Landscaping areas will be staked off after rough grading has been completed to prevent excessive compaction Use of Rain Barrels and Cisterns, Including the use of on-site water collection systems.: Yes No Explanation: N/A
Stream Setbacks. Includes a specified distance from an adjacent steam: : Yes No Explanation: N/A
It is noted that, in the Phase II Small MS4 Permit, site design elements for green roofs and vegetative swales are required. Due to the local climatology in the Mojave River Watershed, proactive measures are taken to maximize the amount of drought tolerant vegetation. It is not practical in this region to have green roofs or vegetative swales. As part of site design the project proponent should utilize locally recommended vegetation types for landscaping. Typical landscaping recommendations are found in following local references:
San Bernardino County Special Districts:
Guide to High Desert Landscaping -
http://www.specialdistricts.org/Modules/ShowDocument.aspx?documentid=795 Recommended High-Desert Plants -
http://www.specialdistricts.org/modules/showdocument.aspx?documentid=553 Mojave Water Agency:
Desert Ranch: http://www.mojavewater.org/files/desertranchgardenprototype.pdf Summertree: http://www.mojavewater.org/files/Summertree-Native-Plant-Brochure.pdf Thornless Garden: http://www.mojavewater.org/files/thornlessgardenprototype.pdf Mediterranean Garden: http://www.mojavewater.org/files/mediterraneangardenprototype.pdf Lush and Efficient Garden: http://www.mojavewater.org/files/lushandefficientgardenprototype.pdf Alliance for Water Awareness and Conservation (AWAC) outdoor tips – http://hdawac.org/save-outdoors.html
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-8
4.2 Treatment BMPs
After implementation and design of both Source Control BMPs and Site Design BMP measures, any remaining runoff from impervious DMAs must be directed to one or more on-site, treatment BMPs (LID or biotreatment) designed to infiltrate, evaportranspire, and/or bioretain the amount of runoff specified in Permit Section E.12.e (ii)(c) Numeric Sizing Criteria for Storm Water Retention and Treatment.
4.2.1 Project Specific Hydrology Characterization
The purpose of this section of the Project WQMP is to establish targets for post-development hydrology based on performance criteria specified in Section E.12.e.ii.c and Section E.12.f of the Phase II Small MS4 Permit. These targets include runoff volume for water quality control (referred to as LID design capture volume), and runoff volume, time of concentration, and peak runoff for protection from hydromodification.
If the project has more than one outlet for stormwater runoff, then complete additional versions of these forms for each DA / outlet.
It is noted that in the Phase II Small MS4 Permit jurisdictions, the LID BMP Design Capture Volume criteria is based on the 2-year rain event. The hydromodification performance criterion is based on the 10-year rain event.
Methods applied in the following forms include:
▪ For LID BMP Design Capture Volume (DCV), San Bernardino County requires use of the P6 method (Form 4.2-1) For pre- and post-development hydrologic calculation, San Bernardino County requires the use of the Rational Method (San Bernardino County Hydrology Manual Section D). Forms 4.2-2 through Form 4.2-5 calculate hydrologic variables including runoff volume, time of concentration, and peak runoff from the project site preand post-development using the Hydrology Manual Rational Method approach. For projects greater than 640 acres (1.0 mi2), the Rational Method and these forms should not be used. For such projects, the Unit Hydrograph Method (San Bernardino County Hydrology Manual Section E) shall be applied for hydrologic calculations for hydromodification performance criteria.
Refer to Section 4 in the TGD for WQMP for detailed guidance and instructions.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-9
Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 1)
1 Project area DA 1
(ft2):
61,805
2 Imperviousness after applying preventative
site design practices (Imp%): 79%
3 Runoff Coefficient (Rc): _0.587
Rc = 0.858(Imp%)^3-0.78(Imp%)^2+0.774(Imp%)+0.04
4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.428 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.529
P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 ( Desert = 1.2371) 6 Drawdown Rate
Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced.
24-hrs
48-hrs
7 Compute design capture volume, DCV (ft3
): 3,140 **
DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 **The proposed area’s impact to the northern basin decreases the design capture volume from existing. 3,140 cubic feet can be compared to the existing areas impact of 3,879 cubic feet, meaning there was a decrease to the overall site’s DCV of 739 cubic feet. See appendix for full DCV calculations for the existing area being disturbed.
Form 4.2-2 Summary of Hydromodification Assessment (DA 1) Is the change in post- and pre- condition flows captured on-site? : Yes No If “Yes”, then complete Hydromodification assessment of site hydrology for 10yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual- Addendum 1) If “No,” then proceed to Section 4.3 BMP Selection and Sizing Condition Runoff Volume (ft3)
Time of Concentration
(min)
Peak Runoff (cfs)
Pre-developed
1 Form 4.2-3 Item 12
2 Form 4.2-4 Item 13
3 Form 4.2-5 Item 10
Post-developed
4 Form 4.2-3 Item 13
5 Form 4.2-4 Item 14
6 Form 4.2-5 Item 14
Difference
7 Item 4 – Item 1
8 Item 2 – Item 5
9 Item 6 – Item 3
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-10
Difference
(as % of pre-developed)
10 %
Item 7 / Item 1
11 %
Item 8 / Item 2
12 %
Item 9 / Item 3
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-11
Form 4.2-3 Hydromodification Assessment for Runoff Volume (DA 1) Weighted Curve Number
Determination for:
Pre-developed DA
DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H
1a Land Cover type
2a Hydrologic Soil Group (HSG)
3a DMA Area, ft2sum of areas of
DMA should equal area of DA
4a Curve Number (CN) use Items
1 and 2 to select the appropriate CN
from Appendix C-2 of the TGD for
WQMP
Weighted Curve Number
Determination for:
Post-developed DA
DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H
1b Land Cover type
2b Hydrologic Soil Group (HSG)
3b DMA Area, ft2sum of areas of
DMA should equal area of DA
4b Curve Number (CN) use Items
5 and 6 to select the appropriate CN
from Appendix C-2 of the TGD for
WQMP
5 Pre-Developed area-weighted CN: 7 Pre-developed soil storage capacity, S (in):
S = (1000 / Item 5) - 10
9 Initial abstraction, Ia (in):
Ia = 0.2 * Item 7
6 Post-Developed area-weighted CN: 8 Post-developed soil storage capacity, S (in):
S = (1000 / Item 6) - 10
10 Initial abstraction, Ia (in):
Ia = 0.2 * Item 8
11 Precipitation for 10 yr, 24 hr storm (in):
Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 12 Pre-developed Volume (ft3):
Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7) 13 Post-developed Volume (ft3):
Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 10)^2 / ((Item 11 – Item 10 + Item 8) 14 Volume Reduction needed to meet hydromodification requirement, (ft3):
Vhydro = (Item 13 * 0.95) – Item 12
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-12
Form 4.2-4 Hydromodification Assessment for Time of Concentration (DA 1) Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below)
Variables
Pre-developed DA1
Use additional forms if there are more than 4 DMA
Post-developed DA1
Use additional forms if there are more than 4 DMA
DMA A DMA B DMA C DMA D DMA A DMA B DMA C DMA D
1 Length of flowpath (ft) Use Form 3-2
Item 5 for pre-developed condition
2 Change in elevation (ft)
3 Slope (ft/ft), So = Item 2 / Item 1
4 Land cover
5 Initial DMA Time of Concentration
(min) Appendix C-1 of the TGD for WQMP
6 Length of conveyance from DMA
outlet to project site outlet (ft)
May be zero if DMA outlet is at project
site outlet
7 Cross-sectional area of channel (ft2
)
8 Wetted perimeter of channel (ft)
9 Manning’s roughness of channel (n)
10 Channel flow velocity (ft/sec)
Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67
* (Item 3)^0.5
11 Travel time to outlet (min)
Tt = Item 6 / (Item 10 * 60)
12 Total time of concentration (min)
Tc = Item 5 + Item 11
13 Pre-developed time of concentration (min): Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet hydromodification requirement (min): TC-Hydro = (Item 13 * 0.95) – Item 14
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-13
Form 4.2-5 Hydromodification Assessment for Peak Runoff (DA 1) Compute peak runoff for pre- and post-developed conditions Variables
Pre-developed DA to Project
Outlet (Use additional forms if
more than 3 DMA)
Post-developed DA to Project
Outlet (Use additional forms if
more than 3 DMA)
DMA A DMA B DMA C DMA A DMA B DMA C
1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.7 LOG Form 4.2-4 Item 5 /60) 2 Drainage Area of each DMA (Acres)
For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area
For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr)
Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP
5 Maximum loss rate (in/hr)
Fm = Item 3 * Item 4
Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs)
Qp =Item 2 * 0.9 * (Item 1 - Item 5)
7 Time of concentration adjustment factor for other DMA to site discharge point
Form 4.2-4 Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a
DMA B n/a n/a
DMA C n/a n/a
8 Pre-developed Qp at Tc for DMA A:
Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item
5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] +
[Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC -
Item 5DMAC)* Item 7DMAA/3]
9 Pre-developed Qp at Tc for DMA B:
Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item
5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] +
[Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC -
Item 5DMAC)* Item 7DMAB/3]
10 Pre-developed Qp at Tc for DMA C:
Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item
5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] +
[Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB
- Item 5DMAB)* Item 7DMAC/2]
10 Peak runoff from pre-developed condition confluence analysis (cfs): Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A:
Same as Item 8 for post-developed values
12 Post-developed Qp at Tc for DMA B:
Same as Item 9 for post-developed values
13 Post-developed Qp at Tc for DMA C:
Same as Item 10 for post-developed
values
14 Peak runoff from post-developed condition confluence analysis (cfs): Maximum of Item 11, 12, and 13 (including additional forms as needed)
15 Peak runoff reduction needed to meet Hydromodification Requirement (cfs): Qp-hydro = (Item 14 * 0.95) – Item 10
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-14
4.3 BMP Selection and Sizing
Complete the following forms for each project site DA to document that the proposed treatment (LID/Bioretention) BMPs conform to the project DCV developed to meet performance criteria specified in the Phase II Small MS4 Permit (WQMP Template Section 4.2). For the LID DCV, the forms are ordered according to hierarchy of BMP selection as required by the Phase II Small MS4 Permit (see Section 5.3 in the TGD for WQMP). The forms compute the following for on-site LID BMP:
▪ Site Design Measures (Form 4.3-2)
▪ Retention and Infiltration BMPs (Form 4.3-3) or
▪ Biotreatment BMPs (Form 4.3-4).
At the end of each form, additional fields facilitate the determination of the extent of mitigation provided by the specific BMP category, allowing for use of the next category of BMP in the hierarchy, if necessary.
The first step in the analysis, using Section 5.3.2 of the TGD for WQMP, is to complete Forms 4.3-1 and 4.3-3) to determine if retention and infiltration BMPs are infeasible for the project. For each feasibility criterion in Form 4.3-1, if the answer is “Yes,” provide all study findings that includes relevant calculations, maps, data sources, etc. used to make the determination of infeasibility.
Next, complete Form 4.3-2 to determine the feasibility of applicable Site Design BMPs, and, if their implementation is feasible, the extent of mitigation of the DCV.
If no site constraints exist that would limit the type of BMP to be implemented in a DA, evaluate the use of combinations of LID BMPs, including all applicable Site Design BMPs to maximize on-site retention of the DCV.
If no combination of BMP can mitigate the entire DCV, implement the single BMP type, or combination of BMP types, that maximizes on-site retention of the DCV within the minimum effective area.
If the combination of site design, retention and/or infiltration BMPs is unable to mitigate the entire DCV, then the remainder of the volume-based performance criteria that cannot be achieved with site design, retention and/or infiltration BMPs must be managed through biotreatment BMPs. If biotreatment BMPs are used, then they must be sized to provide equivalent effectiveness based on Template Section 4.3.4.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-15
4.3.1 Exceptions to Requirements for Bioretention Facilities Contingent on a demonstration that use of bioretention or a facility of equivalent effectiveness is infeasible, other types of biotreatment or media filters (such as tree-box-type biofilters or in-vault media filters) may be used for the following categories of Regulated Projects:
1) Projects creating or replacing an acre or less of impervious area, and located in a designated pedestrianoriented commercial district (i.e., smart growth projects), and having at least 85% of the entire project site covered by permanent structures;
2) Facilities receiving runoff solely from existing (pre-project) impervious areas; and 3) Historic sites, structures or landscapes that cannot alter their original configuration in order to maintain their historic integrity.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-16
Form 4.3-1 Infiltration BMP Feasibility (DA 1)
Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP
If Yes, Provide basis: (attach)
2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert):
• The location is less than 50 feet away from slopes steeper than 15 percent • The location is less than ten feet from building foundations or an alternative setback. • A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards.
If Yes, Provide basis: (attach)
3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach)
4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach)
5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No
If Yes, Provide basis: (attach)
6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP
If Yes, Provide basis: (attach)
7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Selection and Evaluation of Biotreatment BMP.
If no, then proceed to Item 8 below.
8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Site Design BMP.
If no, then proceed to Item 9, below.
9 All answers to Item 1 through Item 6 are “No”:
Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP.
Proceed to Form 4.3-2, Site Design BMPs.
4.3.2 Site Design BMP
Section E.12.e. of the Small Phase II MS4 Permit emphasizes the use of LID preventative measures; and the use of Site Design Measures reduces the portion of the DCV that must be addressed in downstream BMPs.
Therefore, all applicable Site Design Measures shall be provided except where they are mutually exclusive with each other, or with other BMPs. Mutual exclusivity may result from overlapping BMP footprints such that
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-17
either would be potentially feasible by itself, but both could not be implemented. Please note that while there are no numeric standards regarding the use of Site Design BMPs. If a project cannot feasibly meet BMP sizing requirements or cannot fully address hydromodification, feasibility of all applicable Site Design BMPs must be part of demonstrating that the BMP system has been designed to retain the maximum feasible portion of the DCV. Complete Form 4.3-2 to identify and calculate estimated retention volume from implementing site design BMP. Refer to Section 5.4 in the TGD for more detailed guidance.
Form 4.3-2 Site Design BMPs (DA 1)
1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no,
proceed to Item 6
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Total impervious area draining to pervious area (ft2
)
3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area
dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff
5 Sum of retention volume achieved from impervious area dispersion (ft3 ): Vretention =Sum of Item 4 for all BMPs
6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7-
13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
7 Ponding surface area (ft2
)
8 Ponding depth (ft) (min. 0.5 ft.)
9 Surface area of amended soil/gravel (ft2
)
10 Average depth of amended soil/gravel (ft) (min. 1 ft.) 11 Average porosity of amended soil/gravel
12 Retention volume achieved from on-lot infiltration (ft3 )
Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3 ): Vretention =Sum of Item 12 for all BMPs
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-18
Form 4.3-2 Site Design BMPs (DA 1)
Form 4.3-2 cont. Site Design BMPs (DA 1)
14 Implementation of Street Trees: Yes No
If yes, complete Items 14-18. If no, proceed to Item 19 DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
15 Number of Street Trees
16 Average canopy cover over impervious area (ft2
)
17 Runoff volume retention from street trees (ft3
)
Vretention = Item 15 * Item 16 * (0.05/12) assume runoff retention of
0.05 inches
18 Runoff volume retention from street tree BMPs (ft3
): Vretention = Sum of Item 17 for all BMPs
19 Total Retention Volume from Site Design BMPs: Sum of Items 5, 13 and 18
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-19
4.3.3 Infiltration BMPs
Use Form 4.3-3 to compute on-site retention of runoff from proposed retention and infiltration BMPs. Volume retention estimates are sensitive to the percolation rate used, which determines the amount of runoff that can be infiltrated within the specified drawdown time. The infiltration safety factor reduces field measured percolation to account for potential inaccuracy associated with field measurements, declining BMP performance over time, and compaction during construction. Appendix C of the TGD for WQMP provides guidance on estimating an appropriate safety factor to use in Form 4.3-3.
If site constraints limit the use of BMPs to a single type and implementation of retention and infiltration BMPs mitigate no more than 40% of the DCV, then they are considered infeasible and the Project Proponent may evaluate the effectiveness of BMPs lower in the LID hierarchy of use (Section 5.5 of the TGD for WQMP) If implementation of infiltrations BMPs is feasible as determined using Form 4.3-1, then LID infiltration BMPs shall be implemented to the MEP (section 4.1 of the TGD for WQMP).
4.3.3.1 Allowed Variations for Special Site Conditions
The bioretention system design parameters of this Section may be adjusted for the following special site conditions:
1) Facilities located within 10 feet of structures or other potential geotechnical hazards established by the geotechnical expert for the project may incorporate an impervious cutoff wall between the bioretention facility and the structure or other geotechnical hazard. 2) Facilities with documented high concentrations of pollutants in underlying soil or groundwater, facilities located where infiltration could contribute to a geotechnical hazard, and facilities located on elevated plazas or other structures may incorporate an impervious liner and may locate the underdrain discharge at the bottom of the subsurface drainage/storage layer (this configuration is commonly known as a “flow-through planter”).
3) Facilities located in areas of high groundwater, highly infiltrative soils or where connection of underdrain to a surface drain or to a subsurface storm drain are infeasible, may omit the underdrain. 4) Facilities serving high-risk areas such as fueling stations, truck stops, auto repairs, and heavy industrial sites may be required to provide adequate pretreatment to address pollutants of concern unless these high-risk areas are isolated from storm water runoff or bioretention areas with no chance of spill migration. .
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-20
Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design BMP (ft3
): Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item19
BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix C of the TGD for WQMP for minimum requirements for assessment methods
3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details
7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 8 Infiltrating surface area, SABMP (ft2
) the lesser of the area needed for
infiltration of full DCV or minimum space requirements from Table 5.7 of the TGD for WQMP
9 Amended soil depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 in the TGD for WQMP for reference to BMP design details 10 Amended soil porosity
11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details
12 Gravel porosity
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Above Ground Retention Volume (ft3
) Vretention = Item 8 * [Item7 +
(Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 15 Underground Retention Volume (ft3
) Volume determined using
manufacturer’s specifications and calculations
16 Total Retention Volume from LID Infiltration BMPs: (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: % Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-21
4.3.4 Biotreatment BMP
Biotreatment BMPs may be considered if the full LID DCV cannot be met by maximizing retention and infiltration. A key consideration when using biotreatment BMP is the effectiveness of the proposed BMP in addressing the pollutants of concern for the project (see Table 5-5 of the TGD for WQMP).
Use Form 4.3-4 to summarize the potential for volume based and/or flow based biotreatment options to biotreat the remaining unmet LID DCV. Biotreatment computations are included as follows:
• Use Form 4.3-5 to compute biotreatment in small volume based biotreatment BMP (e.g. bioretention w/underdrains);
• Use Form 4.3-6 to compute biotreatment in large volume based biotreatment BMP (e.g. constructed wetlands);
• Use Form 4.3-7 to compute sizing criteria for flow-based biotreatment BMP (e.g. bioswales) Form 4.3-4 Selection and Evaluation of Biotreatment BMP (DA 1) 1 Remaining LID DCV not met by site design , or
infiltration, BMP for potential biotreatment (ft3):
Form 4.2-1 Item 7 - Form 4.3-2 Item 19 – Form 4.3-3 Item 16 List pollutants of concern Copy from Form 2.3-1.
2 Biotreatment BMP Selected
(Select biotreatment BMP(s)
necessary to ensure all pollutants of
concern are addressed through Unit
Operations and Processes, described
in Table 5-5 of the TGD for WQMP)
Volume-based biotreatment
Use Forms 4.3-5 and 4.3-6 to compute treated volume
Flow-based biotreatment
Use Form 4.3-7 to compute treated flow
Bioretention with underdrain
Planter box with underdrain
Constructed wetlands
Wet extended detention
Dry extended detention
Vegetated swale
Vegetated filter strip
Proprietary biotreatment
3 Volume biotreated in volume based
biotreatment BMP (ft3): Form 4.3-
5 Item 15 + Form 4.3-6 Item 13
4 Compute remaining LID DCV with
implementation of volume based biotreatment
BMP (ft3): Item 1 – Item 3
5 Remaining fraction of LID DCV for
sizing flow based biotreatment BMP:
% Item 4 / Item 1
6 Flow-based biotreatment BMP capacity provided (cfs): Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project’s precipitation zone (Form 3-1 Item 1) 7 Metrics for MEP determination:
•
Provided a WQMP with the portion of site area used for suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area. The remaining portion of the DCV shall then be mitigated using biotreatment BMP.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-22
Form 4.3-5 Volume Based Biotreatment (DA 1) –
Bioretention and Planter Boxes with Underdrains
Biotreatment BMP Type
(Bioretention w/underdrain, planter box w/underdrain, other comparable BMP)
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP
2 Amended soil infiltration rate Typical ~ 5.0
3 Amended soil infiltration safety factor Typical ~ 2.0 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3
5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details
7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6
8 Amended soil surface area (ft2
)
9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details
10 Amended soil porosity, n
11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details
12 Gravel porosity, n
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Biotreated Volume (ft3
) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9
* Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP:
Sum of Item 14 for all volume-based BMPs included in this form
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-23
Form 4.3-6 Volume Based Biotreatment (DA 1) –
Constructed Wetlands and Extended Detention
Biotreatment BMP Type
Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (E.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module.
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
Forebay Basin Forebay Basin
1 Pollutants addressed with BMP forebay and basin
List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP
2 Bottom width (ft)
3 Bottom length (ft)
4 Bottom area (ft2
) Abottom = Item 2 * Item 3
5 Side slope (ft/ft)
6 Depth of storage (ft)
7 Water surface area (ft2
)
Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) 8 Storage volume (ft3
) For BMP with a forebay, ensure fraction of
total storage is within ranges specified in BMP specific fact sheets, see Table 5-6 of the TGD for WQMP for reference to BMP design details V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5] 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1
10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) 11 Duration of design storm event (hrs)
12 Biotreated Volume (ft3
)
Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention :
(Sum of Item 12 for all BMP included in plan)
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-24
Form 4.3-7 Flow Based Biotreatment (DA 1)
Biotreatment BMP Type
Vegetated swale, vegetated filter strip, or other comparable proprietary BMP
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
1 Pollutants addressed with BMP
List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table 5-5 2 Flow depth for water quality treatment (ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
3 Bed slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
4 Manning's roughness coefficient
5 Bottom width (ft)
bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) 6 Side Slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
7 Cross sectional area (ft2
)
A = (Item 5 * Item 2) + (Item 6 * Item 2^2)
8 Water quality flow velocity (ft/sec)
V = Form 4.3-5 Item 6 / Item 7
9 Hydraulic residence time (min)
Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
10 Length of flow based BMP (ft)
L = Item 8 * Item 9 * 60
11 Water surface area at water quality flow depth (ft2
)
SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-25
4.3.5 Conformance Summary
Complete Form 4.3-8 to demonstrate how on-site LID DCV is met with proposed site design, infiltration, and/or biotreatment BMP. The bottom line of the form is used to describe the basis for infeasibility determination for on-site LID BMP to achieve full LID DCV, and provides methods for computing remaining volume to be addressed in an alternative compliance plan. If the project has more than one outlet, then complete additional versions of this form for each outlet.
Form 4.3-8 Conformance Summary and Alternative
Compliance Volume Estimate (DA 1)
1 Total LID DCV for the Project DA-1 (ft3
): ∆ = -731 cu. Ft. Copy Item 7 in Form 4.2-1
2 On-site retention with site design BMP (ft3
): Copy Item18 in Form 4.3-2
3 On-site retention with LID infiltration BMP (ft3
): Copy Item 16 in Form 4.3-3
4 On-site biotreatment with volume based biotreatment BMP (ft3): Copy Item 3 in Form 4.3-4 5 Flow capacity provided by flow based biotreatment BMP (cfs): Copy Item 6 in Form 4.3-4 6 LID BMP performance criteria are achieved if answer to any of the following is “Yes”:** • Full retention of LID DCV with site design or infiltration BMP: Yes No If yes, sum of Items 2, 3, and 4 is greater than Item 1 • Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form
4.3--5 Item 6 and Items 2, 3 and 4 are maximized
▪ On-site retention and infiltration is determined to be infeasible; therefore biotreatment BMP provides biotreatment for all pollutants of concern for full LID DCV: Yes No
If yes, Form 4.3-1 Items 7 and 8 were both checked yes
7 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance:
• Combination of Site Design, retention and infiltration, , and biotreatment BMPs provide less than full LID DCV capture:
Checked yes if Form 4.3-4 Item 7is checked yes, Form 4.3-4 Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)%
• Facilities, or a combination of facilities, of a different design than in Section E.12.e.(ii)(f) may be permitted if all of the following Phase II Small MS4 General Permit 2013-0001-DWQ 55 February 5, 2013 measures of equivalent effectiveness are demonstrated:
1) Equal or greater amount of runoff infiltrated or evapotranspired; 2) Equal or lower pollutant concentrations in runoff that is discharged after biotreatment; 3) Equal or greater protection against shock loadings and spills; 4) Equal or greater accessibility and ease of inspection and maintenance.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-26
4.3.6 Hydromodification Control BMP
Use Form 4.3-9 to compute the remaining runoff volume retention, after Site Design BMPs are implemented, needed to address hydromodification, and the increase in time of concentration and decrease in peak runoff necessary to meet targets for protection of waterbodies with a potential hydromodification. Describe the proposed hydromodification treatment control BMP. Section 5.6 of the TGD for WQMP provides additional details on selection and evaluation of hydromodification control BMP.
Form 4.3-9 Hydromodification Control BMPs (DA 1)
1 Volume reduction needed for
hydromodification performance criteria (ft3):
(Form 4.2-2 Item 4 * 0.95) – Form 4.2-2 Item 1
2 On-site retention with site design and infiltration, BMP (ft3 ): Sum of
Form 4.3-8 Items 2, 3, and 4. Evaluate option to increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of LID DCV toward achieving hydromodification volume reduction
3 Remaining volume for
hydromodification volume capture
(ft3): Item 1 – Item 2
4 Volume capture provided by incorporating additional on-site BMPs (ft3 ):
5 Is Form 4.2-2 Item 11 less than or equal to 5%: Yes No If yes, hydromodification performance criteria is achieved. If no, select one or more mitigation options below:
• Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site BMP
• Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope and increasing cross-sectional area and roughness for proposed on-site conveyance facilities 6 Form 4.2-2 Item 12 less than or equal to 5%: Yes No
If yes, hydromodification performance criteria is achieved. If no, select one or more mitigation options below:
• Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site retention BMPs
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 4-27
4.4 Alternative Compliance Plan (if applicable)
Describe an alternative compliance plan (if applicable) for projects not fully able to infiltrate, or biotreat the DCV via on-site LID practices. A project proponent must develop an alternative compliance plan to address the remainder of the LID DCV. Depending on project type some projects may qualify for water quality credits that can be applied to reduce the DCV that must be treated prior to development of an alternative compliance plan (see Form 2.4-1, Water Quality Credits). Form 4.3-9 Item 8 includes instructions on how to apply water quality credits when computing the DCV that must be met through alternative compliance.
Alternative Designs — Facilities, or a combination of facilities, of a different design than in Permit Section E.12.e.(ii)(f) may be permitted if all of the following measures of equivalent effectiveness are demonstrated:
1) Equal or greater amount of runoff infiltrated or evapotranspired; 2) Equal or lower pollutant concentrations in runoff that is discharged after biotreatment; 3) Equal or greater protection against shock loadings and spills; 4) Equal or greater accessibility and ease of inspection and maintenance.
The Project Proponent will need to obtain written approval for an alternative design from the Lahontan Regional Water Board Executive Officer (see Section 6 of the TGD for WQMP).
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 5-1
Section 5 Inspection and Maintenance Responsibility
for Post Construction BMP
All BMPs included as part of the project WQMP are required to be maintained through regular scheduled inspection and maintenance (refer to Section 8, Post Construction BMP Requirements, in the TGD for WQMP).
Fully complete Form 5-1 summarizing all BMP included in the WQMP. Attach additional forms as needed. The WQMP shall also include a detailed Operation and Maintenance Plan for all BMP and a Maintenance Agreement. The Maintenance Agreement must also be attached to the WQMP.
MOJAVE RIVER WATERSHED Water Quality Management Plan (WQMP) 5-1
Form 5-1 BMP Inspection and Maintenance
(use additional forms as necessary)
BMP Reponsible Party(s)
Inspection/ Maintenance
Activities Required
Minimum Frequency of
Activities
Onsite storm drain
catch basins Property Owner
Onsite catch basins shall be inspected quarterly for debris buildup and evidence of illegal dumping and shall be cleaned whenever debris/sediment accumulates. Removal can be accomplished by vac-truck or other equally effective methods.
Quarterly
Underground
Infiltration System Property Owner
Regular inspections of system to oberserve sediment build up and infiltration capacity. Cleaning of accumulated trash, debris, and sediments as determined by inspections. Cleaning is recommended during dry weather. See manufacturer recommendations for additional maintenance activities.
Monthly and within 48
hours following a
significant storm event to
verify there is no standing
water in the chambers
Hydrodynamic
Separator
Property Owner
Visual inspection and debris removed quarterly per manufacturer recommendations. Quarterly
Landscape
Maintenance Property Owner
Maintain landscape area vegetation, slope protection and grades, adjacent to hardscape and prevent discharge of landscape maintenance waste into storm drains.
Weekly
Litter Control Property Owner
Maintain roofed waste collection areas and vacuum-sweep drive aisles and parking areas to remove potential stormwater contamination before anticipated storm events.
Weekly/Monthly
Anti-Dumping
Stenciling & Signage Property Owner
Visual inspection and replacement of damaged or illegible stenciling and signage over on-site catch basins Annually
6-1
Section 6 WQMP Attachments
6.1. Site Plan and Drainage Plan
Include a site plan and drainage plan sheet set containing the following minimum information:
6.2 Electronic Data Submittal
Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (as described in their Local Implementation Plan), this section will describe the contents (e.g., layering, nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and accurately.
6.3 Post Construction
Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP.
6.4 Other Supporting Documentation
▪ 6.4.1 Calculations
▪ 6.4.2 NOAA Precipitation Data
▪ 6.4.3 Education Materials
▪ 6.4.4 Construction Plans
▪ Project location
▪ Site boundary
▪ Land uses and land covers, as applicable
▪ Suitability/feasibility constraints
▪ Structural Source Control BMP locations
▪ Site Design Hydrologic Source Control BMP locations
▪ LID BMP details
▪ Drainage delineations and flow information
▪ Drainage connections
Variable Factor/Formula Proposed Unit
Ratio of impervious surface/total site surface (imp%) 79% RC= runoff coefficient 0.858(imp%)3–0.78(imp%)2+0.774(imp%) +0.04 = 0.587 P6 **P6 = 2-yr,1- hr depth*1.2371 = 0.529 in
Detention Volume- inches P0
= a * CBMP * P6 = 0.610 inches
Drawdown rate of basin/trench (a) 1.582 for 24-hr drawdown or 1.963 for 48-hr drawdown = 1.963 in Project Total Area (ac) (A) 1.42 ac
Design Capture Volume, cu. ft. (DCV) V0 = [(P0
* A)/12]*43560 = 3140.445 cu.ft.
**For P6 value, use site coordinates and NOAA website to determine project’s average 2-yr, 1 hr storm For this location the depth is 0.428" Proposed Area
SF AC
Total Area 61805 1.41885
Impervious Area 48770 1.1196051
Pervious 13035 0.2992424
impervious ratio = 0.789094733
2-year, 1 Hour Rainfall Depth= 0.428 in
Variable Factor/Formula Proposed Unit
Ratio of impervious surface/total site surface (imp%) 90% RC= runoff coefficient 0.858(imp%)3–0.78(imp%)2+0.774(imp%) +0.04 = 0.725 P6 **P6 = 2-yr,1- hr depth*1.2371 = 0.529 in
Detention Volume- inches P0
= a * CBMP * P6 = 0.753 inches
Drawdown rate of basin/trench (a) 1.582 for 24-hr drawdown or 1.963 for 48-hr drawdown = 1.963 in Project Total Area (ac) (A) 1.42 ac
Design Capture Volume, cu. ft. (DCV) V0 = [(P0
* A)/12]*43560 = 3879.892 cu.ft.
Existing Area
SF AC
Total Area 61805 1.41885
Impervious Area 55390 1.2715794
Pervious 6415 0.1472681
Impervious ratio = 0.896205809
2-year, 1 Hour Rainfall Depth= 0.428 in
NOAA Atlas 14, Volume 6, Version 2
Location name: Yucca Valley, California, USA*
Latitude: 34.1323°, Longitude: -116.3844°
Elevation: 3215 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.079
(0.065‑0.096)
0.117
(0.097‑0.143)
0.176
(0.145‑0.216)
0.231
(0.189‑0.285)
0.318
(0.252‑0.406)
0.396
(0.307‑0.516)
0.485
(0.367‑0.648)
0.590
(0.434‑0.810)
0.845
(0.597‑1.21)
1.14 (0.779‑1.69)
10-min 0.113
(0.093‑0.137)
0.168
(0.139‑0.205)
0.252
(0.208‑0.309)
0.331
(0.271‑0.409)
0.456
(0.361‑0.582)
0.567
(0.440‑0.739)
0.696
(0.526‑0.929)
0.846
(0.623‑1.16)
1.21 (0.855‑1.73)
1.64 (1.12‑2.42)
15-min 0.136
(0.113‑0.166)
0.203
(0.168‑0.248)
0.305
(0.252‑0.374)
0.400
(0.328‑0.495)
0.551
(0.436‑0.704)
0.686
(0.532‑0.894)
0.841
(0.637‑1.12)
1.02 (0.753‑1.40)
1.46 (1.03‑2.10)
1.98 (1.35‑2.93)
30-min 0.208
(0.172‑0.254)
0.310
(0.257‑0.379)
0.466
(0.385‑0.571)
0.612
(0.501‑0.756)
0.843
(0.667‑1.08)
1.05 (0.813‑1.37)
1.29 (0.973‑1.72)
1.56 (1.15‑2.15)
2.24 (1.58‑3.20)
3.03 (2.06‑4.48)
60-min 0.288
(0.238‑0.351)
0.428
(0.354‑0.523)
0.644
(0.531‑0.788)
0.845
(0.691‑1.04)
1.16 (0.920‑1.48)
1.45 (1.12‑1.89)
1.78 (1.34‑2.37)
2.16 (1.59‑2.96)
3.09 (2.18‑4.42)
4.18 (2.85‑6.18)
2-hr 0.401
(0.332‑0.490)
0.567
(0.469‑0.693)
0.810
(0.668‑0.993)
1.03 (0.843‑1.27)
1.36 (1.08‑1.74)
1.65 (1.28‑2.15)
1.97 (1.49‑2.63)
2.34 (1.72‑3.20)
3.12 (2.20‑4.46)
4.22 (2.88‑6.24)
3-hr 0.476
(0.394‑0.581)
0.660
(0.546‑0.807)
0.926
(0.764‑1.14)
1.16 (0.951‑1.44)
1.52 (1.20‑1.94)
1.82 (1.41‑2.37)
2.14 (1.62‑2.86)
2.51 (1.85‑3.45)
3.15 (2.23‑4.51)
4.26 (2.91‑6.30)
6-hr 0.616
(0.510‑0.751)
0.841
(0.696‑1.03)
1.16 (0.955‑1.42)
1.43 (1.17‑1.77)
1.84 (1.45‑2.34)
2.17 (1.68‑2.83)
2.53 (1.91‑3.37)
2.92 (2.15‑4.00)
3.48 (2.46‑4.98)
4.30 (2.94‑6.37)
12-hr 0.748
(0.619‑0.913)
1.03 (0.850‑1.26)
1.42 (1.17‑1.74)
1.76 (1.44‑2.17)
2.26 (1.78‑2.88)
2.66 (2.06‑3.47)
3.10 (2.34‑4.14)
3.58 (2.63‑4.91)
4.27 (3.01‑6.10)
4.84 (3.30‑7.16)
24-hr 0.919
(0.814‑1.06)
1.28 (1.14‑1.48)
1.80 (1.59‑2.08)
2.25 (1.97‑2.62)
2.92 (2.47‑3.51)
3.47 (2.88‑4.26)
4.07 (3.30‑5.12)
4.73 (3.73‑6.12)
5.70 (4.32‑7.67)
6.51 (4.77‑9.06)
2-day 0.991
(0.878‑1.14)
1.41 (1.25‑1.63)
2.01 (1.78‑2.33)
2.54 (2.22‑2.96)
3.31 (2.81‑3.99)
3.96 (3.29‑4.86)
4.66 (3.78‑5.87)
5.44 (4.29‑7.03)
6.58 (4.98‑8.86)
7.53 (5.52‑10.5)
3-day 1.06
(0.943‑1.23)
1.54 (1.36‑1.77)
2.21 (1.95‑2.56)
2.81 (2.46‑3.27)
3.68 (3.12‑4.43)
4.41 (3.66‑5.42)
5.21 (4.22‑6.55)
6.08 (4.80‑7.87)
7.38 (5.59‑9.94)
8.47 (6.20‑11.8)
4-day 1.11
(0.982‑1.28)
1.62 (1.43‑1.86)
2.34 (2.07‑2.71)
2.98 (2.61‑3.48)
3.92 (3.33‑4.72)
4.71 (3.91‑5.79)
5.57 (4.52‑7.01)
6.52 (5.15‑8.43)
7.92 (6.00‑10.7)
9.10 (6.66‑12.7)
7-day 1.21
(1.08‑1.40)
1.80 (1.60‑2.08)
2.66 (2.34‑3.07)
3.41 (2.98‑3.97)
4.52 (3.83‑5.44)
5.45 (4.53‑6.70)
6.46 (5.24‑8.14)
7.59 (5.99‑9.82)
9.25 (7.01‑12.5)
10.6 (7.80‑14.8)
10-day 1.29
(1.14‑1.49)
1.94 (1.72‑2.24)
2.87 (2.54‑3.32)
3.70 (3.24‑4.31)
4.92 (4.17‑5.93)
5.95 (4.94‑7.31)
7.06 (5.73‑8.89)
8.30 (6.55‑10.7)
10.1 (7.67‑13.6)
11.7 (8.54‑16.2)
20-day 1.46
(1.30‑1.69)
2.22 (1.96‑2.55)
3.29 (2.91‑3.81)
4.24 (3.72‑4.95)
5.65 (4.79‑6.80)
6.83 (5.67‑8.39)
8.10 (6.57‑10.2)
9.51 (7.50‑12.3)
11.6 (8.76‑15.6)
13.3 (9.72‑18.5)
30-day 1.61
(1.43‑1.86)
2.44 (2.16‑2.82)
3.64 (3.22‑4.21)
4.70 (4.11‑5.48)
6.26 (5.30‑7.54)
7.55 (6.27‑9.28)
8.95 (7.26‑11.3)
10.5 (8.27‑13.5)
12.7 (9.61‑17.1)
14.5 (10.6‑20.2)
45-day 1.87
(1.66‑2.16)
2.82 (2.49‑3.25)
4.17 (3.68‑4.82)
5.36 (4.69‑6.24)
7.11 (6.02‑8.56)
8.56 (7.11‑10.5)
10.1 (8.20‑12.7)
11.8 (9.31‑15.3)
14.2 (10.8‑19.2)
16.2 (11.9‑22.6)
60-day 2.14
(1.89‑2.46)
3.18 (2.82‑3.67)
4.69 (4.14‑5.42)
6.00 (5.25‑6.99)
7.93 (6.72‑9.54)
9.52 (7.90‑11.7)
11.2 (9.10‑14.1)
13.1 (10.3‑16.9)
15.7 (11.9‑21.1)
17.8 (13.1‑24.8)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
3/28/25, 7:10 AM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1323&lon=-116.3844&data=depth&units=english&series=pds 1/3
Back to Top
Maps & aerials
Small scale terrain
Large scale terrain
+
–
3km
2mi
3/28/25, 7:10 AM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1323&lon=-116.3844&data=depth&units=english&series=pds 2/3
Large scale map
Large scale aerial
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
+
–
100km
60mi
+
–
100km
60mi
+
–
100km
60mi
3/28/25, 7:10 AM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1323&lon=-116.3844&data=depth&units=english&series=pds 3/3
DO NOT ENTER
DRAINAGE NOTES
WALMART FUEL YUCCA VALLEY
POST-DEVELOPMENT WQMP EXHIBIT
58501 29 PLAMS HWY
CITY OF YUCCA VALLEY
© 1
CITY OF YUCCA VALLEY
POST-DEVELOPMENT WQMP EXHIBIT
FOR
WALMART FUEL YUCCA VALLEY
LEGEND:
WQMP SUMMARY
X
X.XX
HYDROLOGY INFORMATION
NORTH
APPENDIX E, YUCCA VALLEY WALMART FUEL STATION – NOISE EIR
ADDENDUM ANALYSIS MEMORANDUM
This page intentionally left blank.
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868
MEMORANDUM
To: Town of Yucca Valley Planning Division
From: Alex Pohlman, Kimley-Horn and Associates, Inc.
Date: January 21, 2026
Subject: Yucca Valley Walmart Fuel Station – Noise EIR Addendum Analysis
PURPOSE
This comparative analysis has been undertaken to analyze whether the proposed Yucca Valley Walmart Fuel Station Project (Project) would result in any new or substantially more severe significant environmental impacts as compared to the conclusions discussed in the certified Yucca Valley Retail Specific Plan (Original Project) Environmental Impact Report (Final EIR) that was certified on June 25, 2008. The purpose of this technical memorandum is to assess whether any new noise impacts would occur based on proposed updates to the Project (described below) pursuant to Public Resources Code, Section 21166 and State CEQA Guidelines Section 15162.
ORIGINAL PROJECT
The Final EIR for the Original Project analyzed the development of a commercial retail center on approximately 25.51 acres located on the southeast corner of Twentynine Palms Highway (SR62) and Avalon Avenue. The EIR analysis for the Original Project included a 229,000-square foot Walmart Supercenter, a fuel station, a 4,000-square foot fast-food restaurant with drive-through, and a detention basin. However, the Specific Plan, approved on August 14, 2008, did not include the fuel station as a permitted use and the area designated in the EIR for the fuel station and a 4,000-square foot fast-food restaurant with drive-through was ultimately developed with two smaller fast-food restaurants instead.
PROPOSED PROJECT
The proposed Project involves the development of a fuel station similar to the one previously analyzed in the Final EIR, although in a different location. The fuel station would be located in the northeastern portion of the existing parking lot, south of the detention basin and SR-62, see Exhibit 1: Local Vicinity Map and Exhibit 2: Conceptual Site Plan.
Maxar, Microsoft
Not to Scale
EXHIBIT 1:
Yucca Valley Fuel Sta�on Project
Local Vicinity Map
Source: ArcGIS Pro
PROJECT
SITE
29 Palms Highway
Avalon Avenue
Paxton Outerhighway
WALMART
WALMART FUEL STATION - STORE #1915
58501 TWENTYNINE PALMS HIGHWAY, YUCCA VALLEY, CA 92284
Not to Scale
EXHIBIT 2:
Yucca Valley Walmart Fuel Sta�on Project
Conceptual Site Plan
Source: Kimley-Horn Traffic Scoping Agreement
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868
NOISE ANALYSIS
Previous Significance Determination: The Final EIR determined that construction would generate noise and vibrations that would result in significant and unavoidable impacts on nearby sensitive receptors. However, the Final EIR found that operational noise including noise generated onsite from mechanical equipment, parking lot activities, loading and unloading operations, as well as offsite noise generated from traffic associated with Original Project would be less than significant.
Proposed Project Analysis:
Threshold (a) Result in a substantial temporary or periodic increase in ambient noise levels in the project vicinity above levels existing without the project.
Temporary Construction Noise Impacts
Project construction is anticipated to occur over approximately 5 months and is scheduled to begin in November 2025 and completed in April 2026.1 Construction of the Project would commence with demolition of an area of the existing surface parking lot, followed by grading and excavation. Building foundations would then be constructed, followed by building construction, paving/concrete installation, and architectural coatings. Construction delivery/haul trucks would generally travel between the Project Site and SR-62.
Construction noise typically occurs intermittently and varies depending on the nature or phase of construction (e.g., land clearing, grading, excavation, paving). Noise generated by construction equipment, including earth movers, material handlers, and portable generators, can reach high levels. During construction, exterior noise levels could affect the residential neighborhoods near the construction site. However, it is acknowledged that construction activities would occur throughout the Project site and would not be concentrated at a single point near sensitive receptors.
Construction activities would include demolition of the existing parking lot area, site preparation, grading, building construction, paving, and architectural coating. Such activities could require concrete saws, tractors, and dozers during demolition; graders, dozers and tractors during site preparation; graders, dozers, and tractors during grading; cranes, generators, tractors, forklifts, and welders during building construction; pavers, rollers, tractors, and a concrete mixer during paving; and air compressors during architectural coating. Typical operating cycles for these types of construction equipment may involve 1 or 2 minutes of full power operation followed by 3 to 4 minutes at lower power settings.
The construction noise analysis in the Final EIR did not identify a numeric threshold when determining construction noise impacts. However, it is assumed the noise threshold used in the 1 A conservative worst-case construction timeline has been modeled for air quality and greenhouse gas analysis purposes. This construction schedule has been included in the noise analysis for consistency.
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868 construction noise analysis is the exterior noise standard of 75 dBA LMAX during the day (7:00 a.m. to 10:00 p.m.) and 70 dBA LMAX standard during the night (10:00 p.m. to 7:00 a.m.).2 The Final EIR stated that the nearest residences to the Original Project boundary may be subject to short-term and intermittent, maximum noise levels reaching 81 dBA LMAX and would potentially result in annoyance, resulting in a significant impact requiring mitigation.
The noise levels calculated in Table 1: Project Construction Noise Levels for the proposed Project, shows that the maximum noise level of construction equipment at the nearest sensitive receptor would be 73.7 dBA LMAX, which is lower than the construction noise levels of the Original Project. Construction of the proposed Project would generate noise levels less than the Town’s exterior noise standard of 75 dBA LMAX during the day. Construction is prohibited during the nighttime and therefore the 70 dBA LMAX standard during the night would not be exceeded. As a result, Project construction noise would result in a less than significant impact.
Table 1: Project Construction Noise Levels
Construction Phase Land Use Direction
Distance to
Property Line
(feet)1
Average
Distance
(feet)1
Worst Case
Modeled Exterior
Noise Level
(dBA LMAX)
1 Demolition Residential North 410 535 73.7
Site Preparation Residential North 410 535 69.4
Grading Residential North 410 535 70.7
Building Construction Residential North 410 535 68.9
Paving Residential North 410 535 68.4
Architectural Coating Residential North 410 535 59.4
1. To conservatively estimate construction noise, the loudest equipment is assumed to operate nearest to the property line of the closest sensitive receptors. All other equipment is distributed evenly between the property line and an average distance, with loudest equipment located nearest to sensitive receptors and quieter equipment further away Source: Refer to Appendix A for noise modeling results.
Mitigation Program
The following applicable mitigation measure is identified in the Final EIR.
4.11.1A Construction activities are restricted within the Town to the hours of 7:00 a.m. to 10:00 p.m. Monday through Saturday. The following measures would reduce short-term construction-related noise impacts resulting from the project:
• During all project site excavation and grading onsite, the project contractor shall equip all construction equipment, fixed or mobile, with properly operating and maintained mufflers consistent with manufacturer's standards. 2 Final EIR Yucca Valley Retail Specific Plan, 2008. page 4.11-21.
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868 • The project contractor shall place all stationary construction equipment so that emitted noise is directed away from sensitive receptors nearest the project site. • The construction contractor shall locate equipment staging in areas that will create the greatest distance between construction-related noise sources and noisesensitive receptors nearest the project site during all project construction.
Conclusion
Project construction would generate less noise than identified in the Final EIR. Noise levels at the nearest sensitive receptor would reach 73.7 dBA LMAX which is below the Yucca Valley’s exterior noise standard. As a result, Project construction noise impacts would be less than significant. Although the proposed Project’s construction noise levels do not exceed the exterior standard, mitigation measures identified in the Final EIR to reduce construction noise impacts would still be required to reduce cumulative noise levels. The Project would not result in any new impacts, or increase the severity of the previously identified impacts, with respect to construction noise. Additionally, no new information of substantial importance that was not known and could not have been known at the time the Final EIR was certified is available that would change the impact finding. Although the Final EIR determined that the Original Project would result in a significant and unavoidable impact, the distance of the fuel station component of the Project to sensitive receptors has reduced construction noise levels to a less than significant level.
Operational Noise Impacts
Fuel Station and Parking Lot Activities
The Final EIR determined that operational noise from the Original Project, including the fuel station would be less than significant. However, the Final EIR analysis did not provide noise levels for the fuel station only, as a result, this noise analysis will use the noise levels identified as parking lot activities in the Final EIR. The noise levels from parking lot activities would be comparable to fuel station noise levels because they include similar activities (i.e., car door slamming, car radios, engine start-up, and car pass-by). The Final EIR noted that these activities would generate approximately 60 dBA LMAX at 50 feet.3
The nearest sensitive receptor would be
approximately 466 feet from the proposed fuel station refueling area. At this distance, the fuel station noise would attenuate to 40.6 dBA LMAX which is lower than the Town’s exterior noise standards of 75 dBA LMAX during the day and 70 dBA LMAX standard during the night. As a result, fuel station noise levels and would result in a less than significant impact.
Truck Movements
3 Final EIR Yucca Valley Retail Specific Plan, 2008. page 4.11-21.
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868 The Final EIR determined that slow moving trucks would generate noise levels of up to 75 dBA LMAX when traveling and breaking at a distance of 50 feet.4 The nearest sensitive receptor would be approximately 466 feet from the proposed fuel station refueling area. At this distance, the noise generated by tanker trucks delivering fuel would attenuate to 55.6 dBA LMAX and would result in a less than significant impact.
Other Noise-Generating Activities
The Final EIR stated that buildings withing the Original Project would have rooftop heating, ventilating, and air conditioning (HVAC) mechanical equipment. The Final EIR states that rooftop HVAC units generate noise levels of approximately 52 dBA at a distance of 50 feet. Based on the site plan, the convenience store associated with the fuel station would be approximately 626 feet from the nearest sensitive receptor. At this distance, the noise generated by the rooftop HVAC unit would attenuate to 30 dBA and would result in a less than significant impact.
Mitigation Program
None identified in the Original Project Final EIR.
Conclusion
The development of the proposed Project would not result in any new impacts, or increase the severity of the previously identified impacts, with respect to operational noise. Additionally, no new information of substantial importance that was not known and could not have been known at the time the Final EIR was certified is available that would change the impact finding. This impact would remain less than significant.
Threshold (b) Result in a substantial permanent increase in traffic-related noise levels in the project vicinity above levels existing without the project.
As noted in the Final EIR, it takes a doubling of traffic volume to cause a three-decibel increase in traffic noise.5 Therefore, consistent with the Final EIR, vehicular traffic trips associated with the proposed Project would not result in significant traffic noise impacts on off-site sensitive uses.
The Proposed Project is anticipated to generate 826 daily trips. Vehicles accessing the site would either come from SR-62 or from Avalon Avenue. Based on the most recent data from the Caltrans Traffic Census Program (2022), the segment of SR-62 between Pioneer Town Road and the SR247 north junction has an average annual daily trip rate of 24,000 vehicles per day.6 Conservatively assuming all vehicles associated with the fuel station were to enter and exit the site from SR-62, the additional 826 vehicles would not be enough to double the existing traffic volume and generate a noticeable increase in traffic noise. Additionally, Table 5.14-3 of the 4 Final EIR Yucca Valley Retail Specific Plan, 2008, page 4.11-21. 5 Final EIR Yucca Valley Retail Specific Plan, 2008, page 4.11-9. 6 Caltrans, Traffic Census Program, 2022. dot.ca.gov/programs/traffic-operations/census
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868 Yucca Valley General Plan EIR states that the traffic volume of Avalon Avenue, north of Sunnyslope Drive, has 2,707 daily trips.7 Conservatively assuming all vehicles associated with the fuel station were to enter and exit the site from Avalon Avenue, the additional 826 vehicles would not be enough to double the existing traffic volume and generate a noticeable increase in traffic noise. Therefore, operational traffic associated with the proposed Project would result in a less than significant impact.
Mitigation Program
None identified in the Original Project Final EIR.
Conclusion
The development of the proposed Project would not result in any new impacts, or increase the severity of the previously identified impacts, with respect to traffic-related noise. Additionally, no new information of substantial importance that was not known and could not have been known at the time the Final EIR was certified is available that would change the impact finding.
This impact remains less than significant.
Threshold (c) Result in the exposure of persons to or generation of noise levels in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies.
The Final EIR determined that noise levels from loading and unloading operations for the Original Project may exceed the noise standards during nighttime hours at the closest residences.
However, the operational noise levels discussed under Threshold (a) Operations associated with the operation of the proposed Project would combine to 56 dBA LMAX. Assuming all these activities occurred at the same time during nighttime hours, the noise level would still be below the Town’s exterior nighttime noise standard of 70 dBA LMAX. However, although the proposed Project’s operational noise levels do not exceed the nighttime standard, mitigation measures identified in the Final EIR to reduce noise impacts would still be required as part of the EIR to reduce cumulative noise levels.
Mitigation Program
The following applicable mitigation measures are identified in the Final EIR.
4.11.3A Nighttime operation of delivery trucks shall be limited to less than 30 minutes each.
4.11.3B Nighttime operation of delivery truck beepers shall be prohibited for on-site vehicles. 7 Yucca Valley, General Plan EIR. 2014. https://www.yucca-valley.org/home/showpublisheddocument/ 5603/637399893763570000
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868 Conclusion
The development of the proposed Project would not result in any new impacts, or increase the severity of the previously identified impacts, with respect to established noise standards.
Additionally, no new information of substantial importance that was not known and could not have been known at the time the Final EIR was certified is available that would change the impact finding.
Threshold (d) Result in the exposure of persons to or generation of excessive groundborne vibration or groundbourne noise levels.
The Final EIR determined that residences nearest the Original Project would experience vibration levels that could cause annoyance. The Final EIR states that bulldozers and other heavy equipment would generate approximately 92 vibration velocity in decibels (VdB) of groundbourne vibration at 50 feet and that at each doubling of the distance, the vibration level would be approximately 6 VdB lower 8
based on the Federal Transit Administration’s (FTA) 1995 report, Transit Noise and Vibration Impact Assessment Manual. The Final EIR also states that annoyance often occurs when vibrations exceed the threshold of perception (65 VdB) by 10 decibels or more.
The Final EIR determined that existing residence located 150 feet to the west of the Original Project site (this includes the entire Original Project site, not just the fuel station) would be exposed to vibration levels between 80 and 86 VdB during construction which would result in annoyance, while vibrations from operations (trucks and other on-road vehicles) would not. The Final EIR concluded that although groundbourne vibration during construction would be temporary, impacts from groundbourne vibration during construction would be significant and unavoidable, as no mitigation measures would reduce this impact to less than significant.
However, the proposed Project construction site is approximately 410 feet from the property line of the nearest sensitive receptor. Following the Final EIR’s methodology of reducing groundbourne vibrations by 6 VdB each time the distance is doubled, at 400 feet the vibrations from construction would be reduced to 74 VdB which is below the annoyance threshold of 75 VdB defined in the Final EIR. In addition, the current version of the FTA’s Transit Noise and Vibration Impact Assessment Manual, dated 2018, includes lower vibration source levels for construction equipment. Based on the 2018 version of the manual, bulldozers will generate 87 VdB of groundbourne vibration at 25 feet, at a distance of 410 feet, the nearest sensitive receptor would experience vibration levels of 51 VdB, which is below the annoyance threshold of 75 VdB.
Therefore, construction vibrations would not cause annoyance and impacts from groundbourne vibrations would be less than significant.
8 Final EIR Yucca Valley Retail Specific Plan, 2008. pg 4.11-26.
kimley-horn.com 3801 University Ave, Suite 300, Riverside, CA 92501 951 543 9868 Mitigation Program
None identified in the Original Project Final EIR.
Conclusion
The development of the proposed Project would not result in any new impacts, or increase the severity of the previously identified impacts, with respect to groundbourne vibrations. Although the Final EIR determined that the Original Project would result in a significant and unavoidable impact, the distance of the fuel station component of the Project to sensitive receptors and improvements to equipment have reduced construction equipment vibrations to a less than significant level.
Threshold (e) 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, would the project expose people residing or working in the project area to excessive noise levels.
The Yucca Valley Airport is located approximately one mile west of the proposed project site. It is a privately owned airstrip which has been leased on a long term to the Yucca Valley Airport District. According to the Airport Comprehensive Land Use Plan for the Yucca Valley Airport, the proposed project site is located outside of the 60 CNEL contour line for Yucca Valley Airport.
Although there may be occasional aircraft flyover noise that is higher than the ambient noise level, because the proposed project is located outside of the 60 CNEL contour line for the Yucca Valley Airport, airport noise levels at the proposed project site are within normally acceptable levels, resulting in a less than significant impact
Mitigation Program
None identified in the Original Project Final EIR.
Conclusion
There are no new potentially significant impacts associated with the development of proposed Project. Additionally, no new information of substantial importance that was not known and could not have been known at the time the Final EIR was certified is available that would change the impact finding. This impact remains less than significant.
Appendix A
Noise Data
Project:
Construction Noise Impact on Sensitive Receptors
Parameters
Construction Hours: Daytime hours (7 am to 7 pm) 8
Evening hours (7 pm to 10 pm) 0
Nighttime hours (10 pm to 7 am) 0
Leq to L10 factor 3
Receptor (Land Use)
Average
Distance
(feet)
Distance
to
Property
Line (feet) Shielding Direction
1 Residence 535 410 0 N
RECEPTOR 1
Construction Phase Equipment Type
No. of
Equip.
Acoustical
Usage
Factor
Reference
Noise Level
at 50ft per
Unit, Lmax
Distance
(feet)
Noise Level
at Receptor 1,
Lmax
Noise Level
at Receptor 1,
Leq
Demolition
Concrete Saw 1 20% 90 410 71.3 64.3
Tractor 1 40% 84 441 65.1 61.1
Tractor 1 40% 84 473 64.5 60.5
Tractor 1 40% 84 504 63.9 60.0
Dozer 1 40% 82 535 61.1 57.1
Combined 73.7 68.2
Site Preparation
Grader 1 40% 85 - 410 66.7 62.7
Tractor 1 40% 84 473 64.5 60.5
Dozer 1 40% 82 535 61.1 57.1
Combined 69.4 65.5
Grading
Grader 1 40% 85 410 66.7 62.7
Tractor 1 40% 84 452 64.9 60.9
Tractor 1 40% 84 493 64.1 60.1
Dozer 1 40% 82 535 61.1 57.1
Combined 70.7 66.7
Building Construction
Tractor 1 40% 84 410 65.7 61.7
Crane 1 16% 81 431 61.9 53.9
Generator 1 50% 81 452 61.5 58.5
Man Lift 1 20% 75 473 55.2 48.2
Welder/Torch 1 40% 74 493 54.1 50.1
Welder/Torch 1 40% 74 514 53.8 49.8
Welder/Torch 1 40% 74 535 53.4 49.4
Combined 68.9 64.5
Paving
Tractor 1 40% 84 410 65.7 61.7
Roller 1 20% 80 441 61.1 54.1
Concrete Mixer Truck 1 40% 79 473 59.3 55.3
Paver 1 50% 77 504 57.1 54.1
Paver 1 50% 77 535 56.6 53.6
Combined 68.4 64.1
Architectural Coating
Compressor (air) 1 40% 78 410 59.4 55.4
Combined 59.4 55.4
Distance Attenuation - Point Source
where:
dBA1 = Reference Noise Level
dBA2
= Estimated Noise Level
d1 = Reference Distance
d2
= Approximate Receptor Location Distance
dBA1 d1 d2 dBA2
Receptor 1 60 50 466 40.6 Parking Lot Noise
Receptor 2 75 50 466 55.6 Truck Movements
Receptor 3 52 50 626 30.0 HVAC
2 = 1 + 20
10 1
2
Decibel Addition:
n 1 40.6 Parking Lot
n 2 55.6 Truck Movements
n 3 43 HVAC
Total 56.0
= 10 10( 10
)
APPENDIX F, TRANSPORTATION IMPACT ANALYSIS FOR THE PROPOSED
WALMART FUEL PROJECT IN THE TOWN OF YUCCA VALLEY
This page intentionally left blank.
Transportation Impact Analysis
For the Proposed
Walmart Fuel Project
In the Town of Yucca Valley
Prepared for:
Town of Yucca Valley
September 2025
TRANSPORTATION IMPACT ANALYSIS
FOR THE PROPOSED
WALMART FUEL PROJECT
IN THE TOWN OF YUCCA VALLEY
Prepared by:
Kimley-Horn and Associates, Inc.
1100 Town and Country Road, Suite 700
Orange, California 92868
September 2025
TABLE OF CONTENTS Page
INTRODUCTION..................................................................................................................................................................................1 Purpose and Study Objectives ...............................................................................................................................................1 Project Overview ..........................................................................................................................................................................1 ANALYSIS SCENARIOS AND METHODOLOGY ....................................................................................................................4 Analysis Scenarios .......................................................................................................................................................................4 Intersection Analysis – HCM Methodology .....................................................................................................................4 Level of Service Standards.......................................................................................................................................................6 Thresholds of Significance .......................................................................................................................................................6 STUDY AREA.........................................................................................................................................................................................7 AREA CONDITIONS ...........................................................................................................................................................................7 Existing Street System ...............................................................................................................................................................7 Existing Traffic Volumes ...........................................................................................................................................................8 Intersection Operating Conditions ...........................................................................................................................................8 OPENING YEAR 2026 CONDITIONS ...................................................................................................................................... 13 Intersection Operating Conditions ................................................................................................................................... 13 PROJECT TRAFFIC .......................................................................................................................................................................... 16 Project Trip Generation ......................................................................................................................................................... 16 Trip Distribution and Assignment .................................................................................................................................... 16 OPENING YEAR 2026 PLUS PROJECT CONDITIONS .................................................................................................... 22 Intersection Operating Conditions ................................................................................................................................... 22 RECOMMENDED IMPROVEMENTS ....................................................................................................................................... 25 SITE ACCESS ANALYSIS ............................................................................................................................................................... 25 ON-SITE QUEUING ANALYSIS .................................................................................................................................................. 25 VEHICLE MILES TRAVELED ANALYSIS ............................................................................................................................... 26 SUMMARY OF FINDINGS AND CONCLUSIONS ................................................................................................................ 27
LIST OF FIGURES Page
Figure 1 – Vicinity Map ...................................................................................................................................................................2 Figure 2 – Site Plan............................................................................................................................................................................3 Figure 3 – Existing Lane Configuration and Traffic Control ........................................................................................9 Figure 4 – Town of Yucca Valley General Plan Roadway Classification Map ................................................... 10 Figure 5 – Existing Traffic Volumes ...................................................................................................................................... 11 Figure 6 – Opening Year 2026 Traffic Volumes .............................................................................................................. 14 Figure 7 – Project Trip Distribution ...................................................................................................................................... 18 Figure 8 – Project-Related Traffic Volumes ...................................................................................................................... 19 Figure 9 – Pass-By Traffic Volumes ....................................................................................................................................... 20 Figure 10 – Total Project Traffic Volumes ......................................................................................................................... 21 Figure 11 – Opening Year 2026 Plus Project Traffic Volumes ................................................................................ 24 LIST OF TABLES Page
Table 1 – Summary of Intersection Operation – Existing Conditions ................................................................. 12 Table 2 – Summary of Intersection Operation – Opening Year 2026 .................................................................. 15 Table 3 – Summary of Project Trip Generation............................................................................................................... 17 Table 4 – Summary of Intersection Operation – Opening Year 2026 Plus Project ....................................... 23
APPENDICES
APPENDIX A: APPROVED TRAFFIC CONSISTENCY ANALYSIS MEMORANDUM APPENDIX B: TRAFFIC COUNT DATA SHEETS
APPENDIX C: INTERSECTION ANALYSIS WORKSHEETS
APPENDIX D: QUEUEING ANALYSIS WORKSHEETS
Yucca Valley Walmart Fuel Project - 1 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
TRANSPORTATION IMPACT ANALYSIS
FOR THE PROPOSED
WALMART FUEL STATION PROJECT
IN THE TOWN OF YUCCA VALLEY
INTRODUCTION
Purpose and Study Objectives
This Transportation Impact Analysis has been prepared to address the traffic-related effects of the proposed Walmart Fuel Station project in the Town of Yucca Valley in San Bernardino County. This analysis has been conducted in accordance with the San Bernardino County Transportation Impact Study Guidelines (July 2019).
This report includes a description of existing traffic conditions in the surrounding area, estimated project trip generation and distribution, future traffic growth, and an assessment of project-related effects on the transportation system.
Project Overview
The project site is currently an existing Walmart parking lot and is bounded by drive aisles to the north and east and parking lot to the south and west. The project consists of the construction of a new fuel station with twelve fueling positions and a 1,556 square-foot convenience store within the northeast corner of the existing Walmart parking lot located at 58501 Twentynine Palms Highway.
The project location is shown in its regional setting on Figure 1. The proposed project site plan is shown on Figure 2.
Proposed project ingress and egress will be facilitated via two existing drive aisles. One driveway and one intersection along Twentynine Palms Highway allow direct access to the proposed project; the westernmost driveway is right-in, right-out only (RIRO), and the easternmost intersection is fullaccess.
Project Site PAXTON OUTER HIGHWAY N YUCCA TRAIL
LA CONTENTA ROAD
AVALON AVENUE
PALISADE DRIVE
PALOMAR AVENUE SUNNYSLOPE DRIVE TWENTYNINE PALMS HIGHWAY (SR-62) - 2 - NOT TO SCALE FIGURE 1 VICINITY MAP
- 3 - FIGURE 2 PROJECT SITE PLAN NOT TO SCALE
Yucca Valley Walmart Fuel Project - 4 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
ANALYSIS SCENARIOS AND METHODOLOGY
The analysis scenarios and methodology were established with Town of Yucca Valley staff through the Scoping Agreement process. As part of this process, a Traffic Consistency Analysis Memorandum was created to analyze the proposed project’s consistency with the development assumed in the Environmental Impact Report (EIR) for the Yucca Valley Retail Specific Plan (March 2008). A copy of the approved Traffic Consistency Analysis Memorandum with the revised scope is provided in Appendix A.
Analysis Scenarios
Based on the San Bernardino County Transportation Impact Study Guidelines (July 2019), the study intersections will be evaluated in the morning and evening peak hours on a typical weekday for the following conditions:
· Existing Conditions
· Opening Year 2026
· Opening Year 2026 Plus Project
It should be noted that the revised scope in Appendix A reflects an Opening Year of 2025; however, per City correspondence in September 2025, the Opening Year was revised to 2026.
Intersection Analysis – HCM Methodology
Peak hour intersection operations at the study intersections and driveways were evaluated using the methods prescribed in the Highway Capacity Manual 7th Edition (HCM), consistent with San Bernardino County guidelines. The intersection analysis was conducted using Synchro 12 software.
For signalized intersections, the HCM methodology estimates the average delay (in average seconds per vehicle) for each of the movements through the intersection, considering a number of factors, including the number of lanes, volume of traffic, and the signal timing phasing.
For unsignalized intersections, the HCM methodology analysis determines the worst-case delay per lane for each vehicle making any movement from the stop-controlled minor street, as well as left turns from the major street. Delay values are calculated based on the relationship between traffic on the major street and the availability of acceptable gaps in the traffic stream through which conflicting traffic movements can be made.
In order to generate HCM results for Intersection #D2 (Twentynine Palms Highway (SR-62) & Commercial Driveway 2), the northbound approach was considered to be free moving to be most representative of the worst-case scenario.
The HCM delay forecast translates to a Level of Service designation, ranging from LOS A to LOS F. A
Yucca Valley Walmart Fuel Project - 5 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
summary of each Level of Service and the corresponding delay is provided in the following chart. 1 Source: Highway Capacity Manual (HCM 7th Edition), Exhibit 19-8. 2 Source: Highway Capacity Manual (HCM 7th Edition), Exhibit 20-2.
LEVEL OF SERVICE DEFINITIONS
Level of
Service
Description
A
No approach phase is fully utilized by traffic and no vehicle waits longer than one red indication. Typically, the approach appears quite open, turns are made easily and nearly all drivers find freedom of operation.
B
This service level represents stable operation, where an occasional approach phase is fully utilized and a substantial number are approaching full use. Many drivers begin to feel restricted within platoons of vehicles.
C
This level still represents stable operating conditions. Occasionally drivers may have to wait through more than one red signal indication, and backups may develop behind turning vehicles. Most drivers feel somewhat restricted but not objectionably so.
D
This level encompasses a zone of increasing restriction, approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak period; however, enough cycles with lower demand occur to permit periodic clearance of developing queues, thus preventing excessive backups.
E
Capacity occurs at the upper end of this service level. It represents the most vehicles that any particular intersection approach can accommodate. Full utilization of every signal cycle is seldom attained no matter how great the demand.
F
This level describes forced flow operations at low speeds, where volumes exceed capacity.
These conditions usually result from queues of vehicles backing up from a restriction downstream. Speeds are reduced substantially, and stoppages may occur for short or long periods of time due to the congestion. In the extreme case, both speed and volume can drop to zero.
LEVEL OF SERVICE CRITERIA
FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS
Level of
Service
Signalized Intersection
(Average delay per vehicle,
in seconds) 1
Unsignalized Intersections
(Average delay per vehicle,
in seconds) 2
A < 10 0 – 10
B > 10 – 20 > 10 – 15
C > 20 – 35 > 15 – 25
D > 35 – 55 > 25 – 35
E > 55 – 80 > 35 – 50
F > 80 > 50
Yucca Valley Walmart Fuel Project - 6 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
Level of Service Standards
The County of San Bernardino General Plan standard in the Desert Region for level of service for signalized and unsignalized intersections is LOS C.
Thresholds of Significance
The Town of Yucca Valley is located in the East Desert Region of San Bernardino County. The County requires that improvements shall be identified when any of the following occurs between the “without project” and the “plus project” conditions:
· Any signalized study intersection in the Desert region that is operating at an LOS C or better without project traffic in which the addition of project traffic causes the intersection to degrade to an LOS D, E, or F shall identify improvements to improve operations to LOS C. · Any signalized study intersection in the Desert region that is operating at LOS D, E, or F without project traffic where the project increases delay by 5.0 or more seconds shall identify improvements to offset the increase in delay.
For unsignalized intersections, an operational improvement achieving LOS C or better or to preproject LOS would be required if the analysis determines that either section a) or both sections b) and c) occur:
a) The addition of project-related traffic causes the intersection to degrade from an LOS D or better to a LOS E or worse in the Valley and Mountain regions or from an LOS C or better to an LOS D or worse in the Desert region.
OR
b) The project adds 5.0 seconds or more of delay to an intersection that is already projected to operate without project traffic at an LOS E or F in the Valley and Mountain regions or at an LOS D, E, or F in the Desert region (per Section 10.5.2 b).
AND
c) One or both of the following conditions are met:
1) The project adds ten (10) or more trips to any minor street approach 2) The intersection meets the peak hour traffic signal warrant after the addition of project traffic (per Section 10.5.2 c).
Yucca Valley Walmart Fuel Project - 7 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
STUDY AREA
This Transportation Impact Analysis includes documentation of existing conditions, future conditions, and identification of project-related deficiencies at the following study locations:
Existing Intersections
1. Avalon Avenue & Twentynine Palms Highway (SR-62)
2. Avalon Avenue & Palisade Drive
3. Twentynine Palms Highway (SR-62) & West Commercial Access Road
4. Twentynine Palms Highway (SR-62) & East Commercial Access Road
5. Twentynine Palms Highway (SR-62) & La Contenta Road
6. Palomar Avenue & Yucca Trail
7. Yucca Trail & La Contenta Road
Future Project Driveways
D1. Twentynine Palms Highway (SR-62) & Commercial Driveway 1 D2. Twentynine Palms Highway (SR-62) & Commercial Driveway 2 The study locations were established in consultation with Town of Yucca Valley staff through the Scoping Agreement process.
AREA CONDITIONS
Existing Street System
Regional access to the site is provided primarily by the Twentynine Palms Freeway (SR-62).
Existing lane configurations and intersection controls at the study intersections are shown on Figure 3. A copy of the Town of Yucca Valley Roadway Classifications at General Plan Buildout is provided on Figure 4. The following provides a description of the roadways surrounding the project site.
Twentynine Palms Highway (SR-62) is an east-west roadway with two travel lanes in each direction.
The posted speed limit is 50 miles per hour (mph). On-street parking is prohibited on both sides of the street and there are no bike lanes in either direction. Twentynine Palms Highway is classified as a Highway in the Town of Yucca Valley Roadway Classifications at General Plan Buildout.
Yucca Valley Walmart Fuel Project - 8 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
Avalon Avenue is a north-west roadway with one travel lane in each direction. The posted speed limit is 45 mph. On-street parking is prohibited on both sides of the street and there are no bike lanes in either direction. Avalon Avenue is classified as an Arterial in the Town of Yucca Valley Roadway Classifications at General Plan Buildout.
Palisade Drive is an east-west roadway with one lane in each direction. There is on-street parking on both sides of the street and there are no bike lanes in either direction.
Yucca Trail is an east-west roadway with one lane in each direction. There is no on-street parking on both sides of the street and there are no bike lanes in either direction. The posted speed limit is 50 mph. Yucca Trail is classified as an Arterial in the Town of Yucca Valley Roadway Classifications at General Plan Buildout.
Palomar Avenue is a north-south roadway with one travel lane in each direction. The posted speed limit is 45 mph. On-street parking is prohibited on both sides of the street and there are no bike lanes in either direction. Palomar Avenue is classified as an Arterial in the Town of Yucca Valley Roadway Classifications at General Plan Buildout.
La Contenta Road is a north-south roadway with one travel lane in each direction. The posted speed limit is 55 mph. On-street parking is prohibited on both sides of the street and there are no bike lanes in either direction. La Contenta Road is classified as an Arterial in the Town of Yucca Valley Roadway Classifications at General Plan Buildout.
Yucca Mesa Road is an east-west roadway with one travel lane in each direction. The posted speed limit is 55 mph. On-street parking is prohibited on both sides of the street and there are no bike lanes in either direction. Yucca Mesa Road is classified as an Arterial in the Town of Yucca Valley Roadway Classifications at General Plan Buildout.
Existing Traffic Volumes
Existing morning peak hour and evening peak hour counts were conducted at the study intersections on a typical weekday. The counts were completed in December 2024, while schools were in session.
Peak hour intersection traffic count worksheets are provided in Appendix B. Existing morning and evening peak hour volumes are presented on Figure 5.
Intersection Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours using the analysis procedures and assumptions described previously in this report. The results of the intersection analysis for Existing Conditions are shown on Table 1. Copies of Existing Conditions intersection analysis worksheets are provided in Appendix C. Review of this table shows that all study intersections currently operate at an acceptable Level of Service during the morning and evening peak hours.
PAXTON OUTER HIGHWAY N
YUCCA TRAIL
TWENTYNINE PALMS HIGHWAY (SR-62) LA CONTENTA ROAD AVALON AVENUE
PALISADE DRIVE PALOMAR AVENUE
SUNNYSLOPE DRIVE
Project Site
- 9 -
LEGEND:
= Study Intersection
= Turn or Through Lane
= Signal
FIGURE 3
EXISTING LANE CONFIGURATION
AND TRAFFIC CONTROL
NOT TO SCALE
3. Twentynine Palms
Hwy (SR-62) at West
Commercial Access Rd
1. Avalon Ave at
Twentynine Palms Hwy
(SR-62)
2. Avalon Ave at
Palisade Dr
= Stop Sign
4. Twentynine Palms
Hwy (SR-62) at East
Commercial Access Rd
6. Palomar Ave at Yucca
Trail
5. Twentynine Palms
Hwy (SR-62) at La
Contenta Rd
D1. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 1
7. Yucca Trail at La
Contenta Rd
D2. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 2
OVL
D OVL OVL
D
D
D D
D
D
= Right Turn Overlap
D = Defacto Right Turn
FIGURE 4
TOWN OF YUCCA VALLEY GENERAL PLAN
ROADWAY CLASSIFICATION MAP
NOT TO SCALE
- 10 -
PAXTON OUTER HIGHWAY N
YUCCA TRAIL
TWENTYNINE PALMS HIGHWAY (SR-62) LA CONTENTA ROAD AVALON AVENUE
PALISADE DRIVE PALOMAR AVENUE
SUNNYSLOPE DRIVE
Project Site
- 11 -
NOT TO SCALE
FIGURE 5
EXISTING YEAR (2024)
TRAFFIC VOLUMES
3. Twentynine Palms
Hwy (SR-62) at West
Commercial Access Rd
1. Avalon Ave at
Twentynine Palms Hwy
(SR-62)
2. Avalon Ave at
Palisade Dr
4. Twentynine Palms
Hwy (SR-62) at East
Commercial Access Rd
6. Palomar Ave at Yucca
Trail
5. Twentynine Palms
Hwy (SR-62) at La
Contenta Rd
D1. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 1
7. Yucca Trail at La
Contenta Rd
D2. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 2
= AM(PM) Peak Hour
Turning Movement
Volumes
LEGEND:
= Study Intersection
TABLE 1
SUMMARY OF INTERSECTION OPERATION
EXISTING CONDITIONS
Traffic AM Peak Hour PM Peak Hour
Int. # Intersection Control Delay LOS Delay LOS
1 Avalon Ave at Twentynine Palms Hwy (SR-62) S 21.6 C 22.2 C 2 Avalon Ave at Palisade Dr U 9.7 A 10.7 B
3 Twentynine Palms Hwy (SR-62) at West Commercial Access Rd S 15.5 B 16.1 B 4 Twentynine Palms Hwy (SR-62) at East Commercial Access Rd U 11.8 B 13.6 B 5 Twentynine Palms Hwy (SR-62) at La Contenta Rd S 18.5 B 17.8 B 6 Palomar Ave at Yucca Trail S 22.3 C 22.7 C
7 Yucca Trail at La Contenta Rd U 24.9 C 14.9 B
8 Twentynine Palms Hwy (SR-62) at Commercial Driveway 1 U 11.3 B 12.3 B 9 Twentynine Palms Hwy (SR-62) at Commercial Driveway 2 U 10.9 B 15.4 C Notes:
- Intersection operation is expressed in average delay for signalized and unsignalized intersections. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.
Yucca Valley Walmart Fuel Project
Transportation Impact Analysis
- 12 - Kimley-Horn and Associates, Inc.
September 2025
Yucca Valley Walmart Fuel Project - 13 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
OPENING YEAR 2026 CONDITIONS
The Project Opening Year (the year the project would be constructed and occupied) is anticipated to be Year 2026. Based on consultation with City staff, an ambient growth rate of 2.0% per year to Opening Year 2026 was applied to existing traffic volumes. The resulting peak hour turning movement volumes at the study locations are shown in Figure 6.
Intersection Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours for the Opening Year 2026 conditions. The results are shown on Table 2. Intersection analysis worksheets are provided in Appendix C. Review of this table indicates that, with the addition of ambient growth, all intersections would continue to operate at an acceptable Level of Service under Opening Year 2026 conditions.
PAXTON OUTER HIGHWAY N
YUCCA TRAIL
TWENTYNINE PALMS HIGHWAY (SR-62) LA CONTENTA ROAD AVALON AVENUE
PALISADE DRIVE PALOMAR AVENUE
SUNNYSLOPE DRIVE
Project Site
- 14 -
FIGURE 6
OPENING YEAR 2026
TRAFFIC VOLUMES
NOT TO SCALE
= AM(PM) Peak Hour
Turning Movement
Volumes
LEGEND:
= Study Intersection
3. Twentynine Palms
Hwy (SR-62) at West
Commercial Access Rd
1. Avalon Ave at
Twentynine Palms Hwy
(SR-62)
2. Avalon Ave at
Palisade Dr
4. Twentynine Palms
Hwy (SR-62) at East
Commercial Access Rd
6. Palomar Ave at Yucca
Trail
5. Twentynine Palms
Hwy (SR-62) at La
Contenta Rd
D1. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 1
7. Yucca Trail at La
Contenta Rd
D2. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 2
LEGEND:
TABLE 2
SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2026 WITHOUT PROJECT CONDITIONS
AM Peak Hour PM Peak Hour
Int. # Intersection Delay LOS Delay LOS
1 Avalon Ave at Twentynine Palms Hwy (SR-62) 21.4 C 22.4 C 2 Avalon Ave at Palisade Dr 8.6 A 11.2 B
3 Twentynine Palms Hwy (SR-62) at West Commercial Access Rd 15.5 B 16.2 B 4 Twentynine Palms Hwy (SR-62) at East Commercial Access Rd 11.6 B 13.7 B 5 Twentynine Palms Hwy (SR-62) at La Contenta Rd 18.4 B 18.1 B 6 Palomar Ave at Yucca Trail 21.2 C 23.1 C
7 Yucca Trail at La Contenta Rd 16.5 C 15.2 C
8 Twentynine Palms Hwy (SR-62) at Commercial Driveway 1 11.1 B 12.7 B 9 Twentynine Palms Hwy (SR-62) at Commercial Driveway 2 10.4 B 15.2 C Notes:
- Intersection operation is expressed in average delay for signalized and unsignalized intersections. - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.
Yucca Valley Walmart Fuel Project
Transportation Impact Analysis
- 15 - Kimley-Horn and Associates, Inc.
September 2025
Yucca Valley Walmart Fuel Project - 16 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
PROJECT TRAFFIC
Project Trip Generation
Peak hour trips for the proposed project were calculated using the trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2021). Trip rates are based on the following ITE Land Use Category:
· LU 944 – Gasoline/Service Station
It is recognized that not all inbound and outbound trips to the proposed project will be “new” trips on the roadway system in the vicinity of the project site. Some trips to the project site will consist of “pass-by” trips -- motorists who are already traveling on the surrounding roadways from one place to another. Common pass-by trips for a gas station would be individuals who stop at the project site on the way to work, home, shopping, or school.
Based on the latest version of the ITE Trip Generation Handbook, 3rd Edition (2017), a pass-by rate of 63% in the morning peak hour and 57% in the evening peak hour were applied to the trips for the proposed land use. As the ITE Trip Generation Handbook does not provide pass-by rates for daily trips, the daily pass-by trip percentage was assumed to be the average of the morning and evening peak periods (60%).
The project is estimated to generate approximately 826 trips daily, with 46 trips in the morning peak hour (23 inbound, 23 outbound) and 72 trips in the evening peak hour (36 inbound, 36 outbound).
The resulting trip rates and the project trip generation estimates are shown on Table 3.
Trip Distribution and Assignment
Project trip distribution assumptions for the project site were developed taking into account the proposed site uses, existing travel patterns, and routes to and from the freeway system. Trip distribution assumptions are shown on Figure 7.
Based on the proposed project trip distribution, project trips were assigned through the study intersections. Figure 8 shows new project trips that would be added to the study intersections.
However, these trips do not include pass-by trips, which would typically be added to project driveways but not to non-adjacent study intersections; pass-by trips are assumed to be part of the existing flow of traffic until reaching the project site. Pass-by trips are shown on Figure 9 and should be added to the volumes shown on Figure 8 to determine the total project trips at each study intersection. The total project trips are shown on Figure 10.
TABLE 3
SUMMARY OF PROJECT TRIP GENERATION
YUCCA VALLEY WALMART FUEL STATION
Trip Generation Rates 1
ITE AM Peak Hour PM Peak Hour
Land Use Code Unit Daily In Out Total In Out Total
Gasoline/Service Station 944 Fueling Position 172.01 5.14 5.14 10.28 6.955 6.955 13.91 Trip Generation Estimates
AM Peak Hour PM Peak Hour
Land Use Quantity Unit Daily In Out Total In Out Total
Gasoline/Service Station 12 Fueling Position 2,064 62 62 124 83 83 166 Pass-by Trips (60% Daily, 63% AM, 57% PM) 1,2 -1,238 -39 -39 -78 -47 -47 -94 Net Trips 826 23 23 46 36 36 72
Total Project Trips 826 23 23 46 36 36 72
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 2 Note: The Trip Generation Manual does not provide pass-by rates for daily trip generation. The daily pass-by trip percentage shown is the average of the AM and the PM pass-by trip percentages.
Yucca Valley Walmart Fuel Project
Transportation Impact Analysis
- 17 - Kimley-Horn and Associates, Inc.
September 2025
Project Site PAXTON OUTER HIGHWAY N YUCCA TRAIL
LA CONTENTA ROAD
AVALON AVENUE
PALISADE DRIVE
PALOMAR AVENUE SUNNYSLOPE DRIVE TWENTYNINE PALMS HIGHWAY (SR-62) - 18 - NOT TO SCALE FIGURE 7 PROJECT TRIP DISTRIBUTION LEGEND:= Passenger Car Trip Distribution Percentage 17% 60% 1% 2% 2% 16% 2%
PAXTON OUTER HIGHWAY N
YUCCA TRAIL
TWENTYNINE PALMS HIGHWAY (SR-62) LA CONTENTA ROAD AVALON AVENUE
PALISADE DRIVE PALOMAR AVENUE
SUNNYSLOPE DRIVE
Project Site
- 19 -
FIGURE 8
PROJECT-RELATED TRAFFIC VOLUMES
NOT TO SCALE
= AM(PM) Peak Hour
Turning Movement
Volumes
LEGEND:
= Study Intersection
3. Twentynine Palms
Hwy (SR-62) at West
Commercial Access Rd
1. Avalon Ave at
Twentynine Palms Hwy
(SR-62)
2. Avalon Ave at
Palisade Dr
4. Twentynine Palms
Hwy (SR-62) at East
Commercial Access Rd
6. Palomar Ave at Yucca
Trail
5. Twentynine Palms
Hwy (SR-62) at La
Contenta Rd
D1. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 1
7. Yucca Trail at La
Contenta Rd
D2. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 2
LEGEND:
PAXTON OUTER HIGHWAY N
YUCCA TRAIL
TWENTYNINE PALMS HIGHWAY (SR-62) LA CONTENTA ROAD AVALON AVENUE
PALISADE DRIVE PALOMAR AVENUE
SUNNYSLOPE DRIVE
Project Site
- 20 -
FIGURE 9
PASS-BY TRAFFIC VOLUMES
NOT TO SCALE
= AM(PM) Peak Hour
Turning Movement
Volumes
LEGEND:
= Study Intersection
3. Twentynine Palms
Hwy (SR-62) at West
Commercial Access Rd
1. Avalon Ave at
Twentynine Palms Hwy
(SR-62)
2. Avalon Ave at
Palisade Dr
4. Twentynine Palms
Hwy (SR-62) at East
Commercial Access Rd
6. Palomar Ave at Yucca
Trail
5. Twentynine Palms
Hwy (SR-62) at La
Contenta Rd
D1. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 1
7. Yucca Trail at La
Contenta Rd
D2. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 2
LEGEND:
PAXTON OUTER HIGHWAY N
YUCCA TRAIL
TWENTYNINE PALMS HIGHWAY (SR-62) LA CONTENTA ROAD AVALON AVENUE
PALISADE DRIVE PALOMAR AVENUE
SUNNYSLOPE DRIVE
Project Site
- 21 -
FIGURE 10
TOTAL PROJECT TRAFFIC VOLUMES
NOT TO SCALE
= AM(PM) Peak Hour
Turning Movement
Volumes
LEGEND:
= Study Intersection
3. Twentynine Palms
Hwy (SR-62) at West
Commercial Access Rd
1. Avalon Ave at
Twentynine Palms Hwy
(SR-62)
2. Avalon Ave at
Palisade Dr
4. Twentynine Palms
Hwy (SR-62) at East
Commercial Access Rd
6. Palomar Ave at Yucca
Trail
5. Twentynine Palms
Hwy (SR-62) at La
Contenta Rd
D1. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 1
7. Yucca Trail at La
Contenta Rd
D2. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 2
LEGEND:
Yucca Valley Walmart Fuel Project - 22 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
OPENING YEAR 2026 PLUS PROJECT CONDITIONS
Project-related traffic was added to the Opening Year 2026 traffic volumes, and the resulting morning and evening peak hour volumes are presented on Figure 11.
Intersection Operating Conditions
Intersection Level of Service analysis was conducted for the morning and evening peak hours for the Opening Year 2026 With Project conditions. The results of the intersection analysis are shown on Table 4. Copies of intersection analysis worksheets for this scenario are provided in Appendix C.
Review of this Table indicates that, with the addition of project traffic, all intersections would continue to operate at an acceptable Level of Service under Opening Year 2026 Plus Project conditions.
AM Peak Hour PM Peak Hour
Int. # Intersection Delay LOS Delay LOS Delay LOS Delay LOS 1 Avalon Ave at Twentynine Palms Hwy (SR-62) 21.4 C 21.7 C 0.3 No 22.4 C 22.6 C 0.2 No 2 Avalon Ave at Palisade Dr 8.6 A 9.0 A 0.4 No 11.2 B 11.3 B 0.1 No 3 Twentynine Palms Hwy (SR-62) at West Commercial Access Rd 15.5 B 15.3 B -0.2 No 16.2 B 16.2 B 0.0 No 4 Twentynine Palms Hwy (SR-62) at East Commercial Access Rd 11.6 B 11.7 B 0.1 No 13.7 B 13.7 B 0.0 No 5 Twentynine Palms Hwy (SR-62) at La Contenta Rd 18.4 B 18.4 B 0.0 No 18.1 B 18.1 B 0.0 No 6 Palomar Ave at Yucca Trail 21.2 C 21.1 C -0.1 No 23.1 C 23.0 C -0.1 No 7 Yucca Trail at La Contenta Rd 16.5 C 16.5 C 0.0 No 15.2 C 15.3 C 0.1 No 8 Twentynine Palms Hwy (SR-62) at Commercial Driveway 1 11.1 B 11.0 B -0.1 No 12.7 B 12.5 B -0.2 No 9 Twentynine Palms Hwy (SR-62) at Commercial Driveway 2 10.4 B 10.7 B 0.3 No 15.2 C 16.8 C 1.6 No Change
in
Delay
Mitgation
Req?
Change
in
Delay
Mitgation
Req?
TABLE 4
SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2026 PLUS PROJECT CONDITIONS
Without Project With Project Without Project
- Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.
With Project
Notes:
- Intersection operation is expressed in average delay for signalized and unsignalized intersections.
Yucca Valley Walmart Fuel Project
Transportation Impact Analysis
- 23 - Kimley-Horn and Associates, Inc.
September 2025
PAXTON OUTER HIGHWAY N
YUCCA TRAIL
TWENTYNINE PALMS HIGHWAY (SR-62) LA CONTENTA ROAD AVALON AVENUE
PALISADE DRIVE PALOMAR AVENUE
SUNNYSLOPE DRIVE
Project Site
- 24 -
NOT TO SCALE
= AM(PM) Peak Hour
Turning Movement
Volumes
LEGEND:
= Study Intersection
FIGURE 11
OPENING YEAR 2026 PLUS PROJECT
TRAFFIC VOLUMES
3. Twentynine Palms
Hwy (SR-62) at West
Commercial Access Rd
1. Avalon Ave at
Twentynine Palms Hwy
(SR-62)
2. Avalon Ave at
Palisade Dr
4. Twentynine Palms
Hwy (SR-62) at East
Commercial Access Rd
6. Palomar Ave at Yucca
Trail
5. Twentynine Palms
Hwy (SR-62) at La
Contenta Rd
D1. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 1
7. Yucca Trail at La
Contenta Rd
D2. Twentynine Palms
Hwy (SR-62) at
Commercial Dwy 2
LEGEND:
Yucca Valley Walmart Fuel Project - 25 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
RECOMMENDED IMPROVEMENTS
Based on the Level of Service standards and significant impact criteria discussed previously, the project-related effect would not be considered significant; therefore, no improvements are identified.
SITE ACCESS ANALYSIS
Vehicular access for the project site will be facilitated via two existing drive aisles. One driveway and one intersection along Twentynine Palms Highway allow direct access to the proposed project; the westernmost driveway is right-in, right-out only (RIRO), and the easternmost intersection is fullaccess.
ON-SITE QUEUING ANALYSIS
The 95th percentile queuing capacity was analyzed at the project driveways. 95th percentile queue is defined as the queue length that has only a 5% probability of being exceeded during the analysis period; in other words, the typical worst-case queue. The goal of the analysis was to demonstrate the 95th percentile queue can be contained within the provided storage without disrupting the flow of traffic at surrounding drive aisles in the Walmart parking lot. The distance per vehicle was assumed to be 20 feet, to account for the length of the passenger vehicle and spacing from the next queued vehicle. For the 95th percentile queue, the following stop-controlled egress movements were evaluated in the Opening Year Plus Project scenario:
· Northbound movements at Project Driveway 1 (Commercial Dwy 1 & Twentynine Palms Hwy (SR-62))
· Eastbound movements at Project Driveway 2 (Commercial Dwy 2 & Twentynine Palms Hwy (SR-62))
The results of the analysis are summarized below. Overall, 95th percentile queues at the project driveways will not back up into surrounding drive aisles. No impacts to circulation or to ingress / egress to surrounding properties are anticipated due to proposed conditions. See Appendix D for queueing analysis worksheets.
Project Driveway 1 (Commercial Dwy 1 & Twentynine Palms Hwy (SR-62)):
· Queue Storage – 65 feet (just over 3 passenger vehicles) · Morning Peak Hour 95th Percentile Queue – 19 feet (just under 1 passenger vehicle) · Evening Peak Hour 95th Percentile Queue – 38 feet (just under 2 passenger vehicles) Project Driveway 2 (Commercial Dwy 2 & Twentynine Palms Hwy (SR-62)):
· Queue Storage – 140 feet (7 passenger vehicles)
· Morning Peak Hour 95th Percentile Queue – 52 feet (just under 3 passenger vehicles) · Evening Peak Hour 95th Percentile Queue – 82 feet (just over 4 passenger vehicles)
Yucca Valley Walmart Fuel Project - 26 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
VEHICLE MILES TRAVELED ANALYSIS
With the passage of Senate Bill (SB) 743 by the California Legislature in September 2013, VMT has become an important indicator for determining if a new development will result in a “significant transportation impact” as required by the California Environmental Quality Act (CEQA). Under SB 743, the state Office of Planning and Research (OPR) was charged with developing new guidelines for evaluating transportation impacts under CEQA in order to replace methods measuring automobile delay and Level of Service. In response to this mandate, the Office of Planning and Research proposed, and the California Natural Resources Agency adopted CEQA Guidelines Section 15064.3, which indicates that VMT exceeding an applicable threshold of significance is the most appropriate measure for evaluating a project’s transportation impacts. Section 15064.3 goes on to clarify that except for projects regarding roadway capacity, “…a project’s effect on automobile delay does not constitute a significant environmental impact.” The OPR further elaborates on VMT metrics within the Technical Advisory on Evaluating Transportation Impacts in CEQA document, published in December 2018. Subsequently, the San Bernardino County, via the San Bernardino County Transportation Impact Study Guidelines (July 2019) has established VMT screening thresholds of significance for projects within the City.
The County’s VMT guidelines provide details on appropriate screening thresholds that can be used to identify when a proposed land use project is anticipated to result in a less-than-significant impact without conducting a more detailed analysis. The County’s screening criteria are as follows:
1. Projects which serve the local community and have the potential to reduce VMT
2. Projects generating less than 110 daily vehicle trips
3. Projects located within a Transit Priority Area (TPA)
4. Projects located within a low VMT generating area
Projects which serve the local community and have the potential to reduce VMT would be considered to have a less-than-significant impact. Since the project is a fuel station under 50,000 square feet, the project would screen out of VMT under qualifying local-serving criteria.
In accordance with the Technical Advisory and with San Bernardino County, it is appropriate that the proposed project be presumed to result in a less-than-significant VMT impact and support the goals of SB 743. Therefore, the Project screens out and no further VMT analysis is required.
The Town of Yucca Valley VMT Screening Justification is included as part of the Approved Traffic Consistency Analysis Memorandum in Appendix A.
Yucca Valley Walmart Fuel Project - 27 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
SUMMARY OF FINDINGS AND CONCLUSIONS
· The project site is currently an existing Walmart parking lot and is bounded by drive aisles to the north and east and parking lot to the south and west. · The project consists of the construction of a new fuel station with twelve fueling positions and a 1,556 square-foot convenience store within the northeast corner of the existing Walmart parking lot located at 58501 Twentynine Palms Highway. · Vehicular access for the project site will be facilitated via two existing drive aisles. One driveway and one intersection along Twentynine Palms Highway allow direct access to the proposed project; the westernmost driveway is right-in, right-out only (RIRO), and the easternmost intersection is full-access.
· Morning and evening peak hour operating conditions were evaluated at the study intersections for the following study scenarios:
o Existing Conditions
o Opening Year 2026
o Opening Year 2026 Plus Project
· Existing peak hour traffic counts were collected in December 2024. · Under Existing Conditions, all study intersections currently operate at an acceptable LOS. · Under Opening Year 2026 Conditions, all study intersections would continue to operate at an acceptable LOS.
· The project is estimated to generate approximately 826 trips daily, with 46 trips in the morning peak hour (23 inbound, 23 outbound) and 72 trips in the evening peak hour (36 inbound, 36 outbound).
· Under Opening Year 2026 Plus Project Conditions, all study intersections would continue to operate at an acceptable LOS.
· 95th percentile queues for the project driveways will not back up into surrounding drive aisles. No impacts to circulation or to ingress / egress to surrounding properties are anticipated due to proposed conditions.
· Based on the Level of Service standards and significant impact criteria, the project-related effect would not be considered significant; therefore, no improvements were identified.
Yucca Valley Walmart Fuel Project - 28 - Kimley-Horn and Associates, Inc.
Transportation Impact Analysis September 2025
· Per the County of San Bernardino’s VMT guidelines, the proposed project meets the localserving land use VMT screening criteria. Therefore, the Project screens out and no further VMT analysis is required.
APPENDIX A
APPROVED TRAFFIC CONSISTENCY
ANALYSIS MEMORANDUM
kimley-horn.com 3380 Lemon Street, Suite 420, Riverside CA 92501 951 543 9868
MEMORANDUM
To: Alex Qishta, P.E.
Public Works Director, Town of Yucca Valley
From: Ryan Alvarez, P.E. (C95193)
Kimley-Horn and Associates, Inc.
Date: November 21, 2024
Subject: Traffic Consistency Analysis Memorandum for the Proposed Walmart Fuel Station in the Town of Yucca Valley
Kimley-Horn and Associates, Inc. is submitting this Traffic Consistency Analysis Memorandum to the Town of Yucca Valley regarding the revised traffic study scope and assumptions for the proposed Walmart Fuel Station project located in the Town of Yucca Valley. The proposed traffic scope and assumptions for the project are presented below. This memorandum also analyzes the proposed project's consistency with the development assumed in the Environmental Impact Report (EIR) for the Yucca Valley Retail Specific Plan (March 2008).
PROJECT DESCRIPTION
The applicant proposes to construct a new fuel station with twelve fueling positions and a 1,556 square-foot convenience store within the northeast corner of the existing Walmart parking lot located at 58501 Twentynine Palms Highway. The project, in its local setting, is shown on Figure
1. The project site plan is shown on Figure 2. The project is anticipated to open in 2025.
Proposed project ingress and egress will be facilitated via two existing drive aisles. One driveway and one intersection along Twentynine Palms Highway allow direct access to the proposed project; the westernmost driveway is right-in, right-out only (RIRO), and the easternmost intersection is full-access.
SCOPE OF STUDY
Project Trip Generation
Trip estimates for the proposed uses were calculated using the trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, (11th Edition) for Gasoline/Service Station (ITE Land Use 944). Pass-by reduction factors were applied to applicable uses based on the ITE Trip Generation Handbook, (3rd Edition).
WALMART FUEL STATION - STORE #1915 58501 TWENTYNINE PALMS HIGHWAY, YUCCA VALLEY, CA 92284
Mr. Alex Qishta, November 21, 2024, Page 4
kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Trip generation rates and the resulting trip generation estimates for the existing and proposed uses are summarized on Table 1. The project is estimated to generate approximately 826 trips daily, with 46 trips in the morning peak hour (23 inbound, 23 outbound) and 72 trips in the evening peak hour (36 inbound, 36 outbound).
Project Trip Distribution
Project distribution assumptions were developed based on existing travel patterns, and the likely origins and destinations of the proposed project. Trip distribution assumptions are shown on Figure 3.
Study Area
The following study intersections are proposed, and are shown on Figure 3:
1. Avalon Avenue & Twentynine Palms Highway (SR-62)
2. Avalon Avenue & Palisade Drive
3. Twentynine Palms Highway (SR-62) & West Commercial Access Road
4. Twentynine Palms Highway (SR-62) & East Commercial Access Road
5. Twentynine Palms Highway (SR-62) & La Contenta Road
6. Palomar Avenue & Yucca Trail
7. Yucca Trail & La Contenta Road
D1. Twentynine Palms Highway (SR-62) & Commercial Driveway 1 D2. Twentynine Palms Highway (SR-62) & Commercial Driveway 2 Study Scenarios
· Existing Conditions
· Opening Year 2025
· Opening Year 2025 with Project
Opening Year 2025 base traffic, without the addition of the proposed project traffic, will be determined by growing existing volumes by 2% per year, and by adding traffic from cumulative projects in the town to the study intersections. A list of cumulative projects, and their associated traffic, will be provided by the Town.
TABLE 1
SUMMARY OF PROJECT TRIP GENERATION
YUCCA VALLEY WALMART FUEL STATION
Trip Generation Rates 1
ITE AM Peak Hour PM Peak Hour
Land Use Code Unit Daily In Out Total In Out Total
Gasoline/Service Station 944 Fueling Position 172.01 5.14 5.14 10.28 6.955 6.955 13.91 Trip Generation Estimates
AM Peak Hour PM Peak Hour
Land Use Quantity Unit Daily In Out Total In Out Total
Gasoline/Service Station 12 Fueling Position 2,064 62 62 124 83 83 166 Pass-by Trips (60% Daily, 63% AM, 57% PM) 1,2 -1,238 -39 -39 -78 -47 -47 -94 Net Trips 826 23 23 46 36 36 72
Total Project Trips 826 23 23 46 36 36 72
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 2 Note: The Trip Generation Manual does not provide pass-by rates for daily trip generation. The daily pass-by trip percentage shown is the average of the AM and the PM pass-by trip percentages.
LEGEND:Trip Distribution Percentage XX% Study Intersection
Mr. Alex Qishta, November 21, 2024, Page 7
kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
VEHICLE MILES TRAVELED (VMT) SCREENING
With the passage of Senate Bill (SB) 743 by the California Legislature in September 2013, VMT has become an important indicator for determining if a new development will result in a “significant transportation impact” as required by the California Environmental Quality Act (CEQA). Under SB 743, the state Office of Planning and Research (OPR) was charged with developing new guidelines for evaluating transportation impacts under CEQA in order to replace methods measuring automobile delay and Level of Service. In response to this mandate, the Office of Planning and Research proposed, and the California Natural Resources Agency adopted CEQA Guidelines Section 15064.3, which indicates that VMT exceeding an applicable threshold of significance is the most appropriate measure for evaluating a project’s transportation impacts. Section 15064.3 goes on to clarify that except for projects regarding roadway capacity, “…a project’s effect on automobile delay does not constitute a significant environmental impact.” The OPR further elaborates on VMT metrics within the Technical Advisory on Evaluating Transportation Impacts in CEQA document, published in December 2018. Subsequently, the San Bernardino County, via the San Bernardino County Transportation Impact Study Guidelines (July 2019) has established VMT screening thresholds of significance for projects within the City.
The County’s VMT guidelines provide details on appropriate screening thresholds that can be used to identify when a proposed land use project is anticipated to result in a less-than-significant impact without conducting a more detailed analysis. The County’s screening criteria are as follows:
1. Projects which serve the local community and have the potential to reduce VMT
2. Projects generating less than 110 daily vehicle trips
3. Projects located within a Transit Priority Area (TPA)
4. Projects located within a low VMT generating area
Projects which serve the local community and have the potential to reduce VMT would be considered to have a less-than-significant impact. Since the project is a fuel station under 50,000 square feet, the project would screen out of VMT under qualifying local-serving criteria.
In accordance with the Technical Advisory and with San Bernardino County, it is appropriate that the proposed project be presumed to result in a less-than-significant VMT impact and support the goals of SB 743. No further VMT assessment is anticipated.
Mr. Alex Qishta, November 21, 2024, Page 8
kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
TRAFFIC CONSISTENCY WITH THE YUCCA VALLEY RETAIL SPECIFIC PLAN EIR The project site is located within Yucca Valley Retail Specific Plan area in the Town of Yucca Valley. The Environmental Impact Report (EIR) for the Yucca Valley Retail Specific Plan was approved in March 2008. The approved EIR serves as an environmental review for commercial retail center development of approximately 25.51 acres in the Town of Yucca Valley. The retail center development consists of approximately 229,000 square feet of retail space composed of a major retail store, one fast-food restaurant with a drive-through, and a gas station with 12 fueling positions. The study area evaluates the following study intersections:
1. Inca Trail & Twentynine Palms Highway (SR-62)
2. Pioneertown Toad & Deer Trail & SR-62
3. Sage Avenue & SR-62 & Yucca Trail
4. Old Woman Springs Road (SR-247) & Aberdeen Drive
5. SR-247 & Buena Vista Drive
6. SR-247 & SR-62
7. Joshua Lane & Yucca Trail
8. Joshua Lane & Onaga Trail
9. Balsa Avenue & Hanford Avenue & SR-62
10. Avalon Avenue & SR-62
11. Avalon Avenue & Palisades Drive
12. Avalon Avenue & Palomar Avenue & Yucca Trail
13. Palomar Avenue & Joshua Lane
14. Yucca Mesa Road & La Contenta Road & SR-62
15. La Contenta Road & Yucca Trail
16. Sunny Vista Road & Yucca Trail
17. Sunny Vista Road & Alta Loma Drive
18. Park Boulevard & SR-62
19. Alta Loma Drive & Park Boulevard & Quail Springs Road D1. Avalon Avenue & Driveway 1
D2. Driveway 2 & SR-62
D3. Driveway 3 & SR-62
The EIR analyzes an additional 14 intersections in comparison to the scoped study area for the proposed Walmart Fuel Station TIA. However, Intersection 4 (Twentynine Palms Highway (SR62) & East Commercial Access Road) to be analyzed in the proposed Walmart Fuel Station TIA was not analyzed in the previous EIR.
Mr. Alex Qishta, November 21, 2024, Page 9
kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 The trip generation in the EIR is based on rates contained in the ITE Trip Generation, 7th Edition (2003) and pass-by percentages from the ITE Trip Generation Handbook (1998). An internal capture rate of 10% is applied to all land uses. Pass-by reduction factors of 56%, 17.2%, and 50% are applied to the fueling station, retail store, and fast-food restaurant w/drive-thru land uses in the EIR, respectively.
The revised scope for the proposed Walmart Fuel Station TIA lists pass-by percentages of 60% daily, 63% in the AM Peak, and 57% in the PM Peak. The EIR estimated the fueling station would generate approximately 776 trips daily, with 48 trips in the morning peak hour (24 inbound, 24 outbound), and 64 trips in the evening peak hour (32 inbound, 32 outbound). The net difference between the EIR trips versus the proposed trip generation is a net increase of 50 trips daily, 2 trips in the morning peak hour, and a net decrease of 8 trips in the evening peak hour.
In addition, the EIR calculated trip generation for the retail store with 229,000 square feet, while the existing Walmart Supercenter is 206,965 square feet. The EIR estimates 9,560 trips daily, with 143 trips in the morning peak hour (77 inbound, 66 outbound), and 863 trips in the evening peak hour (453 inbound, 411 outbound). The net difference between the EIR trips versus the existing trip generation is a net decrease of 2,373 trips daily, 263 trips in the evening peak hour, and a net increase of 193 trips in the evening peak hour.
The EIR also calculated trip generation for a 4,000 square-feet fast-food restaurant w/drive-thru.
The existing two fast-food restaurants with drive-thru have a roughly combined area of 5,200 square feet. The EIE estimates 893 trips daily, with 96 trips in the morning peak hour (50 inbound, 46 outbound), and 62 trips in the evening peak hour (34 inbound, 29 outbound). The net difference between the EIR trips versus the existing trip generation is a net increase of 280 trips daily, 20 trips in the morning peak hour, and 15 trips in the evening peak hour.
The net difference in the trip generation between the EIR and the existing land uses plus the proposed gas station is a net increase of 1,229 trips daily, 260 trips in the morning peak hour, and a net decrease of 56 trips in the evening peak hour. The resulting trip generation estimates and comparisons are shown on Table 2.
The trip generation of the proposed project and existing uses plus the proposed project is not within the analyzed scope of the EIR, therefore, a LOS analysis is required for the Walmart Fuel Station.
TABLE 2
SUMMARY OF PROJECT TRIP GENERATION COMPARISON
Trip Generation Estimates
AM Peak Hour PM Peak Hour
Land Use Quantity Unit Daily In Out Total In Out Total
Retail Store 229.000 KSF 12,829 102 90 192 603 556 1,159 Sub-Total after Pass-by & Internal Trips 9,560 77 66 143 453 411 863 Fueling Station 12 Fueling Position 1,953 60 60 121 80 80 161 Sub-Total after Pass-by & Internal Trips 774 24 24 48 32 32 64 Fast-Food Rest w/ Drive-thru 4.000 KSF 1,984 108 104 212 72 67 139 Sub-Total after Pass-by & Internal Trips 893 50 46 96 34 29 62 Total Net Trips 11,226 150 136 287 518 471 989
Free Standing Discount Superstore 206.965 KSF 10,456 216 169 385 439 457 896 Fast-Food Restaurant w/ Drive-thru 2.868 KSF 1,341 65 63 128 49 45 94 Pass-by Trips (52.5% Daily, 50% AM, 55% PM)2,3 -704 -33 -32 -65 -27 -25 -52 Sub-Total 637 32 31 63 22 20 42
Fast-Food Restaurant w/ Drive-thru 2.415 KSF 1,129 55 53 108 41 38 79 Pass-by Trips (52.5% Daily, 50% AM, 55% PM)2,3 -593 -28 -27 -55 -23 -21 -44 Sub-Total 536 27 26 53 18 17 35
Total Existing Trips 11,629 275 226 501 479 494 973
Gasoline/Service Station 12 Fueling Position 2,064 62 62 124 83 83 166 Pass-by Trips (60% Daily, 63% AM, 57% PM)2,3 -1,238 -39 -39 -78 -47 -47 -94 Sub-Total 826 23 23 46 36 36 72
Total Existing & Proposed Trips 12,455 298 249 547 515 530 1,045 NET DIFFERENCE (Existing & Proposed Use Minus EIR Use) 1,229 148 113 260 -3 59 56 1 Source: Yucca Valley Retail Specific Plan Draft Environmental Impact Report (July 2007). 2 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 3 Note: The Trip Generation Manual does not provide pass-by rates for daily trip generation. The daily pass-by trip percentage shown is the average of the AM and the PM pass-by trip percentages.
EIR USE1
EXISTING USE2
PROPOSED USE2
Mr. Alex Qishta, November 21, 2024, Page 11
kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
FINDINGS AND CONCLUSIONS
Based on the project trip generation for the existing and proposed land uses in comparison with the Yucca Valley Retail Specific Plan EIR, a Level of Service (LOS) analysis is required for the proposed project. The proposed project would screen out of VMT based on the project qualifying as local serving to the community. As such, the proposed project would be presumed to have a less-than-significant impact. Therefore, no further VMT analysis is required for the proposed project.
Please contact me if you have any questions or comments.
APPROVED:
By:
_____ .
Alex Qishta
Public Works Director, Town of Yucca Valley
APPENDIX B
TRAFFIC COUNT DATA SHEETS
File Name : 01_YCV_Ava_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Avalon Avenue
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
Avalon Avenue
Southbound
SR-62
Westbound
Avalon Avenue
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 10 7 4 21 5 95 4 104 5 3 8 16 1 138 5 144 285
07:15 AM 5 5 3 13 7 109 7 123 7 11 5 23 0 103 11 114 273 07:30 AM 9 9 4 22 14 107 2 123 11 8 11 30 0 110 2 112 287 07:45 AM 7 6 4 17 9 162 3 174 10 2 9 21 2 150 13 165 377 Total 31 27 15 73 35 473 16 524 33 24 33 90 3 501 31 535 1222 08:00 AM 0 5 4 9 7 122 2 131 9 5 9 23 1 133 5 139 302
08:15 AM 4 10 2 16 13 136 3 152 7 2 12 21 3 111 9 123 312 08:30 AM 6 12 5 23 12 170 4 186 9 5 8 22 0 121 7 128 359 08:45 AM 10 9 3 22 5 167 5 177 14 14 14 42 2 156 16 174 415 Total 20 36 14 70 37 595 14 646 39 26 43 108 6 521 37 564 1388 Grand Total 51 63 29 143 72 1068 30 1170 72 50 76 198 9 1022 68 1099 2610 Apprch % 35.7 44.1 20.3 6.2 91.3 2.6 36.4 25.3 38.4 0.8 93 6.2 Total % 2 2.4 1.1 5.5 2.8 40.9 1.1 44.8 2.8 1.9 2.9 7.6 0.3 39.2 2.6 42.1 Avalon Avenue
Southbound
SR-62
Westbound
Avalon Avenue
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 5 4 9 7 122 2 131 9 5 9 23 1 133 5 139 302
08:15 AM 4 10 2 16 13 136 3 152 7 2 12 21 3 111 9 123 312 08:30 AM 6 12 5 23 12 170 4 186 9 5 8 22 0 121 7 128 359 08:45 AM 10 9 3 22 5 167 5 177 14 14 14 42 2 156 16 174 415 Total Volume 20 36 14 70 37 595 14 646 39 26 43 108 6 521 37 564 1388 % App. Total 28.6 51.4 20 5.7 92.1 2.2 36.1 24.1 39.8 1.1 92.4 6.6 PHF .500 .750 .700 .761 .712 .875 .700 .868 .696 .464 .768 .643 .500 .835 .578 .810 .836 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_YCV_Ava_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Avalon Avenue
E/W: SR-62
Weather: Clear
Avalon Avenue
SR-62
SR-62
Avalon Avenue
Right
14 Thru
36 Left
20 Out In Total
46 70 116
Right
14 Thru
595
Left
37 Out Total In
584 646 1230
Left
39 Thru
26 Right
43 Out In Total
110 108 218
Left
6 Thru
521
Right
37 Total Out In
648 564 1212
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 10 7 4 21 7 122 2 131 9 5 9 23 1 133 5 139
+15 mins. 5 5 3 13 13 136 3 152 7 2 12 21 3 111 9 123
+30 mins. 9 9 4 22 12 170 4 186 9 5 8 22 0 121 7 128
+45 mins. 7 6 4 17 5 167 5 177 14 14 14 42 2 156 16 174 Total Volume 31 27 15 73 37 595 14 646 39 26 43 108 6 521 37 564 % App. Total 42.5 37 20.5 5.7 92.1 2.2 36.1 24.1 39.8 1.1 92.4 6.6 PHF .775 .750 .938 .830 .712 .875 .700 .868 .696 .464 .768 .643 .500 .835 .578 .810 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_YCV_Ava_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Avalon Avenue
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
Avalon Avenue
Southbound
SR-62
Westbound
Avalon Avenue
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 5 4 6 15 15 170 15 200 26 18 14 58 8 169 27 204 477 04:15 PM 3 6 5 14 23 194 5 222 22 13 12 47 5 171 26 202 485 04:30 PM 3 9 3 15 11 181 12 204 28 5 9 42 8 184 22 214 475 04:45 PM 6 7 0 13 18 205 10 233 20 6 11 37 10 178 30 218 501 Total 17 26 14 57 67 750 42 859 96 42 46 184 31 702 105 838 1938 05:00 PM 8 1 4 13 10 188 9 207 37 15 12 64 8 189 30 227 511 05:15 PM 6 10 3 19 24 182 8 214 20 7 9 36 5 160 28 193 462 05:30 PM 7 1 1 9 10 145 6 161 37 11 9 57 8 172 21 201 428 05:45 PM 7 8 1 16 13 150 7 170 12 10 8 30 6 172 17 195 411 Total 28 20 9 57 57 665 30 752 106 43 38 187 27 693 96 816 1812 Grand Total 45 46 23 114 124 1415 72 1611 202 85 84 371 58 1395 201 1654 3750 Apprch % 39.5 40.4 20.2 7.7 87.8 4.5 54.4 22.9 22.6 3.5 84.3 12.2 Total % 1.2 1.2 0.6 3 3.3 37.7 1.9 43 5.4 2.3 2.2 9.9 1.5 37.2 5.4 44.1 Avalon Avenue
Southbound
SR-62
Westbound
Avalon Avenue
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 3 6 5 14 23 194 5 222 22 13 12 47 5 171 26 202 485 04:30 PM 3 9 3 15 11 181 12 204 28 5 9 42 8 184 22 214 475 04:45 PM 6 7 0 13 18 205 10 233 20 6 11 37 10 178 30 218 501 05:00 PM 8 1 4 13 10 188 9 207 37 15 12 64 8 189 30 227 511 Total Volume 20 23 12 55 62 768 36 866 107 39 44 190 31 722 108 861 1972 % App. Total 36.4 41.8 21.8 7.2 88.7 4.2 56.3 20.5 23.2 3.6 83.9 12.5 PHF .625 .639 .600 .917 .674 .937 .750 .929 .723 .650 .917 .742 .775 .955 .900 .948 .965 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_YCV_Ava_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Avalon Avenue
E/W: SR-62
Weather: Clear
Avalon Avenue
SR-62
SR-62
Avalon Avenue
Right
12 Thru
23 Left
20 Out In Total
106 55 161
Right
36 Thru
768
Left
62 Out Total In
786 866 1652
Left
107
Thru
39 Right
44 Out In Total
193 190 383
Left
31 Thru
722
Right
108
Total Out In
887 861 1748
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:15 PM 04:45 PM 04:15 PM
+0 mins. 3 9 3 15 23 194 5 222 20 6 11 37 5 171 26 202
+15 mins. 6 7 0 13 11 181 12 204 37 15 12 64 8 184 22 214 +30 mins. 8 1 4 13 18 205 10 233 20 7 9 36 10 178 30 218 +45 mins. 6 10 3 19 10 188 9 207 37 11 9 57 8 189 30 227 Total Volume 23 27 10 60 62 768 36 866 114 39 41 194 31 722 108 861 % App. Total 38.3 45 16.7 7.2 88.7 4.2 58.8 20.1 21.1 3.6 83.9 12.5 PHF .719 .675 .625 .789 .674 .937 .750 .929 .770 .650 .854 .758 .775 .955 .900 .948 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_YCV_Ava_Pali AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Avalon Avenue
E/W: Palisade Drive
Weather: Clear
Groups Printed- Total Volume
Avalon Avenue
Southbound
Palisade Drive
Westbound
Avalon Avenue
Northbound
Palisade Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 12 2 16 5 0 1 6 2 18 11 31 1 1 0 2 55
07:15 AM 1 11 5 17 6 1 7 14 2 13 8 23 0 1 0 1 55
07:30 AM 2 23 3 28 6 0 2 8 3 19 9 31 1 1 0 2 69
07:45 AM 2 12 10 24 5 1 3 9 9 15 15 39 0 2 1 3 75
Total 7 58 20 85 22 2 13 37 16 65 43 124 2 5 1 8 254
08:00 AM 0 12 5 17 7 0 2 9 5 18 10 33 7 1 0 8 67
08:15 AM 1 19 8 28 5 0 0 5 1 16 16 33 6 0 1 7 73
08:30 AM 0 26 6 32 6 0 4 10 9 22 17 48 2 1 2 5 95
08:45 AM 2 13 8 23 7 3 4 14 6 48 18 72 10 1 1 12 121
Total 3 70 27 100 25 3 10 38 21 104 61 186 25 3 4 32 356 Grand Total 10 128 47 185 47 5 23 75 37 169 104 310 27 8 5 40 610 Apprch % 5.4 69.2 25.4 62.7 6.7 30.7 11.9 54.5 33.5 67.5 20 12.5 Total % 1.6 21 7.7 30.3 7.7 0.8 3.8 12.3 6.1 27.7 17 50.8 4.4 1.3 0.8 6.6 Avalon Avenue
Southbound
Palisade Drive
Westbound
Avalon Avenue
Northbound
Palisade Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 12 5 17 7 0 2 9 5 18 10 33 7 1 0 8 67
08:15 AM 1 19 8 28 5 0 0 5 1 16 16 33 6 0 1 7 73
08:30 AM 0 26 6 32 6 0 4 10 9 22 17 48 2 1 2 5 95
08:45 AM 2 13 8 23 7 3 4 14 6 48 18 72 10 1 1 12 121
Total Volume 3 70 27 100 25 3 10 38 21 104 61 186 25 3 4 32 356 % App. Total 3 70 27 65.8 7.9 26.3 11.3 55.9 32.8 78.1 9.4 12.5 PHF .375 .673 .844 .781 .893 .250 .625 .679 .583 .542 .847 .646 .625 .750 .500 .667 .736 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_YCV_Ava_Pali AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Avalon Avenue
E/W: Palisade Drive
Weather: Clear
Avalon Avenue
Palisade Drive
Palisade Drive
Avalon Avenue
Right
27 Thru
70 Left
3 Out In Total
139 100 239
Right
10 Thru
3 Left
25 Out Total In
67 38 105
Left
21 Thru
104
Right
61 Out In Total
99 186 285
Left
25 Thru
3 Right
4 Total Out In
51 32 83
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:15 AM 08:00 AM 08:00 AM
+0 mins. 2 12 10 24 6 1 7 14 5 18 10 33 7 1 0 8
+15 mins. 0 12 5 17 6 0 2 8 1 16 16 33 6 0 1 7
+30 mins. 1 19 8 28 5 1 3 9 9 22 17 48 2 1 2 5
+45 mins. 0 26 6 32 7 0 2 9 6 48 18 72 10 1 1 12
Total Volume 3 69 29 101 24 2 14 40 21 104 61 186 25 3 4 32 % App. Total 3 68.3 28.7 60 5 35 11.3 55.9 32.8 78.1 9.4 12.5 PHF .375 .663 .725 .789 .857 .500 .500 .714 .583 .542 .847 .646 .625 .750 .500 .667 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_YCV_Ava_Pali PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Avalon Avenue
E/W: Palisade Drive
Weather: Clear
Groups Printed- Total Volume
Avalon Avenue
Southbound
Palisade Drive
Westbound
Avalon Avenue
Northbound
Palisade Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 29 6 37 20 1 3 24 3 34 24 61 12 2 5 19 141
04:15 PM 0 32 7 39 26 0 5 31 1 36 23 60 9 0 5 14 144
04:30 PM 2 35 7 44 35 0 1 36 5 28 22 55 13 1 6 20 155
04:45 PM 1 52 5 58 34 1 2 37 3 23 17 43 7 1 7 15 153
Total 5 148 25 178 115 2 11 128 12 121 86 219 41 4 23 68 593 05:00 PM 2 24 4 30 21 2 7 30 0 28 23 51 12 6 4 22 133
05:15 PM 1 33 9 43 23 0 5 28 3 23 15 41 2 3 3 8 120
05:30 PM 0 33 3 36 23 1 3 27 1 35 15 51 8 1 3 12 126
05:45 PM 3 31 2 36 11 2 0 13 1 20 18 39 4 0 3 7 95
Total 6 121 18 145 78 5 15 98 5 106 71 182 26 10 13 49 474 Grand Total 11 269 43 323 193 7 26 226 17 227 157 401 67 14 36 117 1067 Apprch % 3.4 83.3 13.3 85.4 3.1 11.5 4.2 56.6 39.2 57.3 12 30.8 Total % 1 25.2 4 30.3 18.1 0.7 2.4 21.2 1.6 21.3 14.7 37.6 6.3 1.3 3.4 11 Avalon Avenue
Southbound
Palisade Drive
Westbound
Avalon Avenue
Northbound
Palisade Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 2 29 6 37 20 1 3 24 3 34 24 61 12 2 5 19 141
04:15 PM 0 32 7 39 26 0 5 31 1 36 23 60 9 0 5 14 144
04:30 PM 2 35 7 44 35 0 1 36 5 28 22 55 13 1 6 20 155
04:45 PM 1 52 5 58 34 1 2 37 3 23 17 43 7 1 7 15 153
Total Volume 5 148 25 178 115 2 11 128 12 121 86 219 41 4 23 68 593 % App. Total 2.8 83.1 14 89.8 1.6 8.6 5.5 55.3 39.3 60.3 5.9 33.8 PHF .625 .712 .893 .767 .821 .500 .550 .865 .600 .840 .896 .898 .788 .500 .821 .850 .956 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_YCV_Ava_Pali PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Avalon Avenue
E/W: Palisade Drive
Weather: Clear
Avalon Avenue
Palisade Drive
Palisade Drive
Avalon Avenue
Right
25 Thru
148
Left
5 Out In Total
173 178 351
Right
11 Thru
2 Left
115
Out Total In
95 128 223
Left
12 Thru
121
Right
86 Out In Total
286 219 505
Left
41 Thru
4 Right
23 Total Out In
39 68 107
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:00 PM 04:15 PM
+0 mins. 2 29 6 37 26 0 5 31 3 34 24 61 9 0 5 14
+15 mins. 0 32 7 39 35 0 1 36 1 36 23 60 13 1 6 20
+30 mins. 2 35 7 44 34 1 2 37 5 28 22 55 7 1 7 15
+45 mins. 1 52 5 58 21 2 7 30 3 23 17 43 12 6 4 22
Total Volume 5 148 25 178 116 3 15 134 12 121 86 219 41 8 22 71 % App. Total 2.8 83.1 14 86.6 2.2 11.2 5.5 55.3 39.3 57.7 11.3 31 PHF .625 .712 .893 .767 .829 .375 .536 .905 .600 .840 .896 .898 .788 .333 .786 .807 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_YCV_W CAR_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: West Commercial Access Road
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
SR-62
Westbound
West Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 13 83 96 8 10 18 132 12 144 258
07:15 AM 14 112 126 9 4 13 112 7 119 258
07:30 AM 15 106 121 8 7 15 117 12 129 265
07:45 AM 24 165 189 9 10 19 136 16 152 360
Total 66 466 532 34 31 65 497 47 544 1141
08:00 AM 18 115 133 10 8 18 114 19 133 284
08:15 AM 35 136 171 14 10 24 93 12 105 300
08:30 AM 22 174 196 14 13 27 119 16 135 358
08:45 AM 43 161 204 10 15 25 128 29 157 386
Total 118 586 704 48 46 94 454 76 530 1328
Grand Total 184 1052 1236 82 77 159 951 123 1074 2469
Apprch % 14.9 85.1 51.6 48.4 88.5 11.5
Total % 7.5 42.6 50.1 3.3 3.1 6.4 38.5 5 43.5
SR-62
Westbound
West Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 18 115 133 10 8 18 114 19 133 284
08:15 AM 35 136 171 14 10 24 93 12 105 300
08:30 AM 22 174 196 14 13 27 119 16 135 358
08:45 AM 43 161 204 10 15 25 128 29 157 386
Total Volume 118 586 704 48 46 94 454 76 530 1328
% App. Total 16.8 83.2 51.1 48.9 85.7 14.3
PHF .686 .842 .863 .857 .767 .870 .887 .655 .844 .860
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_YCV_W CAR_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: West Commercial Access Road
E/W: SR-62
Weather: Clear
SR-62
SR-62
West Commercial Access Road
Thru
586
Left
118
Out Total In
500 704 1204
Left
48 Right
46 Out In Total
194 94 288
Thru
454
Right
76 Total Out In
634 530 1164
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 07:00 AM
+0 mins. 18 115 133 10 8 18 132 12 144
+15 mins. 35 136 171 14 10 24 112 7 119
+30 mins. 22 174 196 14 13 27 117 12 129
+45 mins. 43 161 204 10 15 25 136 16 152
Total Volume 118 586 704 48 46 94 497 47 544
% App. Total 16.8 83.2 51.1 48.9 91.4 8.6
PHF .686 .842 .863 .857 .767 .870 .914 .734 .895
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_YCV_W CAR_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: West Commercial Access Road
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
SR-62
Westbound
West Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 48 160 208 32 45 77 141 34 175 460
04:15 PM 31 175 206 33 48 81 157 17 174 461
04:30 PM 49 188 237 34 41 75 158 18 176 488
04:45 PM 48 176 224 32 44 76 165 19 184 484
Total 176 699 875 131 178 309 621 88 709 1893
05:00 PM 52 190 242 27 38 65 179 22 201 508
05:15 PM 34 176 210 16 35 51 152 14 166 427
05:30 PM 46 137 183 23 49 72 168 25 193 448
05:45 PM 43 122 165 26 43 69 157 19 176 410
Total 175 625 800 92 165 257 656 80 736 1793
Grand Total 351 1324 1675 223 343 566 1277 168 1445 3686 Apprch % 21 79 39.4 60.6 88.4 11.6
Total % 9.5 35.9 45.4 6 9.3 15.4 34.6 4.6 39.2
SR-62
Westbound
West Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 31 175 206 33 48 81 157 17 174 461
04:30 PM 49 188 237 34 41 75 158 18 176 488
04:45 PM 48 176 224 32 44 76 165 19 184 484
05:00 PM 52 190 242 27 38 65 179 22 201 508
Total Volume 180 729 909 126 171 297 659 76 735 1941
% App. Total 19.8 80.2 42.4 57.6 89.7 10.3
PHF .865 .959 .939 .926 .891 .917 .920 .864 .914 .955
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_YCV_W CAR_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: West Commercial Access Road
E/W: SR-62
Weather: Clear
SR-62
SR-62
West Commercial Access Road
Thru
729
Left
180
Out Total In
830 909 1739
Left
126
Right
171
Out In Total
256 297 553
Thru
659
Right
76 Total Out In
855 735 1590
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:00 PM 04:45 PM
+0 mins. 49 188 237 32 45 77 165 19 184
+15 mins. 48 176 224 33 48 81 179 22 201
+30 mins. 52 190 242 34 41 75 152 14 166
+45 mins. 34 176 210 32 44 76 168 25 193
Total Volume 183 730 913 131 178 309 664 80 744
% App. Total 20 80 42.4 57.6 89.2 10.8
PHF .880 .961 .943 .963 .927 .954 .927 .800 .925
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_YCV_E CAR_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: East Commercial Access Road
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
SR-62
Westbound
East Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 1 115 116 0 6 6 148 3 151 273
07:15 AM 0 120 120 0 10 10 111 0 111 241
07:30 AM 0 126 126 0 13 13 124 0 124 263
07:45 AM 0 191 191 0 11 11 155 1 156 358
Total 1 552 553 0 40 40 538 4 542 1135
08:00 AM 1 138 139 0 6 6 132 0 132 277
08:15 AM 1 160 161 0 20 20 105 1 106 287
08:30 AM 0 197 197 0 14 14 133 1 134 345
08:45 AM 0 194 194 0 19 19 151 0 151 364
Total 2 689 691 0 59 59 521 2 523 1273
Grand Total 3 1241 1244 0 99 99 1059 6 1065 2408
Apprch % 0.2 99.8 0 100 99.4 0.6
Total % 0.1 51.5 51.7 0 4.1 4.1 44 0.2 44.2
SR-62
Westbound
East Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 1 138 139 0 6 6 132 0 132 277
08:15 AM 1 160 161 0 20 20 105 1 106 287
08:30 AM 0 197 197 0 14 14 133 1 134 345
08:45 AM 0 194 194 0 19 19 151 0 151 364
Total Volume 2 689 691 0 59 59 521 2 523 1273
% App. Total 0.3 99.7 0 100 99.6 0.4
PHF .500 .874 .877 .000 .738 .738 .863 .500 .866 .874
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_YCV_E CAR_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: East Commercial Access Road
E/W: SR-62
Weather: Clear
SR-62
SR-62
East Commercial Access Road
Thru
689
Left
2 Out Total In
580 691 1271
Left
0 Right
59 Out In Total
4 59 63
Thru
521
Right
2 Total Out In
689 523 1212
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 07:00 AM
+0 mins. 1 138 139 0 6 6 148 3 151
+15 mins. 1 160 161 0 20 20 111 0 111
+30 mins. 0 197 197 0 14 14 124 0 124
+45 mins. 0 194 194 0 19 19 155 1 156
Total Volume 2 689 691 0 59 59 538 4 542
% App. Total 0.3 99.7 0 100 99.3 0.7
PHF .500 .874 .877 .000 .738 .738 .868 .333 .869
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_YCV_E CAR_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: East Commercial Access Road
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
SR-62
Westbound
East Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 203 203 0 16 16 189 2 191 410
04:15 PM 0 212 212 0 9 9 202 1 203 424
04:30 PM 0 237 237 0 14 14 203 3 206 457
04:45 PM 0 204 204 0 18 18 209 1 210 432
Total 0 856 856 0 57 57 803 7 810 1723
05:00 PM 0 252 252 0 9 9 225 0 225 486
05:15 PM 0 200 200 0 13 13 183 0 183 396
05:30 PM 0 179 179 0 4 4 219 1 220 403
05:45 PM 0 171 171 0 11 11 198 0 198 380
Total 0 802 802 0 37 37 825 1 826 1665
Grand Total 0 1658 1658 0 94 94 1628 8 1636 3388
Apprch % 0 100 0 100 99.5 0.5
Total % 0 48.9 48.9 0 2.8 2.8 48.1 0.2 48.3
SR-62
Westbound
East Commercial Access Road
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 212 212 0 9 9 202 1 203 424
04:30 PM 0 237 237 0 14 14 203 3 206 457
04:45 PM 0 204 204 0 18 18 209 1 210 432
05:00 PM 0 252 252 0 9 9 225 0 225 486
Total Volume 0 905 905 0 50 50 839 5 844 1799
% App. Total 0 100 0 100 99.4 0.6
PHF .000 .898 .898 .000 .694 .694 .932 .417 .938 .925
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_YCV_E CAR_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: East Commercial Access Road
E/W: SR-62
Weather: Clear
SR-62
SR-62
East Commercial Access Road
Thru
905
Left
0 Out Total In
889 905 1794
Left
0 Right
50 Out In Total
5 50 55
Thru
839
Right
5 Total Out In
905 844 1749
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:00 PM 04:15 PM
+0 mins. 0 212 212 0 16 16 202 1 203
+15 mins. 0 237 237 0 9 9 203 3 206
+30 mins. 0 204 204 0 14 14 209 1 210
+45 mins. 0 252 252 0 18 18 225 0 225
Total Volume 0 905 905 0 57 57 839 5 844
% App. Total 0 100 0 100 99.4 0.6
PHF .000 .898 .898 .000 .792 .792 .932 .417 .938
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_YCV_YM_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Yucca Mesa Road/La Contenta Road
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
Yuca Mesa Road
Southbound
SR-62
Westbound
La Contenta Road
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 15 18 8 41 9 88 4 101 16 13 10 39 12 112 16 140 321 07:15 AM 11 3 11 25 3 102 6 111 7 5 3 15 9 116 8 133 284 07:30 AM 26 4 7 37 3 111 10 124 3 4 3 10 7 118 6 131 302 07:45 AM 16 15 33 64 6 151 15 172 8 5 6 19 12 136 8 156 411 Total 68 40 59 167 21 452 35 508 34 27 22 83 40 482 38 560 1318 08:00 AM 12 11 28 51 5 106 8 119 8 8 3 19 16 122 3 141 330 08:15 AM 10 8 19 37 2 136 14 152 10 11 2 23 10 113 4 127 339 08:30 AM 16 10 28 54 6 155 7 168 6 8 4 18 19 111 6 136 376 08:45 AM 15 16 26 57 7 176 9 192 2 4 4 10 11 129 12 152 411 Total 53 45 101 199 20 573 38 631 26 31 13 70 56 475 25 556 1456 Grand Total 121 85 160 366 41 1025 73 1139 60 58 35 153 96 957 63 1116 2774 Apprch % 33.1 23.2 43.7 3.6 90 6.4 39.2 37.9 22.9 8.6 85.8 5.6 Total % 4.4 3.1 5.8 13.2 1.5 37 2.6 41.1 2.2 2.1 1.3 5.5 3.5 34.5 2.3 40.2 Yuca Mesa Road
Southbound
SR-62
Westbound
La Contenta Road
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 16 15 33 64 6 151 15 172 8 5 6 19 12 136 8 156 411 08:00 AM 12 11 28 51 5 106 8 119 8 8 3 19 16 122 3 141 330 08:15 AM 10 8 19 37 2 136 14 152 10 11 2 23 10 113 4 127 339 08:30 AM 16 10 28 54 6 155 7 168 6 8 4 18 19 111 6 136 376 Total Volume 54 44 108 206 19 548 44 611 32 32 15 79 57 482 21 560 1456 % App. Total 26.2 21.4 52.4 3.1 89.7 7.2 40.5 40.5 19 10.2 86.1 3.8 PHF .844 .733 .818 .805 .792 .884 .733 .888 .800 .727 .625 .859 .750 .886 .656 .897 .886 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_YCV_YM_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Yucca Mesa Road/La Contenta Road
E/W: SR-62
Weather: Clear
Yuca Mesa Road
SR-62
SR-62
La Contenta Road
Right
108
Thru
44 Left
54 Out In Total
133 206 339
Right
44 Thru
548
Left
19 Out Total In
551 611 1162
Left
32 Thru
32 Right
15 Out In Total
84 79 163
Left
57 Thru
482
Right
21 Total Out In
688 560 1248
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 08:00 AM 07:00 AM 07:15 AM
+0 mins. 16 15 33 64 5 106 8 119 16 13 10 39 9 116 8 133 +15 mins. 12 11 28 51 2 136 14 152 7 5 3 15 7 118 6 131 +30 mins. 10 8 19 37 6 155 7 168 3 4 3 10 12 136 8 156
+45 mins. 16 10 28 54 7 176 9 192 8 5 6 19 16 122 3 141 Total Volume 54 44 108 206 20 573 38 631 34 27 22 83 44 492 25 561 % App. Total 26.2 21.4 52.4 3.2 90.8 6 41 32.5 26.5 7.8 87.7 4.5 PHF .844 .733 .818 .805 .714 .814 .679 .822 .531 .519 .550 .532 .688 .904 .781 .899 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_YCV_YM_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Yucca Mesa Road/La Contenta Road
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
Yuca Mesa Road
Southbound
SR-62
Westbound
La Contenta Road
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 13 4 21 38 6 172 9 187 5 9 2 16 41 155 8 204 445 04:15 PM 18 6 13 37 3 193 22 218 6 8 2 16 35 172 6 213 484 04:30 PM 16 6 19 41 3 213 13 229 7 9 8 24 33 154 5 192 486 04:45 PM 12 5 22 39 4 198 21 223 2 6 2 10 30 186 6 222 494 Total 59 21 75 155 16 776 65 857 20 32 14 66 139 667 25 831 1909 05:00 PM 17 4 26 47 5 191 16 212 8 5 5 18 34 179 5 218 495 05:15 PM 11 5 6 22 3 194 18 215 1 6 4 11 32 141 5 178 426 05:30 PM 11 2 21 34 8 136 11 155 3 6 3 12 24 148 5 177 378 05:45 PM 10 2 24 36 3 157 9 169 5 6 2 13 32 149 3 184 402 Total 49 13 77 139 19 678 54 751 17 23 14 54 122 617 18 757 1701 Grand Total 108 34 152 294 35 1454 119 1608 37 55 28 120 261 1284 43 1588 3610 Apprch % 36.7 11.6 51.7 2.2 90.4 7.4 30.8 45.8 23.3 16.4 80.9 2.7 Total % 3 0.9 4.2 8.1 1 40.3 3.3 44.5 1 1.5 0.8 3.3 7.2 35.6 1.2 44 Yuca Mesa Road
Southbound
SR-62
Westbound
La Contenta Road
Northbound
SR-62
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 18 6 13 37 3 193 22 218 6 8 2 16 35 172 6 213 484 04:30 PM 16 6 19 41 3 213 13 229 7 9 8 24 33 154 5 192 486 04:45 PM 12 5 22 39 4 198 21 223 2 6 2 10 30 186 6 222 494 05:00 PM 17 4 26 47 5 191 16 212 8 5 5 18 34 179 5 218 495 Total Volume 63 21 80 164 15 795 72 882 23 28 17 68 132 691 22 845 1959 % App. Total 38.4 12.8 48.8 1.7 90.1 8.2 33.8 41.2 25 15.6 81.8 2.6 PHF .875 .875 .769 .872 .750 .933 .818 .963 .719 .778 .531 .708 .943 .929 .917 .952 .989 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_YCV_YM_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Yucca Mesa Road/La Contenta Road
E/W: SR-62
Weather: Clear
Yuca Mesa Road
SR-62
SR-62
La Contenta Road
Right
80 Thru
21 Left
63 Out In Total
232 164 396
Right
72 Thru
795
Left
15 Out Total In
771 882 1653
Left
23 Thru
28 Right
17 Out In Total
58 68 126
Left
132
Thru
691
Right
22 Total Out In
898 845 1743
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:15 PM 04:15 PM
+0 mins. 18 6 13 37 3 193 22 218 6 8 2 16 35 172 6 213
+15 mins. 16 6 19 41 3 213 13 229 7 9 8 24 33 154 5 192 +30 mins. 12 5 22 39 4 198 21 223 2 6 2 10 30 186 6 222 +45 mins. 17 4 26 47 5 191 16 212 8 5 5 18 34 179 5 218 Total Volume 63 21 80 164 15 795 72 882 23 28 17 68 132 691 22 845 % App. Total 38.4 12.8 48.8 1.7 90.1 8.2 33.8 41.2 25 15.6 81.8 2.6 PHF .875 .875 .769 .872 .750 .933 .818 .963 .719 .778 .531 .708 .943 .929 .917 .952 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_YCV_Pal_YT AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Palomar Avenue
E/W: Yucca Trail
Weather: Clear
Groups Printed- Total Volume
Palomar Avenue
Southbound
Yucca Trail
Westbound
Palomar Avenue
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 5 11 9 25 22 95 9 126 16 16 42 74 10 61 4 75 300 07:15 AM 4 7 4 15 10 42 5 57 5 12 40 57 5 39 4 48 177
07:30 AM 4 16 8 28 12 39 8 59 11 14 32 57 6 31 4 41 185 07:45 AM 3 10 7 20 12 51 8 71 10 23 37 70 9 46 7 62 223 Total 16 44 28 88 56 227 30 313 42 65 151 258 30 177 19 226 885 08:00 AM 0 10 9 19 12 47 4 63 11 22 32 65 8 38 6 52 199 08:15 AM 3 18 3 24 17 49 1 67 9 15 26 50 15 41 8 64 205 08:30 AM 4 17 14 35 9 36 9 54 9 31 22 62 15 23 4 42 193 08:45 AM 6 14 7 27 14 54 15 83 12 33 23 68 20 51 6 77 255 Total 13 59 33 105 52 186 29 267 41 101 103 245 58 153 24 235 852 Grand Total 29 103 61 193 108 413 59 580 83 166 254 503 88 330 43 461 1737 Apprch % 15 53.4 31.6 18.6 71.2 10.2 16.5 33 50.5 19.1 71.6 9.3 Total % 1.7 5.9 3.5 11.1 6.2 23.8 3.4 33.4 4.8 9.6 14.6 29 5.1 19 2.5 26.5 Palomar Avenue
Southbound
Yucca Trail
Westbound
Palomar Avenue
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 5 11 9 25 22 95 9 126 16 16 42 74 10 61 4 75 300 07:15 AM 4 7 4 15 10 42 5 57 5 12 40 57 5 39 4 48 177
07:30 AM 4 16 8 28 12 39 8 59 11 14 32 57 6 31 4 41 185 07:45 AM 3 10 7 20 12 51 8 71 10 23 37 70 9 46 7 62 223 Total Volume 16 44 28 88 56 227 30 313 42 65 151 258 30 177 19 226 885 % App. Total 18.2 50 31.8 17.9 72.5 9.6 16.3 25.2 58.5 13.3 78.3 8.4 PHF .800 .688 .778 .786 .636 .597 .833 .621 .656 .707 .899 .872 .750 .725 .679 .753 .738 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_YCV_Pal_YT AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Palomar Avenue
E/W: Yucca Trail
Weather: Clear
Palomar Avenue
Yucca Trail
Yucca Trail
Palomar Avenue
Right
28 Thru
44 Left
16 Out In Total
125 88 213
Right
30 Thru
227
Left
56 Out Total In
344 313 657
Left
42 Thru
65 Right
151
Out In Total
119 258 377
Left
30 Thru
177
Right
19 Total Out In
297 226 523
Peak Hour Begins at 07:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:00 AM 07:00 AM 08:00 AM
+0 mins. 0 10 9 19 22 95 9 126 16 16 42 74 8 38 6 52
+15 mins. 3 18 3 24 10 42 5 57 5 12 40 57 15 41 8 64
+30 mins. 4 17 14 35 12 39 8 59 11 14 32 57 15 23 4 42
+45 mins. 6 14 7 27 12 51 8 71 10 23 37 70 20 51 6 77
Total Volume 13 59 33 105 56 227 30 313 42 65 151 258 58 153 24 235 % App. Total 12.4 56.2 31.4 17.9 72.5 9.6 16.3 25.2 58.5 24.7 65.1 10.2 PHF .542 .819 .589 .750 .636 .597 .833 .621 .656 .707 .899 .872 .725 .750 .750 .763 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_YCV_Pal_YT PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Palomar Avenue
E/W: Yucca Trail
Weather: Clear
Groups Printed- Total Volume
Palomar Avenue
Southbound
Yucca Trail
Westbound
Palomar Avenue
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 16 25 14 55 12 62 16 90 7 29 23 59 19 48 8 75 279 04:15 PM 8 31 20 59 18 58 15 91 7 27 23 57 16 44 12 72 279 04:30 PM 19 32 20 71 24 57 10 91 14 25 26 65 18 39 11 68 295 04:45 PM 23 38 29 90 15 58 13 86 13 24 23 60 10 55 8 73 309 Total 66 126 83 275 69 235 54 358 41 105 95 241 63 186 39 288 1162 05:00 PM 14 31 13 58 27 65 13 105 12 25 22 59 10 60 20 90 312 05:15 PM 11 25 12 48 19 59 7 85 7 22 16 45 10 48 15 73 251 05:30 PM 4 33 20 57 14 42 15 71 7 26 25 58 9 46 11 66 252 05:45 PM 7 22 16 45 7 42 7 56 6 26 15 47 15 49 15 79 227 Total 36 111 61 208 67 208 42 317 32 99 78 209 44 203 61 308 1042 Grand Total 102 237 144 483 136 443 96 675 73 204 173 450 107 389 100 596 2204 Apprch % 21.1 49.1 29.8 20.1 65.6 14.2 16.2 45.3 38.4 18 65.3 16.8 Total % 4.6 10.8 6.5 21.9 6.2 20.1 4.4 30.6 3.3 9.3 7.8 20.4 4.9 17.6 4.5 27 Palomar Avenue
Southbound
Yucca Trail
Westbound
Palomar Avenue
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 8 31 20 59 18 58 15 91 7 27 23 57 16 44 12 72 279 04:30 PM 19 32 20 71 24 57 10 91 14 25 26 65 18 39 11 68 295 04:45 PM 23 38 29 90 15 58 13 86 13 24 23 60 10 55 8 73 309 05:00 PM 14 31 13 58 27 65 13 105 12 25 22 59 10 60 20 90 312 Total Volume 64 132 82 278 84 238 51 373 46 101 94 241 54 198 51 303 1195 % App. Total 23 47.5 29.5 22.5 63.8 13.7 19.1 41.9 39 17.8 65.3 16.8 PHF .696 .868 .707 .772 .778 .915 .850 .888 .821 .935 .904 .927 .750 .825 .638 .842 .958 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_YCV_Pal_YT PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Palomar Avenue
E/W: Yucca Trail
Weather: Clear
Palomar Avenue
Yucca Trail
Yucca Trail
Palomar Avenue
Right
82 Thru
132
Left
64 Out In Total
206 278 484
Right
51 Thru
238
Left
84 Out Total In
356 373 729
Left
46 Thru
101
Right
94 Out In Total
267 241 508
Left
54 Thru
198
Right
51 Total Out In
366 303 669
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:00 PM 05:00 PM
+0 mins. 8 31 20 59 18 58 15 91 7 29 23 59 10 60 20 90
+15 mins. 19 32 20 71 24 57 10 91 7 27 23 57 10 48 15 73 +30 mins. 23 38 29 90 15 58 13 86 14 25 26 65 9 46 11 66 +45 mins. 14 31 13 58 27 65 13 105 13 24 23 60 15 49 15 79 Total Volume 64 132 82 278 84 238 51 373 41 105 95 241 44 203 61 308 % App. Total 23 47.5 29.5 22.5 63.8 13.7 17 43.6 39.4 14.3 65.9 19.8 PHF .696 .868 .707 .772 .778 .915 .850 .888 .732 .905 .913 .927 .733 .846 .763 .856 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_YCV_LaC_YT AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: La Contenta Road
E/W: Yucca Trail/Alta Loma Road
Weather: Clear
Groups Printed- Total Volume
La Contenta Road
Southbound
Alta Loma Road
Westbound
La Contenta Road
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 12 0 65 77 0 42 10 52 0 0 0 0 67 46 0 113 242
07:15 AM 5 0 12 17 0 34 1 35 0 0 0 0 12 71 0 83 135
07:30 AM 0 0 9 9 0 50 1 51 0 0 0 0 8 53 0 61 121
07:45 AM 3 0 12 15 0 46 4 50 0 0 0 0 16 56 0 72 137
Total 20 0 98 118 0 172 16 188 0 0 0 0 103 226 0 329 635 08:00 AM 5 0 14 19 0 39 5 44 0 0 0 0 20 39 0 59 122
08:15 AM 1 0 10 11 0 47 3 50 0 0 0 0 14 40 0 54 115
08:30 AM 2 0 7 9 0 43 2 45 0 0 0 0 16 33 0 49 103
08:45 AM 4 0 18 22 0 49 0 49 0 0 0 0 10 60 0 70 141
Total 12 0 49 61 0 178 10 188 0 0 0 0 60 172 0 232 481
Grand Total 32 0 147 179 0 350 26 376 0 0 0 0 163 398 0 561 1116 Apprch % 17.9 0 82.1 0 93.1 6.9 0 0 0 29.1 70.9 0
Total % 2.9 0 13.2 16 0 31.4 2.3 33.7 0 0 0 0 14.6 35.7 0 50.3 La Contenta Road
Southbound
Alta Loma Road
Westbound
La Contenta Road
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 12 0 65 77 0 42 10 52 0 0 0 0 67 46 0 113 242
07:15 AM 5 0 12 17 0 34 1 35 0 0 0 0 12 71 0 83 135
07:30 AM 0 0 9 9 0 50 1 51 0 0 0 0 8 53 0 61 121
07:45 AM 3 0 12 15 0 46 4 50 0 0 0 0 16 56 0 72 137
Total Volume 20 0 98 118 0 172 16 188 0 0 0 0 103 226 0 329 635 % App. Total 16.9 0 83.1 0 91.5 8.5 0 0 0 31.3 68.7 0
PHF .417 .000 .377 .383 .000 .860 .400 .904 .000 .000 .000 .000 .384 .796 .000 .728 .656 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_YCV_LaC_YT AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: La Contenta Road
E/W: Yucca Trail/Alta Loma Road
Weather: Clear
La Contenta Road
Yucca Trail
Alta Loma Road
La Contenta Road
Right
98 Thru
0 Left
20 Out In Total
119 118 237
Right
16 Thru
172
Left
0 Out Total In
246 188 434
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
103
Thru
226
Right
0 Total Out In
270 329 599
Peak Hour Begins at 07:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:30 AM 07:00 AM 07:00 AM
+0 mins. 12 0 65 77 0 50 1 51 0 0 0 0 67 46 0 113
+15 mins. 5 0 12 17 0 46 4 50 0 0 0 0 12 71 0 83
+30 mins. 0 0 9 9 0 39 5 44 0 0 0 0 8 53 0 61
+45 mins. 3 0 12 15 0 47 3 50 0 0 0 0 16 56 0 72
Total Volume 20 0 98 118 0 182 13 195 0 0 0 0 103 226 0 329 % App. Total 16.9 0 83.1 0 93.3 6.7 0 0 0 31.3 68.7 0
PHF .417 .000 .377 .383 .000 .910 .650 .956 .000 .000 .000 .000 .384 .796 .000 .728 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_YCV_LaC_YT PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: La Contenta Road
E/W: Yucca Trail/Alta Loma Road
Weather: Clear
Groups Printed- Total Volume
La Contenta Road
Southbound
Alta Loma Road
Westbound
La Contenta Road
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 6 0 10 16 0 66 4 70 0 0 0 0 11 69 0 80 166
04:15 PM 7 0 12 19 0 56 5 61 0 0 0 0 6 58 0 64 144
04:30 PM 7 0 8 15 0 77 1 78 0 0 0 0 4 61 0 65 158
04:45 PM 6 0 11 17 0 62 3 65 0 0 0 0 7 68 0 75 157
Total 26 0 41 67 0 261 13 274 0 0 0 0 28 256 0 284 625
05:00 PM 5 0 8 13 0 74 1 75 0 0 0 0 9 60 0 69 157
05:15 PM 3 0 12 15 0 59 1 60 0 0 0 0 6 56 0 62 137
05:30 PM 4 0 11 15 0 48 3 51 0 0 0 0 12 48 0 60 126
05:45 PM 1 0 7 8 0 40 5 45 0 0 0 0 1 55 0 56 109
Total 13 0 38 51 0 221 10 231 0 0 0 0 28 219 0 247 529
Grand Total 39 0 79 118 0 482 23 505 0 0 0 0 56 475 0 531 1154 Apprch % 33.1 0 66.9 0 95.4 4.6 0 0 0 10.5 89.5 0
Total % 3.4 0 6.8 10.2 0 41.8 2 43.8 0 0 0 0 4.9 41.2 0 46 La Contenta Road
Southbound
Alta Loma Road
Westbound
La Contenta Road
Northbound
Yucca Trail
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 6 0 10 16 0 66 4 70 0 0 0 0 11 69 0 80 166
04:15 PM 7 0 12 19 0 56 5 61 0 0 0 0 6 58 0 64 144
04:30 PM 7 0 8 15 0 77 1 78 0 0 0 0 4 61 0 65 158
04:45 PM 6 0 11 17 0 62 3 65 0 0 0 0 7 68 0 75 157
Total Volume 26 0 41 67 0 261 13 274 0 0 0 0 28 256 0 284 625 % App. Total 38.8 0 61.2 0 95.3 4.7 0 0 0 9.9 90.1 0
PHF .929 .000 .854 .882 .000 .847 .650 .878 .000 .000 .000 .000 .636 .928 .000 .888 .941 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_YCV_LaC_YT PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: La Contenta Road
E/W: Yucca Trail/Alta Loma Road
Weather: Clear
La Contenta Road
Yucca Trail
Alta Loma Road
La Contenta Road
Right
41 Thru
0 Left
26 Out In Total
41 67 108
Right
13 Thru
261
Left
0 Out Total In
282 274 556
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
28 Thru
256
Right
0 Total Out In
302 284 586
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:00 PM 04:00 PM
+0 mins. 6 0 10 16 0 56 5 61 0 0 0 0 11 69 0 80
+15 mins. 7 0 12 19 0 77 1 78 0 0 0 0 6 58 0 64
+30 mins. 7 0 8 15 0 62 3 65 0 0 0 0 4 61 0 65
+45 mins. 6 0 11 17 0 74 1 75 0 0 0 0 7 68 0 75
Total Volume 26 0 41 67 0 269 10 279 0 0 0 0 28 256 0 284 % App. Total 38.8 0 61.2 0 96.4 3.6 0 0 0 9.9 90.1 0
PHF .929 .000 .854 .882 .000 .873 .500 .894 .000 .000 .000 .000 .636 .928 .000 .888 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_YCV_DW1_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Commercial Driveway 1
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
SR-62
Westbound
Commercial Driveway 1
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 103 103 0 1 1 157 4 161 265
07:15 AM 0 119 119 0 1 1 115 5 120 240
07:30 AM 0 128 128 0 3 3 127 1 128 259
07:45 AM 0 175 175 0 0 0 160 1 161 336
Total 0 525 525 0 5 5 559 11 570 1100
08:00 AM 0 134 134 0 2 2 138 3 141 277
08:15 AM 1 150 151 0 3 3 118 8 126 280
08:30 AM 0 191 191 0 1 1 125 9 134 326
08:45 AM 0 172 172 0 1 1 168 10 178 351
Total 1 647 648 0 7 7 549 30 579 1234
Grand Total 1 1172 1173 0 12 12 1108 41 1149 2334
Apprch % 0.1 99.9 0 100 96.4 3.6
Total % 0 50.2 50.3 0 0.5 0.5 47.5 1.8 49.2
SR-62
Westbound
Commercial Driveway 1
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 134 134 0 2 2 138 3 141 277
08:15 AM 1 150 151 0 3 3 118 8 126 280
08:30 AM 0 191 191 0 1 1 125 9 134 326
08:45 AM 0 172 172 0 1 1 168 10 178 351
Total Volume 1 647 648 0 7 7 549 30 579 1234
% App. Total 0.2 99.8 0 100 94.8 5.2
PHF .250 .847 .848 .000 .583 .583 .817 .750 .813 .879
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_YCV_DW1_SR62 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Commercial Driveway 1
E/W: SR-62
Weather: Clear
SR-62
SR-62
Commercial Driveway 1
Thru
647
Left
1 Out Total In
556 648 1204
Left
0 Right
7 Out In Total
31 7 38
Thru
549
Right
30 Total Out In
647 579 1226
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 07:30 AM 08:00 AM
+0 mins. 0 175 175 0 3 3 138 3 141
+15 mins. 0 134 134 0 0 0 118 8 126
+30 mins. 1 150 151 0 2 2 125 9 134
+45 mins. 0 191 191 0 3 3 168 10 178
Total Volume 1 650 651 0 8 8 549 30 579
% App. Total 0.2 99.8 0 100 94.8 5.2
PHF .250 .851 .852 .000 .667 .667 .817 .750 .813
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_YCV_DW1_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: Commercial Driveway 1
E/W: SR-62
Weather: Clear
Groups Printed- Total Volume
SR-62
Westbound
Commercial Driveway 1
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 194 194 0 8 8 178 12 190 392
04:15 PM 0 210 210 0 12 12 172 14 186 408
04:30 PM 0 215 215 0 6 6 176 17 193 414
04:45 PM 0 221 221 0 11 11 184 10 194 426
Total 0 840 840 0 37 37 710 53 763 1640
05:00 PM 0 220 220 0 10 10 196 10 206 436
05:15 PM 0 206 206 0 8 8 171 11 182 396
05:30 PM 0 157 157 0 10 10 185 9 194 361
05:45 PM 0 154 154 0 6 6 187 11 198 358
Total 0 737 737 0 34 34 739 41 780 1551
Grand Total 0 1577 1577 0 71 71 1449 94 1543 3191
Apprch % 0 100 0 100 93.9 6.1
Total % 0 49.4 49.4 0 2.2 2.2 45.4 2.9 48.4
SR-62
Westbound
Commercial Driveway 1
Northbound
SR-62
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 210 210 0 12 12 172 14 186 408
04:30 PM 0 215 215 0 6 6 176 17 193 414
04:45 PM 0 221 221 0 11 11 184 10 194 426
05:00 PM 0 220 220 0 10 10 196 10 206 436
Total Volume 0 866 866 0 39 39 728 51 779 1684
% App. Total 0 100 0 100 93.5 6.5
PHF .000 .980 .980 .000 .813 .813 .929 .750 .945 .966
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_YCV_DW1_SR62 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: Commercial Driveway 1
E/W: SR-62
Weather: Clear
SR-62
SR-62
Commercial Driveway 1
Thru
866
Left
0 Out Total In
767 866 1633
Left
0 Right
39 Out In Total
51 39 90
Thru
728
Right
51 Total Out In
866 779 1645
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 05:00 PM
+0 mins. 0 210 210 0 12 12 196 10 206
+15 mins. 0 215 215 0 6 6 171 11 182
+30 mins. 0 221 221 0 11 11 185 9 194
+45 mins. 0 220 220 0 10 10 187 11 198
Total Volume 0 866 866 0 39 39 739 41 780
% App. Total 0 100 0 100 94.7 5.3
PHF .000 .980 .980 .000 .813 .813 .943 .932 .947
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_YCV_W CAR_DW2 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: West Commercial Access Road
E/W: Commercial Driveway 2
Weather: Clear
Groups Printed- Total Volume
West Commercial Access
Road
Southbound
Commercial Driveway
Westbound
West Commercial Access
Road
Northbound
Commercial Driveway 2
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 21 5 26 0 0 0 0 0 13 0 13 6 0 0 6 45
07:15 AM 1 16 5 22 0 0 1 1 2 7 0 9 4 0 1 5 37
07:30 AM 2 20 6 28 0 0 0 0 1 13 0 14 3 0 0 3 45
07:45 AM 0 36 6 42 0 0 0 0 0 13 0 13 5 0 0 5 60
Total 3 93 22 118 0 0 1 1 3 46 0 49 18 0 1 19 187
08:00 AM 1 28 10 39 0 0 1 1 0 14 0 14 4 0 0 4 58
08:15 AM 3 32 8 43 0 1 0 1 1 16 0 17 10 0 0 10 71
08:30 AM 5 26 10 41 0 0 0 0 1 23 0 24 5 0 1 6 71
08:45 AM 9 51 12 72 0 0 0 0 0 16 0 16 8 1 0 9 97
Total 18 137 40 195 0 1 1 2 2 69 0 71 27 1 1 29 297
Grand Total 21 230 62 313 0 1 2 3 5 115 0 120 45 1 2 48 484 Apprch % 6.7 73.5 19.8 0 33.3 66.7 4.2 95.8 0 93.8 2.1 4.2 Total % 4.3 47.5 12.8 64.7 0 0.2 0.4 0.6 1 23.8 0 24.8 9.3 0.2 0.4 9.9 West Commercial Access
Road
Southbound
Commercial Driveway
Westbound
West Commercial Access
Road
Northbound
Commercial Driveway 2
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 1 28 10 39 0 0 1 1 0 14 0 14 4 0 0 4 58
08:15 AM 3 32 8 43 0 1 0 1 1 16 0 17 10 0 0 10 71
08:30 AM 5 26 10 41 0 0 0 0 1 23 0 24 5 0 1 6 71
08:45 AM 9 51 12 72 0 0 0 0 0 16 0 16 8 1 0 9 97
Total Volume 18 137 40 195 0 1 1 2 2 69 0 71 27 1 1 29 297 % App. Total 9.2 70.3 20.5 0 50 50 2.8 97.2 0 93.1 3.4 3.4 PHF .500 .672 .833 .677 .000 .250 .250 .500 .500 .750 .000 .740 .675 .250 .250 .725 .765 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_YCV_W CAR_DW2 AM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: West Commercial Access Road
E/W: Commercial Driveway 2
Weather: Clear
West Commercial Access Road
Commercial Driveway 2
Commercial Driveway
West Commercial Access Road
Right
40 Thru
137
Left
18 Out In Total
97 195 292
Right
1 Thru
1 Left
0 Out Total In
19 2 21
Left
2 Thru
69 Right
0 Out In Total
138 71 209
Left
27 Thru
1 Right
1 Total Out In
43 29 72
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:15 AM 08:00 AM 08:00 AM
+0 mins. 1 28 10 39 0 0 1 1 0 14 0 14 4 0 0 4
+15 mins. 3 32 8 43 0 0 0 0 1 16 0 17 10 0 0 10
+30 mins. 5 26 10 41 0 0 0 0 1 23 0 24 5 0 1 6
+45 mins. 9 51 12 72 0 0 1 1 0 16 0 16 8 1 0 9
Total Volume 18 137 40 195 0 0 2 2 2 69 0 71 27 1 1 29
% App. Total 9.2 70.3 20.5 0 0 100 2.8 97.2 0 93.1 3.4 3.4 PHF .500 .672 .833 .677 .000 .000 .500 .500 .500 .750 .000 .740 .675 .250 .250 .725 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_YCV_W CAR_DW2 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 1
City of Yucca Valley
N/S: West Commercial Access Road
E/W: Commercial Driveway 2
Weather: Clear
Groups Printed- Total Volume
West Commercial Access
Road
Southbound
Commercial Driveway
Westbound
West Commercial Access
Road
Northbound
Commercial Driveway 2
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 19 45 19 83 2 2 12 16 0 35 1 36 32 1 2 35 170
04:15 PM 15 27 8 50 0 1 13 14 0 30 0 30 37 3 0 40 134
04:30 PM 21 42 8 71 1 0 15 16 2 33 0 35 27 1 1 29 151
04:45 PM 12 39 18 69 1 0 9 10 1 48 0 49 22 0 5 27 155
Total 67 153 53 273 4 3 49 56 3 146 1 150 118 5 8 131 610 05:00 PM 25 32 21 78 1 1 13 15 0 35 2 37 20 0 1 21 151
05:15 PM 11 30 10 51 0 1 16 17 0 20 0 20 14 5 1 20 108
05:30 PM 20 40 16 76 0 1 10 11 2 37 2 41 26 3 0 29 157
05:45 PM 16 27 18 61 1 2 10 13 0 39 0 39 13 0 0 13 126
Total 72 129 65 266 2 5 49 56 2 131 4 137 73 8 2 83 542 Grand Total 139 282 118 539 6 8 98 112 5 277 5 287 191 13 10 214 1152 Apprch % 25.8 52.3 21.9 5.4 7.1 87.5 1.7 96.5 1.7 89.3 6.1 4.7 Total % 12.1 24.5 10.2 46.8 0.5 0.7 8.5 9.7 0.4 24 0.4 24.9 16.6 1.1 0.9 18.6 West Commercial Access
Road
Southbound
Commercial Driveway
Westbound
West Commercial Access
Road
Northbound
Commercial Driveway 2
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 19 45 19 83 2 2 12 16 0 35 1 36 32 1 2 35 170
04:15 PM 15 27 8 50 0 1 13 14 0 30 0 30 37 3 0 40 134
04:30 PM 21 42 8 71 1 0 15 16 2 33 0 35 27 1 1 29 151
04:45 PM 12 39 18 69 1 0 9 10 1 48 0 49 22 0 5 27 155
Total Volume 67 153 53 273 4 3 49 56 3 146 1 150 118 5 8 131 610 % App. Total 24.5 56 19.4 7.1 5.4 87.5 2 97.3 0.7 90.1 3.8 6.1 PHF .798 .850 .697 .822 .500 .375 .817 .875 .375 .760 .250 .765 .797 .417 .400 .819 .897 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 09_YCV_W CAR_DW2 PM
Site Code : 241081
Start Date : 12/11/2024
Page No : 2
City of Yucca Valley
N/S: West Commercial Access Road
E/W: Commercial Driveway 2
Weather: Clear
West Commercial Access Road
Commercial Driveway 2
Commercial Driveway
West Commercial Access Road
Right
53 Thru
153
Left
67 Out In Total
313 273 586
Right
49 Thru
3 Left
4 Out Total In
73 56 129
Left
3 Thru
146
Right
1 Out In Total
165 150 315
Left
118
Thru
5 Right
8 Total Out In
59 131 190
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:30 PM 04:15 PM 04:00 PM
+0 mins. 12 39 18 69 1 0 15 16 0 30 0 30 32 1 2 35
+15 mins. 25 32 21 78 1 0 9 10 2 33 0 35 37 3 0 40
+30 mins. 11 30 10 51 1 1 13 15 1 48 0 49 27 1 1 29
+45 mins. 20 40 16 76 0 1 16 17 0 35 2 37 22 0 5 27
Total Volume 68 141 65 274 3 2 53 58 3 146 2 151 118 5 8 131 % App. Total 24.8 51.5 23.7 5.2 3.4 91.4 2 96.7 1.3 90.1 3.8 6.1 PHF .680 .881 .774 .878 .750 .500 .828 .853 .375 .760 .250 .770 .797 .417 .400 .819 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
APPENDIX C
INTERSECTION ANALYSIS WORKSHEETS
HCM 7th Signalized Intersection Summary
1: Twentynine Palms Hwy (SR-62) & Avalon Ave 09/16/2025 1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 521 37 37 595 14 39 26 43 20 36 14 Future Volume (veh/h) 6 521 37 37 595 14 39 26 43 20 36 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 7 620 44 44 708 17 46 31 51 24 43 17 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 16 887 396 76 1006 449 152 734 622 49 703 596 Arrive On Green 0.01 0.25 0.25 0.04 0.28 0.28 0.04 0.39 0.39 0.03 0.38 0.38 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 7 620 44 44 708 17 46 31 51 24 43 17 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.2 9.9 1.3 1.5 11.2 0.5 0.8 0.6 1.3 0.8 0.9 0.4 Cycle Q Clear(g_c), s 0.2 9.9 1.3 1.5 11.2 0.5 0.8 0.6 1.3 0.8 0.9 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 16 887 396 76 1006 449 152 734 622 49 703 596 V/C Ratio(X) 0.43 0.70 0.11 0.58 0.70 0.04 0.30 0.04 0.08 0.49 0.06 0.03 Avail Cap(c_a), veh/h 185 1790 798 271 1961 874 414 734 622 242 703 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.8 21.3 18.1 29.4 20.1 16.2 29.0 11.7 11.9 30.0 12.5 12.3 Incr Delay (d2), s/veh 16.8 1.0 0.1 6.8 0.9 0.0 1.1 0.1 0.3 7.6 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.6 0.4 0.7 4.0 0.2 0.3 0.2 0.4 0.4 0.4 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.7 22.3 18.2 36.1 21.0 16.3 30.1 11.8 12.2 37.6 12.6 12.4 LnGrp LOS D C B D C B C B B D B B
Approach Vol, veh/h 671 769 128 84
Approach Delay, s/veh 22.3 21.7 18.5 19.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 29.0 7.2 20.1 7.3 28.0 5.1 22.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 22.5 9.5 31.5 7.5 23.5 6.5 34.5 Max Q Clear Time (g_c+I1), s 2.8 3.3 3.5 11.9 2.8 2.9 2.2 13.2 Green Ext Time (p_c), s 0.0 0.2 0.0 3.7 0.0 0.2 0.0 4.3 Intersection Summary
HCM 7th Control Delay, s/veh 21.6
HCM 7th LOS C
HCM 7th AWSC
2: Avalon Ave & Palisade Dr 09/16/2025
1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 3 4 25 3 10 21 104 61 3 70 27
Future Vol, veh/h 25 3 4 25 3 10 21 104 61 3 70 27
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 34 4 5 34 4 14 28 141 82 4 95 36
Number of Lanes 0 1 1 0 1 1 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 2 2
HCM Control Delay, s/veh9.1 8.9 9.6 8.5
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 89% 0% 89% 0% 100% 0% 0%
Vol Thru, % 0% 63% 11% 0% 11% 0% 0% 100% 0%
Vol Right, % 0% 37% 0% 100% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 21 165 28 4 28 10 3 70 27
LT Vol 21 0 25 0 25 0 3 0 0
Through Vol 0 104 3 0 3 0 0 70 0
RT Vol 0 61 0 4 0 10 0 0 27
Lane Flow Rate 28 223 38 5 38 14 4 95 36
Geometry Grp 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.044 0.3 0.064 0.007 0.064 0.019 0.007 0.14 0.047 Departure Headway (Hd) 5.61 4.849 6.109 4.959 6.094 4.944 5.834 5.332 4.629 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 638 740 585 718 586 721 613 672 771
Service Time 3.347 2.586 3.865 2.715 3.847 2.696 3.576 3.073 2.37 HCM Lane V/C Ratio 0.044 0.301 0.065 0.007 0.065 0.019 0.007 0.141 0.047 HCM Control Delay, s/veh 8.6 9.7 9.3 7.8 9.3 7.8 8.6 8.9 7.6 HCM Lane LOS A A A A A A A A A
HCM 95th-tile Q 0.1 1.3 0.2 0 0.2 0.1 0 0.5 0.1
HCM 7th Signalized Intersection Summary
3: Twentynine Palms Hwy (SR-62) 09/16/2025
1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 454 76 118 586 48 46
Future Volume (veh/h) 454 76 118 586 48 46
Initial Q (Qb), veh000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 528 88 137 681 56 53
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, %222222
Cap, veh/h 996 1016 182 1361 1542 870
Arrive On Green 0.20 0.20 0.10 0.38 0.45 0.45
Sat Flow, veh/h 5274 1585 1781 3647 3456 1585
Grp Volume(v), veh/h 528 88 137 681 56 53
Grp Sat Flow(s),veh/h/ln1702 1585 1781 1777 1728 1585
Q Serve(g_s), s 4.9 1.1 3.9 7.7 0.5 0.8
Cycle Q Clear(g_c), s 4.9 1.1 3.9 7.7 0.5 0.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 996 1016 182 1361 1542 870
V/C Ratio(X) 0.53 0.09 0.75 0.50 0.04 0.06
Avail Cap(c_a), veh/h 2763 1565 829 3880 1542 870
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 19.0 3.6 23.0 12.4 8.2 5.6
Incr Delay (d2), s/veh 0.4 0.0 6.1 0.3 0.0 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.6 0.8 1.7 2.2 0.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.5 3.6 29.1 12.7 8.3 5.7
LnGrp LOSBACBAA
Approach Vol, veh/h 616 818 109
Approach Delay, s/veh 17.2 15.4 7.0
Approach LOSBBA
Timer - Assigned Phs2348
Phs Duration (G+Y+Rc), s 28.0 9.9 14.8 24.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.5 24.5 28.5 57.5
Max Q Clear Time (g_c+I1), s 2.8 5.9 6.9 9.7
Green Ext Time (p_c), s 0.3 0.3 3.4 4.6
Intersection Summary
HCM 7th Control Delay, s/veh 15.5
HCM 7th LOSB
HCM 7th TWSC
4: East Commerical Access Rd & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 521 2 0 689 0 59
Future Vol, veh/h 521 2 0 689 0 59
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 599 2 0 792 0 68
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 299
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 594
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 594
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 11.84
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 594 - - -
HCM Lane V/C Ratio 0.114 - - -
HCM Control Delay (s/veh) 11.8 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.4 - - -
HCM 7th Signalized Intersection Summary
5: La Contenta Rd/Yucca Mesa Rd & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 57 482 21 19 548 44 32 32 15 54 44 108 Future Volume (veh/h) 57 482 21 19 548 44 32 32 15 54 44 108 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 64 542 24 21 616 49 36 36 17 61 49 121 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 98 1008 450 44 900 402 611 868 735 734 222 547 Arrive On Green 0.05 0.28 0.28 0.02 0.25 0.25 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1215 1870 1585 1351 478 1180 Grp Volume(v), veh/h 64 542 24 21 616 49 36 36 17 61 0 170 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1215 1870 1585 1351 0 1658 Q Serve(g_s), s 2.1 7.6 0.7 0.7 9.3 1.4 1.1 0.6 0.3 1.5 0.0 3.6 Cycle Q Clear(g_c), s 2.1 7.6 0.7 0.7 9.3 1.4 4.7 0.6 0.3 2.2 0.0 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.71
Lane Grp Cap(c), veh/h 98 1008 450 44 900 402 611 868 735 734 0 769 V/C Ratio(X) 0.65 0.54 0.05 0.48 0.68 0.12 0.06 0.04 0.02 0.08 0.00 0.22 Avail Cap(c_a), veh/h 436 2368 1056 285 2068 923 611 868 735 734 0 769 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.5 17.9 15.4 28.5 20.0 17.0 10.9 8.7 8.6 9.3 0.0 9.5 Incr Delay (d2), s/veh 7.2 0.4 0.0 7.8 0.9 0.1 0.2 0.1 0.1 0.2 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.5 0.2 0.4 3.2 0.4 0.2 0.2 0.1 0.4 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.6 18.4 15.5 36.4 20.9 17.2 11.1 8.8 8.7 9.5 0.0 10.2 LnGrp LOS C B B D C B B A A A B
Approach Vol, veh/h 630 686 89 231
Approach Delay, s/veh 19.9 21.1 9.7 10.0
Approach LOS B C A A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 32.0 6.0 21.3 32.0 7.8 19.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 9.5 39.5 27.5 14.5 34.5 Max Q Clear Time (g_c+I1), s 6.7 2.7 9.6 5.6 4.1 11.3
Green Ext Time (p_c), s 0.2 0.0 3.3 1.0 0.1 3.7
Intersection Summary
HCM 7th Control Delay, s/veh 18.5
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
6: Palomar Ave & Yucca Trail 09/16/2025
1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 177 19 56 227 30 42 65 151 16 44 28 Future Volume (veh/h) 30 177 19 56 227 30 42 65 151 16 44 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 239 26 76 307 41 57 88 204 22 59 38 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 73 363 308 106 398 337 91 790 670 46 742 629 Arrive On Green 0.04 0.19 0.19 0.06 0.21 0.21 0.05 0.42 0.42 0.03 0.40 0.40 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 41 239 26 76 307 41 57 88 204 22 59 38 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.4 7.1 0.8 2.5 9.3 1.3 1.9 1.7 5.2 0.7 1.2 0.9 Cycle Q Clear(g_c), s 1.4 7.1 0.8 2.5 9.3 1.3 1.9 1.7 5.2 0.7 1.2 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 73 363 308 106 398 337 91 790 670 46 742 629 V/C Ratio(X) 0.56 0.66 0.08 0.72 0.77 0.12 0.63 0.11 0.30 0.48 0.08 0.06 Avail Cap(c_a), veh/h 251 852 722 339 945 801 280 790 670 221 742 629 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 22.5 19.9 27.9 22.4 19.2 28.1 10.6 11.6 29.0 11.3 11.2 Incr Delay (d2), s/veh 6.5 2.0 0.1 8.6 3.2 0.2 6.9 0.3 1.2 7.7 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 2.9 0.3 1.2 3.7 0.4 0.9 0.6 1.5 0.4 0.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.9 24.5 20.0 36.5 25.6 19.4 35.0 10.9 12.7 36.8 11.5 11.4 LnGrp LOS C C C D C B D B B D B B
Approach Vol, veh/h 306 424 349 119
Approach Delay, s/veh 25.5 26.9 15.9 16.2
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s6.0 30.0 8.1 16.2 7.6 28.5 7.0 17.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 25.5 11.5 27.5 9.5 23.5 8.5 30.5 Max Q Clear Time (g_c+I1), s 2.7 7.2 4.5 9.1 3.9 3.2 3.4 11.3 Green Ext Time (p_c), s 0.0 1.0 0.1 1.1 0.0 0.3 0.0 1.5 Intersection Summary
HCM 7th Control Delay, s/veh 22.3
HCM 7th LOS C
HCM 7th TWSC
7: Yucca Trail & La Contenta Rd 09/16/2025
1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 103 226 0 0 172 16 0 0 0 20 0 98
Future Vol, veh/h 103 226 0 0 172 16 0 0 0 20 0 98
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - 220 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 66 66 66 66 66 66 66 66 66 66 66 66
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 156 342 0 0 261 24 0 0 0 30 0 148
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 285 0 - - - 0 915 939 342 927 - 273 Stage 1 - - - - - - 655 655 - 273 - -
Stage 2 - - - - - - 261 285 - 655 - -
Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 - -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1277 - 0 0 - - 253 264 700 249 0 766 Stage 1 - - 0 0 - - 455 463 - 733 0 -
Stage 2 - - 0 0 - - 744 676 - 455 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1277 - - - - - 173 224 700 211 - 766 Mov Cap-2 Maneuver - - - - - - 173 224 - 211 - -
Stage 1 - - - - - - 387 393 - 733 - -
Stage 2 - - - - - - 600 676 - 387 - -
Approach EB WB NB SB
HCM Control Delay, s/v 2.57 0 0 13.21
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 564 - - - 211 766
HCM Lane V/C Ratio - 0.122 - - - 0.144 0.194
HCM Control Delay (s/veh) 0 8.2 0 - - 24.9 10.8
HCM Lane LOS A A A - - C B
HCM 95th %tile Q(veh) - 0.4 - - - 0.5 0.7
HCM 7th TWSC
101: Commercial Dwy 1 & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 549 30 0 647 0 7
Future Vol, veh/h 549 30 0 647 0 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 624 34 0 735 0 8
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 312
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 583
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 583
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 11.26
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 583 - - -
HCM Lane V/C Ratio 0.014 - - -
HCM Control Delay (s/veh) 11.3 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0 - - -
HCM 7th TWSC
102: Commercial Dwy 2 & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX AM 11:25 am 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 1 1 0 1 1 2 69 0 18 137 40
Future Vol, veh/h 27 1 1 0 1 1 2 69 0 18 137 40
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - Free
Storage Length - - - - - - - - - 0 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 76 76 76 76 76 76 76 76 76 76 76 76
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 36 1 1 0 1 1 3 91 0 24 180 53
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 279 324 180 324 324 45 180 0 0 91 0 0 Stage 1 228 228 - 96 96 - - - - - - -
Stage 2 51 96 - 228 228 - - - - - - -
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 662 593 862 617 593 1015 1394 - - 1503 - 0 Stage 1 774 715 - 900 815 - - - - - - 0
Stage 2 956 815 - 774 715 - - - - - - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 648 583 862 604 583 1015 1394 - - 1503 - - Mov Cap-2 Maneuver 648 583 - 604 583 - - - - - - -
Stage 1 762 704 - 899 813 - - - - - - -
Stage 2 951 813 - 759 704 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v10.87 9.88 0.23 0.86
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) 101 - - 651 740 1503 -
HCM Lane V/C Ratio 0.002 - - 0.059 0.004 0.016 -
HCM Control Delay (s/veh) 7.6 0 - 10.9 9.9 7.4 -
HCM Lane LOS A A - B A A -
HCM 95th %tile Q(veh) 0 - - 0.2 0 0 -
HCM 7th Signalized Intersection Summary
1: Twentynine Palms Hwy (SR-62) & Avalon Ave 09/16/2025 1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 722 108 62 768 36 107 39 44 20 23 12 Future Volume (veh/h) 31 722 108 62 768 36 107 39 44 20 23 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 752 112 65 800 38 111 41 46 21 24 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 60 1039 463 94 1107 494 229 665 563 43 586 497 Arrive On Green 0.03 0.29 0.29 0.05 0.31 0.31 0.07 0.36 0.36 0.02 0.31 0.31 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 32 752 112 65 800 38 111 41 46 21 24 12 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.2 12.4 3.5 2.3 13.1 1.1 2.0 0.9 1.3 0.8 0.6 0.3 Cycle Q Clear(g_c), s 1.2 12.4 3.5 2.3 13.1 1.1 2.0 0.9 1.3 0.8 0.6 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 60 1039 463 94 1107 494 229 665 563 43 586 497 V/C Ratio(X) 0.53 0.72 0.24 0.69 0.72 0.08 0.48 0.06 0.08 0.49 0.04 0.02 Avail Cap(c_a), veh/h 204 1766 787 286 1928 860 449 665 563 177 586 497 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.1 20.8 17.6 30.4 20.0 15.9 29.5 13.9 14.0 31.5 15.6 15.5 Incr Delay (d2), s/veh 7.2 1.0 0.3 8.6 0.9 0.1 1.6 0.2 0.3 8.2 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.5 1.1 1.1 4.6 0.3 0.8 0.4 0.4 0.4 0.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.3 21.8 17.9 39.0 20.9 16.0 31.1 14.1 14.3 39.7 15.8 15.6 LnGrp LOS D C B D C B C B B D B B
Approach Vol, veh/h 896 903 198 57
Approach Delay, s/veh 21.9 22.0 23.6 24.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 27.7 8.0 23.6 8.8 25.0 6.7 24.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 22.5 10.5 32.5 8.5 20.5 7.5 35.5 Max Q Clear Time (g_c+I1), s 2.8 3.3 4.3 14.4 4.0 2.6 3.2 15.1 Green Ext Time (p_c), s 0.0 0.2 0.0 4.7 0.1 0.1 0.0 5.0 Intersection Summary
HCM 7th Control Delay, s/veh 22.2
HCM 7th LOS C
HCM 7th AWSC
2: Avalon Ave & Palisade Dr 09/16/2025
1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Intersection
Intersection Delay, s/veh10.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 41 4 23 115 2 11 12 121 86 5 148 25
Future Vol, veh/h 41 4 23 115 2 11 12 121 86 5 148 25
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 43 4 24 120 2 11 13 126 90 5 154 26
Number of Lanes 0 1 1 0 1 1 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 2 2
HCM Control Delay, s/veh9.4 10.8 10.6 10
HCM LOS A B B A
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 91% 0% 98% 0% 100% 0% 0%
Vol Thru, % 0% 58% 9% 0% 2% 0% 0% 100% 0%
Vol Right, % 0% 42% 0% 100% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 207 45 23 117 11 5 148 25
LT Vol 12 0 41 0 115 0 5 0 0
Through Vol 0 121 4 0 2 0 0 148 0
RT Vol 0 86 0 23 0 11 0 0 25
Lane Flow Rate 13 216 47 24 122 11 5 154 26
Geometry Grp 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.022 0.324 0.086 0.036 0.218 0.017 0.009 0.248 0.037 Departure Headway (Hd) 6.212 5.415 6.584 5.421 6.443 5.245 6.295 5.791 5.086 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 579 666 545 661 558 683 571 623 707
Service Time 3.921 3.124 4.316 3.153 4.171 2.973 4.006 3.502 2.797 HCM Lane V/C Ratio 0.022 0.324 0.086 0.036 0.219 0.016 0.009 0.247 0.037 HCM Control Delay, s/veh 9.1 10.7 9.9 8.4 11 8.1 9.1 10.4 8 HCM Lane LOS A B A A B A A B A
HCM 95th-tile Q 0.1 1.4 0.3 0.1 0.8 0.1 0 1 0.1
HCM 7th Signalized Intersection Summary
3: Twentynine Palms Hwy (SR-62) 09/16/2025
1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 659 76 180 729 126 171
Future Volume (veh/h) 659 76 180 729 126 171
Initial Q (Qb), veh000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 686 79 188 759 131 178
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, %222222
Cap, veh/h 1141 1008 243 1548 1426 870
Arrive On Green 0.22 0.22 0.14 0.44 0.41 0.41
Sat Flow, veh/h 5274 1585 1781 3647 3456 1585
Grp Volume(v), veh/h 686 79 188 759 131 178
Grp Sat Flow(s),veh/h/ln1702 1585 1781 1777 1728 1585
Q Serve(g_s), s 7.2 1.1 6.0 9.1 1.4 3.4
Cycle Q Clear(g_c), s 7.2 1.1 6.0 9.1 1.4 3.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1141 1008 243 1548 1426 870
V/C Ratio(X) 0.60 0.08 0.77 0.49 0.09 0.20
Avail Cap(c_a), veh/h 2280 1362 765 3383 1426 870
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.7 4.1 24.7 12.0 10.6 6.8
Incr Delay (d2), s/veh 0.5 0.0 5.2 0.2 0.1 0.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 0.8 2.5 2.7 0.5 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.2 4.2 30.0 12.3 10.8 7.3
LnGrp LOSCACBBA
Approach Vol, veh/h 765 947 309
Approach Delay, s/veh 19.4 15.8 8.8
Approach LOSBBA
Timer - Assigned Phs2348
Phs Duration (G+Y+Rc), s 29.0 12.6 17.8 30.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 25.5 26.5 56.5
Max Q Clear Time (g_c+I1), s 5.4 8.0 9.2 11.1
Green Ext Time (p_c), s 1.0 0.4 4.1 5.3
Intersection Summary
HCM 7th Control Delay, s/veh 16.1
HCM 7th LOSB
HCM 7th TWSC
4: East Commerical Access Rd & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 839 5 0 905 0 50
Future Vol, veh/h 839 5 0 905 0 50
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 912 5 0 984 0 54
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 456
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 472
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 472
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 13.62
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 472 - - -
HCM Lane V/C Ratio 0.115 - - -
HCM Control Delay (s/veh) 13.6 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.4 - - -
HCM 7th Signalized Intersection Summary
5: La Contenta Rd/Yucca Mesa Rd & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 691 22 15 795 72 23 28 17 63 21 80 Future Volume (veh/h) 132 691 22 15 795 72 23 28 17 63 21 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 133 698 22 15 803 73 23 28 17 64 21 81 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 174 1403 626 33 1121 500 537 686 581 603 124 477 Arrive On Green 0.10 0.39 0.39 0.02 0.32 0.32 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1293 1870 1585 1361 337 1300 Grp Volume(v), veh/h 133 698 22 15 803 73 23 28 17 64 0 102 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1293 1870 1585 1361 0 1636 Q Serve(g_s), s 4.5 9.1 0.5 0.5 12.3 2.0 0.8 0.6 0.4 1.9 0.0 2.6 Cycle Q Clear(g_c), s 4.5 9.1 0.5 0.5 12.3 2.0 3.3 0.6 0.4 2.5 0.0 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79
Lane Grp Cap(c), veh/h 174 1403 626 33 1121 500 537 686 581 603 0 600 V/C Ratio(X) 0.77 0.50 0.04 0.46 0.72 0.15 0.04 0.04 0.03 0.11 0.00 0.17 Avail Cap(c_a), veh/h 508 2752 1227 189 2114 943 537 686 581 603 0 600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.0 14.0 11.4 29.8 18.6 15.1 14.2 12.5 12.4 13.3 0.0 13.1 Incr Delay (d2), s/veh 6.8 0.3 0.0 9.7 0.9 0.1 0.1 0.1 0.1 0.4 0.0 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 2.8 0.1 0.3 4.1 0.6 0.2 0.2 0.1 0.5 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.8 14.3 11.4 39.5 19.4 15.2 14.4 12.6 12.5 13.7 0.0 13.7 LnGrp LOS C B B D B B B B B B B
Approach Vol, veh/h 853 891 68 166
Approach Delay, s/veh 17.2 19.4 13.2 13.7
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.0 5.6 28.7 27.0 10.5 23.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 6.5 47.5 22.5 17.5 36.5 Max Q Clear Time (g_c+I1), s 5.3 2.5 11.1 4.6 6.5 14.3
Green Ext Time (p_c), s 0.1 0.0 4.6 0.6 0.2 5.1
Intersection Summary
HCM 7th Control Delay, s/veh 17.8
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
6: Palomar Ave & Yucca Trail 09/16/2025
1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 198 51 84 238 51 46 101 94 64 132 82 Future Volume (veh/h) 54 198 51 84 238 51 46 101 94 64 132 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 206 53 88 248 53 48 105 98 67 138 85 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 90 309 262 115 335 284 82 776 657 100 795 673 Arrive On Green 0.05 0.17 0.17 0.06 0.18 0.18 0.05 0.41 0.41 0.06 0.42 0.42 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 56 206 53 88 248 53 48 105 98 67 138 85 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.8 6.2 1.7 2.9 7.5 1.7 1.6 2.1 2.3 2.2 2.8 2.0 Cycle Q Clear(g_c), s 1.8 6.2 1.7 2.9 7.5 1.7 1.6 2.1 2.3 2.2 2.8 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 90 309 262 115 335 284 82 776 657 100 795 673 V/C Ratio(X) 0.62 0.67 0.20 0.77 0.74 0.19 0.59 0.14 0.15 0.67 0.17 0.13 Avail Cap(c_a), veh/h 282 732 621 401 857 726 282 776 657 341 795 673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.9 23.5 21.6 27.6 23.3 20.9 28.1 10.9 11.0 27.8 10.7 10.5 Incr Delay (d2), s/veh 6.8 2.5 0.4 10.2 3.2 0.3 6.5 0.4 0.5 7.6 0.5 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 2.6 0.6 1.4 3.1 0.6 0.7 0.7 0.7 1.1 1.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.8 26.0 22.0 37.9 26.6 21.3 34.6 11.3 11.4 35.4 11.2 10.9 LnGrp LOS C C C D C C C B B D B B
Approach Vol, veh/h 315 389 251 290
Approach Delay, s/veh 26.9 28.4 15.8 16.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.9 29.4 8.4 14.4 7.3 30.0 7.5 15.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 23.5 13.5 23.5 9.5 25.5 9.5 27.5 Max Q Clear Time (g_c+I1), s 4.2 4.3 4.9 8.2 3.6 4.8 3.8 9.5 Green Ext Time (p_c), s 0.1 0.7 0.1 1.0 0.0 0.9 0.0 1.2 Intersection Summary
HCM 7th Control Delay, s/veh 22.7
HCM 7th LOS C
HCM 7th TWSC
7: Yucca Trail & La Contenta Rd 09/16/2025
1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 256 0 0 261 13 0 0 0 26 0 41
Future Vol, veh/h 28 256 0 0 261 13 0 0 0 26 0 41
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - 220 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 30 272 0 0 278 14 0 0 0 28 0 44
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 291 0 - - - 0 610 623 272 616 - 285 Stage 1 - - - - - - 332 332 - 285 - -
Stage 2 - - - - - - 278 291 - 332 - -
Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 - -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1270 - 0 0 - - 407 402 766 402 0 754 Stage 1 - - 0 0 - - 682 645 - 723 0 -
Stage 2 - - 0 0 - - 729 671 - 682 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1270 - - - - - 373 391 766 391 - 754 Mov Cap-2 Maneuver - - - - - - 373 391 - 391 - -
Stage 1 - - - - - - 663 627 - 723 - -
Stage 2 - - - - - - 687 671 - 663 - -
Approach EB WB NB SB
HCM Control Delay, s/v 0.78 0 0 11.94
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 177 - - - 391 754
HCM Lane V/C Ratio - 0.023 - - - 0.071 0.058
HCM Control Delay (s/veh) 0 7.9 0 - - 14.9 10.1
HCM Lane LOS A A A - - B B
HCM 95th %tile Q(veh) - 0.1 - - - 0.2 0.2
HCM 7th TWSC
101: Commercial Dwy 1 & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 728 51 0 866 0 39
Future Vol, veh/h 728 51 0 866 0 39
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 751 53 0 893 0 40
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 375
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 531
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 531
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 12.33
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 531 - - -
HCM Lane V/C Ratio 0.076 - - -
HCM Control Delay (s/veh) 12.3 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.2 - - -
HCM 7th TWSC
102: Commercial Dwy 2 & Twentynine Palms Hwy (SR-62) 09/16/2025 1 EX PM 4:04 pm 12/26/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 118 5 8 4 3 49 3 146 1 67 153 53
Future Vol, veh/h 118 5 8 4 3 49 3 146 1 67 153 53
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - Free
Storage Length - - - - - - - - - 0 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 131 6 9 4 3 54 3 162 1 74 170 59
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 408 489 170 491 488 82 170 0 0 163 0 0 Stage 1 319 319 - 169 169 - - - - - - -
Stage 2 89 170 - 322 319 - - - - - - -
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 540 479 873 474 479 962 1406 - - 1414 - 0 Stage 1 692 652 - 816 758 - - - - - - 0
Stage 2 908 757 - 689 652 - - - - - - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 478 453 873 438 453 962 1406 - - 1414 - - Mov Cap-2 Maneuver 478 453 - 438 453 - - - - - - -
Stage 1 655 618 - 814 756 - - - - - - -
Stage 2 851 756 - 641 618 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 15.4 9.63 0.17 2.34
HCM LOS C A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) 71 - - 491 840 1414 -
HCM Lane V/C Ratio 0.002 - - 0.297 0.074 0.053 -
HCM Control Delay (s/veh) 7.6 0 - 15.4 9.6 7.7 -
HCM Lane LOS A A - C A A -
HCM 95th %tile Q(veh) 0 - - 1.2 0.2 0.2 -
HCM 7th Signalized Intersection Summary
1: Twentynine Palms Hwy (SR-62) & Avalon Ave 09/16/2025 2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 542 38 38 619 15 41 27 45 21 37 15 Future Volume (veh/h) 6 542 38 38 619 15 41 27 45 21 37 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 6 571 40 40 652 16 43 28 47 22 39 16 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 14 836 373 72 951 424 147 754 639 45 722 612 Arrive On Green 0.01 0.24 0.24 0.04 0.27 0.27 0.04 0.40 0.40 0.03 0.39 0.39 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 6 571 40 40 652 16 43 28 47 22 39 16 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.2 8.9 1.2 1.3 10.0 0.5 0.7 0.6 1.1 0.7 0.8 0.4 Cycle Q Clear(g_c), s 0.2 8.9 1.2 1.3 10.0 0.5 0.7 0.6 1.1 0.7 0.8 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 14 836 373 72 951 424 147 754 639 45 722 612 V/C Ratio(X) 0.43 0.68 0.11 0.56 0.69 0.04 0.29 0.04 0.07 0.48 0.05 0.03 Avail Cap(c_a), veh/h 190 1839 820 278 2015 899 426 754 639 249 722 612 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 21.2 18.3 28.7 20.0 16.5 28.3 11.0 11.2 29.3 11.7 11.6 Incr Delay (d2), s/veh 19.0 1.0 0.1 6.6 0.9 0.0 1.1 0.1 0.2 7.8 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.2 0.4 0.6 3.5 0.1 0.3 0.2 0.3 0.4 0.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.0 22.2 18.4 35.2 20.9 16.5 29.3 11.1 11.4 37.0 11.9 11.7 LnGrp LOS D C B D C B C B B D B B
Approach Vol, veh/h 617 708 118 77
Approach Delay, s/veh 22.2 21.6 17.9 19.0
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 29.0 7.0 18.8 7.1 28.0 5.0 20.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 22.5 9.5 31.5 7.5 23.5 6.5 34.5 Max Q Clear Time (g_c+I1), s 2.7 3.1 3.3 10.9 2.7 2.8 2.2 12.0 Green Ext Time (p_c), s 0.0 0.2 0.0 3.4 0.0 0.1 0.0 4.0 Intersection Summary
HCM 7th Control Delay, s/veh 21.4
HCM 7th LOS C
HCM 7th AWSC
2: Avalon Ave & Palisade Dr 09/16/2025
2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 3 4 26 3 10 22 108 63 3 73 28
Future Vol, veh/h 26 3 4 26 3 10 22 108 63 3 73 28
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 27 3 4 27 3 11 23 114 66 3 77 29
Number of Lanes 0 1 1 0 1 1 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 2 2
HCM Control Delay, s/veh8.7 8.5 8.8 8.2
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 90% 0% 90% 0% 100% 0% 0%
Vol Thru, % 0% 63% 10% 0% 10% 0% 0% 100% 0%
Vol Right, % 0% 37% 0% 100% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 22 171 29 4 29 10 3 73 28
LT Vol 22 0 26 0 26 0 3 0 0
Through Vol 0 108 3 0 3 0 0 73 0
RT Vol 0 63 0 4 0 10 0 0 28
Lane Flow Rate 23 180 31 4 31 11 3 77 29
Geometry Grp 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.035 0.236 0.05 0.006 0.05 0.014 0.005 0.11 0.037 Departure Headway (Hd) 5.489 4.729 5.886 4.735 5.874 4.722 5.666 5.164 4.462 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 653 760 608 755 610 757 632 694 802
Service Time 3.215 2.455 3.621 2.469 3.608 2.457 3.396 2.894 2.192 HCM Lane V/C Ratio 0.035 0.237 0.051 0.005 0.051 0.015 0.005 0.111 0.036 HCM Control Delay, s/veh 8.4 8.9 8.9 7.5 8.9 7.5 8.4 8.5 7.4 HCM Lane LOS A A A A A A A A A
HCM 95th-tile Q 0.1 0.9 0.2 0 0.2 0 0 0.4 0.1
HCM 7th Signalized Intersection Summary
3: Twentynine Palms Hwy (SR-62) 09/16/2025
2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 472 79 123 609 50 48
Future Volume (veh/h) 472 79 123 609 50 48
Initial Q (Qb), veh000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 497 83 129 641 53 51
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %222222
Cap, veh/h 959 1018 172 1320 1571 874
Arrive On Green 0.19 0.19 0.10 0.37 0.45 0.45
Sat Flow, veh/h 5274 1585 1781 3647 3456 1585
Grp Volume(v), veh/h 497 83 129 641 53 51
Grp Sat Flow(s),veh/h/ln1702 1585 1781 1777 1728 1585
Q Serve(g_s), s 4.5 1.0 3.6 7.2 0.4 0.8
Cycle Q Clear(g_c), s 4.5 1.0 3.6 7.2 0.4 0.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 959 1018 172 1320 1571 874
V/C Ratio(X) 0.52 0.08 0.75 0.49 0.03 0.06
Avail Cap(c_a), veh/h 2815 1594 844 3952 1571 874
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.9 3.5 22.7 12.5 7.8 5.4
Incr Delay (d2), s/veh 0.4 0.0 6.4 0.3 0.0 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.5 0.7 1.6 2.1 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.3 3.5 29.2 12.7 7.8 5.5
LnGrp LOSBACBAA
Approach Vol, veh/h 580 770 104
Approach Delay, s/veh 17.1 15.5 6.7
Approach LOSBBA
Timer - Assigned Phs2348
Phs Duration (G+Y+Rc), s 28.0 9.5 14.2 23.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.5 24.5 28.5 57.5
Max Q Clear Time (g_c+I1), s 2.8 5.6 6.5 9.2
Green Ext Time (p_c), s 0.3 0.3 3.2 4.3
Intersection Summary
HCM 7th Control Delay, s/veh 15.5
HCM 7th LOSB
HCM 7th TWSC
4: East Commerical Access Rd & Twentynine Palms Hwy (SR-62) 09/16/2025 2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 542 2 0 717 0 61
Future Vol, veh/h 542 2 0 717 0 61
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 571 2 0 755 0 64
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 285
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 607
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 607
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 11.63
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 607 - - -
HCM Lane V/C Ratio 0.106 - - -
HCM Control Delay (s/veh) 11.6 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.4 - - -
HCM 7th Signalized Intersection Summary
5: La Contenta Rd/Yucca Mesa Rd & Twentynine Palms Hwy (SR-62) 09/16/2025 2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 501 22 20 570 46 33 33 16 56 46 112 Future Volume (veh/h) 59 501 22 20 570 46 33 33 16 56 46 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 62 527 23 21 600 48 35 35 17 59 48 118 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 988 441 44 883 394 621 875 741 741 224 551 Arrive On Green 0.05 0.28 0.28 0.02 0.25 0.25 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1220 1870 1585 1352 479 1179 Grp Volume(v), veh/h 62 527 23 21 600 48 35 35 17 59 0 166 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1220 1870 1585 1352 0 1658 Q Serve(g_s), s 2.0 7.4 0.6 0.7 9.0 1.4 1.0 0.6 0.3 1.5 0.0 3.5 Cycle Q Clear(g_c), s 2.0 7.4 0.6 0.7 9.0 1.4 4.5 0.6 0.3 2.1 0.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.71
Lane Grp Cap(c), veh/h 96 988 441 44 883 394 621 875 741 741 0 776 V/C Ratio(X) 0.64 0.53 0.05 0.48 0.68 0.12 0.06 0.04 0.02 0.08 0.00 0.21 Avail Cap(c_a), veh/h 439 2387 1065 288 2085 930 621 875 741 741 0 776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.2 18.0 15.6 28.3 20.0 17.1 10.6 8.5 8.4 9.0 0.0 9.3 Incr Delay (d2), s/veh 7.0 0.4 0.0 7.8 0.9 0.1 0.2 0.1 0.1 0.2 0.0 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 2.5 0.2 0.3 3.1 0.4 0.2 0.2 0.1 0.3 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.2 18.4 15.6 36.1 20.9 17.3 10.8 8.6 8.5 9.3 0.0 9.9 LnGrp LOS C B B D C B B A A A A
Approach Vol, veh/h 612 669 87 225
Approach Delay, s/veh 19.9 21.1 9.4 9.7
Approach LOS B C A A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 32.0 6.0 20.8 32.0 7.7 19.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 9.5 39.5 27.5 14.5 34.5 Max Q Clear Time (g_c+I1), s 6.5 2.7 9.4 5.5 4.0 11.0
Green Ext Time (p_c), s 0.2 0.0 3.2 0.9 0.1 3.6
Intersection Summary
HCM 7th Control Delay, s/veh 18.4
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
6: Palomar Ave & Yucca Trail 09/16/2025
2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 184 20 58 236 31 44 68 157 17 46 29 Future Volume (veh/h) 31 184 20 58 236 31 44 68 157 17 46 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 33 194 21 61 248 33 46 72 165 18 48 31 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 64 304 258 97 339 287 81 835 707 39 791 670
Arrive On Green 0.04 0.16 0.16 0.05 0.18 0.18 0.05 0.45 0.45 0.02 0.42 0.42 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 33 194 21 61 248 33 46 72 165 18 48 31 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.0 5.5 0.6 1.9 7.2 1.0 1.4 1.3 3.7 0.6 0.9 0.7 Cycle Q Clear(g_c), s 1.0 5.5 0.6 1.9 7.2 1.0 1.4 1.3 3.7 0.6 0.9 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 64 304 258 97 339 287 81 835 707 39 791 670 V/C Ratio(X) 0.52 0.64 0.08 0.63 0.73 0.11 0.57 0.09 0.23 0.46 0.06 0.05 Avail Cap(c_a), veh/h 265 900 763 359 998 846 296 835 707 234 791 670 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 22.3 20.3 26.5 22.1 19.6 26.7 9.1 9.8 27.6 9.8 9.7 Incr Delay (d2), s/veh 6.4 2.2 0.1 6.6 3.0 0.2 6.2 0.2 0.8 8.4 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 2.2 0.2 0.9 2.8 0.3 0.7 0.4 1.0 0.3 0.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.5 24.6 20.4 33.1 25.1 19.7 32.9 9.3 10.5 36.0 9.9 9.8 LnGrp LOS C C C C C B C A B D A A
Approach Vol, veh/h 248 342 283 97
Approach Delay, s/veh 25.4 26.0 13.9 14.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s5.7 30.0 7.6 13.8 7.1 28.7 6.5 14.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 25.5 11.5 27.5 9.5 23.5 8.5 30.5 Max Q Clear Time (g_c+I1), s 2.6 5.7 3.9 7.5 3.4 2.9 3.0 9.2 Green Ext Time (p_c), s 0.0 0.8 0.1 0.9 0.0 0.2 0.0 1.2 Intersection Summary
HCM 7th Control Delay, s/veh 21.2
HCM 7th LOS C
HCM 7th TWSC
7: Yucca Trail & La Contenta Rd 09/16/2025
2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 107 235 0 0 179 17 0 0 0 21 0 102
Future Vol, veh/h 107 235 0 0 179 17 0 0 0 21 0 102
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - 220 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 113 247 0 0 188 18 0 0 0 22 0 107
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 206 0 - - - 0 661 679 247 670 - 197 Stage 1 - - - - - - 473 473 - 197 - -
Stage 2 - - - - - - 188 206 - 473 - -
Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 - -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1365 - 0 0 - - 376 374 791 371 0 844 Stage 1 - - 0 0 - - 572 559 - 804 0 -
Stage 2 - - 0 0 - - 813 731 - 572 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1365 - - - - - 297 338 791 335 - 844 Mov Cap-2 Maneuver - - - - - - 297 338 - 335 - -
Stage 1 - - - - - - 517 505 - 804 - -
Stage 2 - - - - - - 710 731 - 517 - -
Approach EB WB NB SB
HCM Control Delay, s/v 2.46 0 0 11.02
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 563 - - - 335 844
HCM Lane V/C Ratio - 0.083 - - - 0.066 0.127
HCM Control Delay (s/veh) 0 7.9 0 - - 16.5 9.9
HCM Lane LOS A A A - - C A
HCM 95th %tile Q(veh) - 0.3 - - - 0.2 0.4
HCM 7th TWSC
101: Commercial Dwy 1 & Twentynine Palms Hwy (SR-62) 09/16/2025 2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 571 31 0 673 0 7
Future Vol, veh/h 571 31 0 673 0 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 601 33 0 708 0 7
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 301
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 593
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 593
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 11.14
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 593 - - -
HCM Lane V/C Ratio 0.012 - - -
HCM Control Delay (s/veh) 11.1 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0 - - -
HCM 7th TWSC
102: Commercial Dwy 2 & Twentynine Palms Hwy (SR-62) 09/16/2025 2 OY AM 10:08 am 12/27/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 1 1 0 1 1 2 72 0 19 142 42
Future Vol, veh/h 28 1 1 0 1 1 2 72 0 19 142 42
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - Free
Storage Length - - - - - - - - - 0 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 1 1 0 1 1 2 76 0 20 149 44
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 232 269 149 270 269 38 149 0 0 76 0 0 Stage 1 189 189 - 80 80 - - - - - - -
Stage 2 43 80 - 190 189 - - - - - - -
Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 713 636 896 672 636 1026 1431 - - 1522 - 0 Stage 1 812 743 - 920 828 - - - - - - 0
Stage 2 967 828 - 811 743 - - - - - - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 701 627 896 660 627 1026 1431 - - 1522 - - Mov Cap-2 Maneuver 701 627 - 660 627 - - - - - - -
Stage 1 801 733 - 919 827 - - - - - - -
Stage 2 963 827 - 798 733 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v10.36 9.64 0.21 0.87
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) 97 - - 703 778 1522 -
HCM Lane V/C Ratio 0.001 - - 0.045 0.003 0.013 -
HCM Control Delay (s/veh) 7.5 0 - 10.4 9.6 7.4 -
HCM Lane LOS A A - B A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 -
HCM 7th Signalized Intersection Summary
1: Twentynine Palms Hwy (SR-62) & Avalon Ave 09/18/2025 2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 751 112 64 799 37 111 41 46 21 24 12 Future Volume (veh/h) 32 751 112 64 799 37 111 41 46 21 24 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 791 118 67 841 39 117 43 48 22 25 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 62 1076 480 95 1141 509 229 652 553 45 575 487 Arrive On Green 0.04 0.30 0.30 0.05 0.32 0.32 0.07 0.35 0.35 0.03 0.31 0.31 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 34 791 118 67 841 39 117 43 48 22 25 13 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.3 13.3 3.7 2.5 14.0 1.1 2.2 1.0 1.4 0.8 0.6 0.4 Cycle Q Clear(g_c), s 1.3 13.3 3.7 2.5 14.0 1.1 2.2 1.0 1.4 0.8 0.6 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 62 1076 480 95 1141 509 229 652 553 45 575 487 V/C Ratio(X) 0.54 0.74 0.25 0.71 0.74 0.08 0.51 0.07 0.09 0.49 0.04 0.03 Avail Cap(c_a), veh/h 200 1732 773 281 1892 844 441 652 553 174 575 487 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.6 20.8 17.5 31.0 20.1 15.8 30.1 14.5 14.6 32.1 16.2 16.1 Incr Delay (d2), s/veh 7.2 1.0 0.3 9.2 0.9 0.1 1.7 0.2 0.3 8.1 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 4.8 1.2 1.2 5.0 0.4 0.9 0.4 0.5 0.4 0.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.8 21.8 17.8 40.2 21.1 15.8 31.8 14.7 14.9 40.2 16.3 16.2 LnGrp LOS D C B D C B C B B D B B
Approach Vol, veh/h 943 947 208 60
Approach Delay, s/veh 21.9 22.2 24.4 25.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 27.8 8.1 24.7 8.9 25.0 6.8 25.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 22.5 10.5 32.5 8.5 20.5 7.5 35.5 Max Q Clear Time (g_c+I1), s 2.8 3.4 4.5 15.3 4.2 2.6 3.3 16.0 Green Ext Time (p_c), s 0.0 0.3 0.0 4.9 0.1 0.1 0.0 5.2 Intersection Summary
HCM 7th Control Delay, s/veh 22.4
HCM 7th LOS C
HCM 7th AWSC
2: Avalon Ave & Palisade Dr 09/18/2025
2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Intersection
Intersection Delay, s/veh10.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 4 24 120 2 11 12 126 89 5 154 26
Future Vol, veh/h 43 4 24 120 2 11 12 126 89 5 154 26
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 45 4 25 126 2 12 13 133 94 5 162 27
Number of Lanes 0 1 1 0 1 1 1 1 0 1 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 2 2
HCM Control Delay, s/veh9.6 11 11 10.3
HCM LOS A B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 91% 0% 98% 0% 100% 0% 0%
Vol Thru, % 0% 59% 9% 0% 2% 0% 0% 100% 0%
Vol Right, % 0% 41% 0% 100% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 215 47 24 122 11 5 154 26
LT Vol 12 0 43 0 120 0 5 0 0
Through Vol 0 126 4 0 2 0 0 154 0
RT Vol 0 89 0 24 0 11 0 0 26
Lane Flow Rate 13 226 49 25 128 12 5 162 27
Geometry Grp 6 6 6 6 6 6 6 6 6
Degree of Util (X) 0.022 0.344 0.092 0.039 0.233 0.017 0.009 0.264 0.039 Departure Headway (Hd) 6.272 5.476 6.684 5.518 6.53 5.332 6.36 5.856 5.151 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 572 659 537 649 551 672 564 614 696
Service Time 3.997 3.201 4.415 3.248 4.257 3.059 4.086 3.582 2.876 HCM Lane V/C Ratio 0.023 0.343 0.091 0.039 0.232 0.018 0.009 0.264 0.039 HCM Control Delay, s/veh 9.1 11.1 10.1 8.5 11.2 8.2 9.1 10.7 8.1 HCM Lane LOS A B B A B A A B A
HCM 95th-tile Q 0.1 1.5 0.3 0.1 0.9 0.1 0 1.1 0.1
HCM 7th Signalized Intersection Summary
3: Twentynine Palms Hwy (SR-62) 09/18/2025
2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 685 79 187 758 131 178
Future Volume (veh/h) 685 79 187 758 131 178
Initial Q (Qb), veh000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 721 83 197 798 138 187
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %222222
Cap, veh/h 1177 1007 253 1587 1399 866
Arrive On Green 0.23 0.23 0.14 0.45 0.40 0.40
Sat Flow, veh/h 5274 1585 1781 3647 3456 1585
Grp Volume(v), veh/h 721 83 197 798 138 187
Grp Sat Flow(s),veh/h/ln1702 1585 1781 1777 1728 1585
Q Serve(g_s), s 7.7 1.2 6.5 9.7 1.5 3.7
Cycle Q Clear(g_c), s 7.7 1.2 6.5 9.7 1.5 3.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1177 1007 253 1587 1399 866
V/C Ratio(X) 0.61 0.08 0.78 0.50 0.10 0.22
Avail Cap(c_a), veh/h 2235 1335 750 3317 1399 866
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.9 4.3 25.1 12.0 11.2 7.1
Incr Delay (d2), s/veh 0.5 0.0 5.2 0.2 0.1 0.6
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.6 0.8 2.7 2.9 0.5 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.4 4.3 30.3 12.2 11.3 7.6
LnGrp LOSCACBBA
Approach Vol, veh/h 804 995 325
Approach Delay, s/veh 19.6 15.8 9.2
Approach LOSBBA
Timer - Assigned Phs2348
Phs Duration (G+Y+Rc), s 29.0 13.1 18.4 31.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 25.5 26.5 56.5
Max Q Clear Time (g_c+I1), s 5.7 8.5 9.7 11.7
Green Ext Time (p_c), s 1.0 0.4 4.3 5.6
Intersection Summary
HCM 7th Control Delay, s/veh 16.2
HCM 7th LOSB
HCM 7th TWSC
4: East Commerical Access Rd & Twentynine Palms Hwy (SR-62) 09/18/2025 2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 873 5 0 942 0 52
Future Vol, veh/h 873 5 0 942 0 52
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 919 5 0 992 0 55
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 459
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 469
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 469
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 13.68
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 469 - - -
HCM Lane V/C Ratio 0.117 - - -
HCM Control Delay (s/veh) 13.7 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.4 - - -
HCM 7th Signalized Intersection Summary
5: La Contenta Rd/Yucca Mesa Rd & Twentynine Palms Hwy (SR-62) 09/18/2025 2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 137 719 23 16 827 75 24 29 18 66 22 83 Future Volume (veh/h) 137 719 23 16 827 75 24 29 18 66 22 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 144 757 24 17 871 79 25 31 19 69 23 87 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 187 1485 662 36 1185 528 503 657 557 573 120 455 Arrive On Green 0.10 0.42 0.42 0.02 0.33 0.33 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1283 1870 1585 1355 342 1295 Grp Volume(v), veh/h 144 757 24 17 871 79 25 31 19 69 0 110 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1283 1870 1585 1355 0 1637 Q Serve(g_s), s 5.0 10.1 0.6 0.6 13.9 2.2 0.9 0.7 0.5 2.3 0.0 3.0 Cycle Q Clear(g_c), s 5.0 10.1 0.6 0.6 13.9 2.2 3.9 0.7 0.5 3.0 0.0 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79
Lane Grp Cap(c), veh/h 187 1485 662 36 1185 528 503 657 557 573 0 575 V/C Ratio(X) 0.77 0.51 0.04 0.47 0.74 0.15 0.05 0.05 0.03 0.12 0.00 0.19 Avail Cap(c_a), veh/h 486 2634 1175 181 2024 903 503 657 557 573 0 575 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.9 13.8 11.0 31.0 18.9 15.0 15.8 13.7 13.7 14.7 0.0 14.5 Incr Delay (d2), s/veh 6.6 0.3 0.0 9.1 0.9 0.1 0.2 0.1 0.1 0.4 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 3.1 0.2 0.3 4.7 0.7 0.2 0.3 0.2 0.6 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.6 14.1 11.0 40.1 19.8 15.1 16.0 13.9 13.8 15.1 0.0 15.2 LnGrp LOS C B B D B B B B B B B
Approach Vol, veh/h 925 967 75 179
Approach Delay, s/veh 17.2 19.7 14.5 15.2
Approach LOS B B B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 27.0 5.8 31.3 27.0 11.2 25.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 6.5 47.5 22.5 17.5 36.5 Max Q Clear Time (g_c+I1), s 5.9 2.6 12.1 5.0 7.0 15.9
Green Ext Time (p_c), s 0.2 0.0 5.0 0.6 0.2 5.5
Intersection Summary
HCM 7th Control Delay, s/veh 18.1
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
6: Palomar Ave & Yucca Trail 09/18/2025
2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 56 206 53 87 248 53 48 105 98 67 137 85 Future Volume (veh/h) 56 206 53 87 248 53 48 105 98 67 137 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 59 217 56 92 261 56 51 111 103 71 144 89 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 92 319 270 120 347 294 85 765 648 102 784 664 Arrive On Green 0.05 0.17 0.17 0.07 0.19 0.19 0.05 0.41 0.41 0.06 0.42 0.42 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 59 217 56 92 261 56 51 111 103 71 144 89 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.0 6.6 1.8 3.1 8.0 1.8 1.7 2.3 2.5 2.4 2.9 2.1 Cycle Q Clear(g_c), s 2.0 6.6 1.8 3.1 8.0 1.8 1.7 2.3 2.5 2.4 2.9 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 92 319 270 120 347 294 85 765 648 102 784 664 V/C Ratio(X) 0.64 0.68 0.21 0.77 0.75 0.19 0.60 0.15 0.16 0.69 0.18 0.13 Avail Cap(c_a), veh/h 278 722 612 395 845 716 278 765 648 337 784 664 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.3 23.7 21.7 27.9 23.4 20.9 28.4 11.3 11.4 28.2 11.1 10.9 Incr Delay (d2), s/veh 7.1 2.6 0.4 9.8 3.3 0.3 6.7 0.4 0.5 8.1 0.5 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 2.7 0.6 1.5 3.3 0.6 0.8 0.8 0.7 1.2 1.1 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.4 26.3 22.1 37.7 26.7 21.2 35.2 11.7 11.9 36.3 11.6 11.3 LnGrp LOS D C C D C C D B B D B B
Approach Vol, veh/h 332 409 265 304
Approach Delay, s/veh 27.2 28.4 16.3 17.3
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.0 29.4 8.6 14.9 7.4 30.0 7.7 15.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 23.5 13.5 23.5 9.5 25.5 9.5 27.5 Max Q Clear Time (g_c+I1), s 4.4 4.5 5.1 8.6 3.7 4.9 4.0 10.0 Green Ext Time (p_c), s 0.1 0.7 0.1 1.0 0.0 0.9 0.0 1.3 Intersection Summary
HCM 7th Control Delay, s/veh 23.1
HCM 7th LOS C
HCM 7th TWSC
7: Yucca Trail & La Contenta Rd 09/18/2025
2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 266 0 0 271 14 0 0 0 27 0 43
Future Vol, veh/h 29 266 0 0 271 14 0 0 0 27 0 43
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - 220 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 31 280 0 0 285 15 0 0 0 28 0 45
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 300 0 - - - 0 626 641 280 634 - 293 Stage 1 - - - - - - 341 341 - 293 - -
Stage 2 - - - - - - 285 300 - 341 - -
Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 - 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 - -
Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 - 3.318 Pot Cap-1 Maneuver 1261 - 0 0 - - 396 393 759 392 0 747 Stage 1 - - 0 0 - - 674 639 - 715 0 -
Stage 2 - - 0 0 - - 722 666 - 674 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1261 - - - - - 362 382 759 381 - 747 Mov Cap-2 Maneuver - - - - - - 362 382 - 381 - -
Stage 1 - - - - - - 655 620 - 715 - -
Stage 2 - - - - - - 678 666 - 655 - -
Approach EB WB NB SB
HCM Control Delay, s/v 0.78 0 0 12.09
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 177 - - - 381 747
HCM Lane V/C Ratio - 0.024 - - - 0.075 0.061
HCM Control Delay (s/veh) 0 7.9 0 - - 15.2 10.1
HCM Lane LOS A A A - - C B
HCM 95th %tile Q(veh) - 0.1 - - - 0.2 0.2
HCM 7th TWSC
101: Commercial Dwy 1 & Twentynine Palms Hwy (SR-62) 09/18/2025 2 OY PM 10:08 am 09/27/2024 Baseline Synchro 12 Report
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 757 53 0 901 0 41
Future Vol, veh/h 757 53 0 901 0 41
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 797 56 0 948 0 43
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 398
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 514
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 514
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s/v 0 0 12.65
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 514 - - -
HCM Lane V/C Ratio 0.084 - - -
HCM Control Delay (s/veh) 12.7 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.3 - - -