Ncil20250827 — Santee City Council, August 27, 2025 (part 20 of 22)

Discussion / justification may be provided.

Source Control Requirement Applied?
SC-1 Prevention of Illicit Discharges into the MS4  Yes  No  N/A Discussion / justification if SC-1 not implemented:

SC-2 Storm Drain Stenciling or Signage  Yes  No  N/A Discussion / justification if SC-2 not implemented:

SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
 Yes  No  N/A
Discussion / justification if SC-3 not implemented:

The project has no outdoor material storage areas.

SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
 Yes  No  N/A
Discussion / justification if SC-4 not implemented:

The project has no outdoor work areas.
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PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Form I-4 Page 2 of 2, Form Template Date: August 31, 2015 Source Control Requirement Applied?
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
 Yes  No  N/A
Discussion / justification if SC-5 not implemented:

SC-6 Additional BMPs Based on Potential Sources of Runoff Pollutants (must answer for each source listed below)
 On-site storm drain inlets
 Interior floor drains and elevator shaft sump pumps
 Interior parking garages
 Need for future indoor & structural pest control
 Landscape/Outdoor Pesticide Use
 Pools, spas, ponds, decorative fountains, and other water features  Food service
 Refuse areas
 Industrial processes
 Outdoor storage of equipment or materials
 Vehicle and Equipment Cleaning
 Vehicle/Equipment Repair and Maintenance
 Fuel Dispensing Areas
 Loading Docks
 Fire Sprinkler Test Water
 Miscellaneous Drain or Wash Water
 Plazas, sidewalks, and parking lots
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 Yes
 No
 No
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 No
 No
 No
 No
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 No
 No
 No
 No
 N/A
 N/A
 N/A
 N/A
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 N/A
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 N/A
 N/A
 N/A
 N/A
 N/A
 N/A
 N/A
Discussion / justification if SC-6 not implemented. Clearly identify which sources of runoff pollutants are discussed. Justification must be provided for all "No" answers shown above.

Outdoor storage, vehicle cleaning, vehicle repair/maintenance and fuel dispensing is not allowed on site. There are no interior floor drains, interior parking garages, food service or industrial processes within the building. No decorative water features are associated with the project. ×
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PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Site Design BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I-5
Model BMP Design
Manual
[August 31, 2015]
Project Identification
Project Name: Palisade Santee Business Park
Permit Application Number: DR2023-02
Site Design BMPs
All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement site design BMPs shown in this checklist.

Answer each category below pursuant to the following.
• "Yes" means the project will implement the site design BMP as described in Chapter 4 and/or Appendix E of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion / justification must be provided.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project site has no existing natural areas to conserve).

Discussion / justification may be provided.

Site Design Requirement Applied?
SD-1 Maintain Natural Drainage Pathways and Hydrologic Features  Yes  No  N/A Discussion / justification if SD-1 not implemented:

SD-2 Conserve Natural Areas, Soils, and Vegetation  Yes  No  N/A Discussion / justification if SD-2 not implemented:

SD-3 Minimize Impervious Area  Yes  No  N/A
Discussion / justification if SD-3 not implemented:

SD-4 Minimize Soil Compaction  Yes  No  N/A
Discussion / justification if SD-4 not implemented:

SD-5 Impervious Area Dispersion  Yes  No  N/A
Discussion / justification if SD-5 not implemented:

Site layout and limited pervious area makes SD-5 infeasible to implement effectively. ×
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PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Form I-5 Page 2 of 2, Form Template Date: August 31, 2015 Site Design Requirement Applied?
SD-6 Runoff Collection  Yes  No  N/A
Discussion / justification if SD-6 not implemented:

Site is implementing infiltration practices that retains stormwater on-site, therefore, there is no need to implement runoff collection.

SD-7 Landscaping with Native or Drought Tolerant Species  Yes  No  N/A Discussion / justification if SD-7 not implemented:

SD-8 Harvesting and Using Precipitation  Yes  No  N/A Discussion / justification if SD-8 not implemented:

Site is implementing infiltration practices that retains stormwater on-site, therefore, there is no need to implement rainwater harvesting.
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PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Summary of PDP Structural BMPs
Form I-6 (PDPs)
Model BMP Design Manual
[August 31, 2015]
Project Identification
Project Name: Palisade Santee Business Park
Permit Application: Number DR2023-02
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s).

PDP structural BMPs must be verified by the local jurisdiction at the completion of construction. This may include requiring the project owner or project owner's representative and engineer of record to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the local jurisdiction must confirm the maintenance (see Section 7 of the BMP Design Manual).

Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet (page 3 of this form) for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP).

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated or separate.

Based on the location, the site has an 85th percentile 24-hr storm depth of 0.50 inches (BMP Design Manual Figure B.1-1). Per DMA Exhibit in Attachment 1A, DMA A-1 is classified as self-mitigating and does not drain to the proposed structural BMP. DMA A drains to the proposed structural BMP and consists of the remainder of the project site. DMA A is approximately 5% engineered pervious surfaces not serving as a dispersion area (C=0.10), and 95% impervious surface (C=0.90). Final Adjusted Runoff Factor is 0.86. Based on the above information, a Final Design Capture Volume Tributary to BMP was calculated to be 21,684 cu ft.

Capture and Use was not considered for this project as the project does not include habitable structures over 9 stories tall. Table B.2-1 was used to analyze if infiltration would be permissible on the site. All mandatory considerations were not applicable (see below)… (Continue on page 2 as necessary.)
T able B.2-1~ Infiltration R e-strictions
NO
BMP is within 100' of foclu~tdal ctivities Lacking Sou.rec Control NO BMP is within 100' of Well/Ground\ rater Basin NO
NO
BMP i within 10' of Strucrures/Tanks/\'(la s NO
NO
BMP is within 10' of Groundwater Table NO
BMP is within Hyclric S ils NO
tures NO
NO
BMP is within Pt-edominantly Type D Soil
MP is wid1io 1 0' of Undergrou
• de deta • ed geotechnicsl suppor )
nre:strictcd. None of the rcstr.iction demcrtts above are applicable. X PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Form I-6 Page 2 of 4, Form Template Date: August 31, 2015 (Page reserved for continuation of description of general strategy for structural BMP implementation at the site)
(Continued from page 1)
Infiltration testing yielded rates of 21.4 in/hr and 18.8 in/hr to the north and south of the site done by the geotechnical engineer. A factor of safety of 3.00 was applied to 18.8 in/hr equating to a design infiltration rate of 6.27 in/hr used for the project site. See factor of safety calculations in Attachment 3.

Based on retention requirements, a required retention volume was calculated to be 21,467 cu ft.

Automated worksheet B.3 was used to demonstrate BMP performance. As this is an underground chamber system, ponding depth was represented by the height of water stored within the chamber, and gravel thickness was represented as the 12” and 9” gravel layer both above and below the infiltration chambers. There was 0 deficit of effectively treated stormwater.

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Form I-6 Page 3 of 4 (Copy as many as needed) , Form Template Date: August 31, 2015 Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. INF-A
Construction Plan Sheet No. Conceptual Utility Plan
Type of structural BMP:
 Retention by harvest and use (HU-1)
 Retention by infiltration basin (INF-1)
 Retention by bioretention (INF-2)
 Retention by permeable pavement (INF-3)
 Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1)
 Biofiltration with Nutrient Sensitive Media Design (BF-2)  Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F  Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
 Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
 Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
 Detention pond or vault for hydromodification management  Other (describe in discussion section below)
Purpose:
 Pollutant control only
 Hydromodification control only
 Combined pollutant control and hydromodification control  Pre-treatment/forebay for another structural BMP
 Other (describe in discussion section below)
Who will certify construction of this BMP?
Provide name and contact information for the
party responsible to sign BMP verification forms if
required by the [City Engineer] (See Section 1.12 of
the BMP Design Manual)
Matthew Hellesen R.C.E. 87299 Exp. 9/30/25
Senior Project Manager
DRC Engineering, Inc.
160 South Old Springs Road, Suite 210
Anaheim Hills, CA 92808
Phone: (714) 685-6860 x364
Email: [email protected]
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PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Who will be the final owner of this BMP? Brian Wong
SVP, Development
North Palisade Partners, LLC
1330 Factory Place, Suite 105
Los Angeles, CA 90013
Phone: (310) 242-1612
Email: [email protected]
Who will maintain this BMP into perpetuity? Brian Wong
SVP, Development
North Palisade Partners, LLC
1330 Factory Place, Suite 105
Los Angeles, CA 90013
Phone: (310) 242-1612
Email: [email protected]
What is the funding mechanism for maintenance? Private funding from owner.

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Form I-6 Page 4 of 4 (Copy as many as needed) , Form Template Date: August 31, 2015 Structural BMP ID No.

Construction Plan Sheet No.

Discussion (as needed):

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
ATTACHMENT 1

BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 1a DMA Exhibit (Required)
See DMA Exhibit Checklist on the back of
this Attachment cover sheet.
 Included
Attachment 1b Tabular Summary of DMAs Showing
DMA ID matching DMA Exhibit, DMA
Area, and DMA Type (Required)*
*Provide table in this Attachment OR on
DMA Exhibit in Attachment 1a
 Included on DMA Exhibit in
Attachment 1a
 Included as Attachment 1b, separate
from DMA Exhibit
Attachment 1c Form I-7, Harvest and Use Feasibility
Screening Checklist (Required unless the
entire project will use infiltration BMPs)
Refer to Appendix B.3-1 of the BMP
Design Manual to complete Form I-7.
 Included
 Not included because the entire
project will use infiltration BMPs
Attachment 1d Form I-8, Categorization of Infiltration
Feasibility Condition (Required unless
the project will use harvest and use
BMPs)
Refer to Appendices C and D of the BMP
Design Manual to complete Form I-8.
 Included
 Not included because the entire
project will use harvest and use
BMPs
Attachment 1e Pollutant Control BMP Design
Worksheets / Calculations (Required)
Refer to Appendices B and E of the BMP
Design Manual for structural pollutant
control BMP design guidelines
 Included
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×
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ATTACHMENT 1A
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Use this checklist to ensure the required information has been included on the DMA Exhibit:

The DMA Exhibit must identify:
 Underlying hydrologic soil group
 Approximate depth to groundwater
 Existing natural hydrologic features ( watercourses, seeps, springs, wetlands)  Critical coarse sediment yield areas to be protected (N/A)  Existing topography and impervious areas
 Existing and proposed site drainage network and connections to drainage offsite  Proposed demolition
 Proposed grading
 Proposed impervious features
 Proposed design features and surface treatments used to minimize imperviousness  Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating)  Potential pollutant source areas and corresponding required source controls (see Chapter 4, Appendix E.1, and Form I-3B)
 Structural BMPs (identify location, type of BMP, and size/detail) X
X
X
X
X
X
X
X
X
X
X
X
NOT FOR CONSTRUCTION SCHEMATIC SECTION A-A: 100-YEAR FLOOD DRAINAGE CONG ) ) 1 I - - 7 1- -1- l !I I I. _j -I L I- l 1- 0 dS7.I J VJ J 7 I 7 7 J J JI/ J Ji;;),, J? ½)) nPICAL ASH CX? DOLPHIN ~r::,\lU~ BLUE FEATURES ON A 17f BACKGROUND 'N t• J.£TTER/NG ~~--l~ ~
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NOTE: LL STORM DRAIN INl..£TS {CATO-I BASINS) THAT DISCHARGE INTO AN EXISTING OR PROPOSED 0 ;TORM DRAIN SHALL BE MARKED (STENCILED OR PLACARD AFFIXED} WITH THE ABOVE . ~J~11g~J°Fg~~(~t~~~IN1LA!fi"~~~w~~Gs~6~!fJ,;ENING YttTH THE ABOVE WARKING :~ ::-It:R~!~ :~~\.•.RY, GC SHOULD C~FIRM ACCEPTABIUlY AND/Cfi USE LOCAL AGENCY PREFERRED NPDES STENaL

NPDES STENCIL
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VICNTYMAP
NTS

DRAINAGE MANAGEMENT AREA ID

AREA IN ACRES
LANDSCAPE/PERVIOUS AREA PROf'OSED ON-SIT£ STORM DRAIN PROf'OSED UNDERGROUND INFILTRATION CI-IAWBER (INF-1) 26,691 INSTALLED SYSTEM VOLUME
DRAINAGE MANAGEMENT AREA DRAINING TO INF-1
OMA A (576,610 SF, 13.24 ACRES)

SELF MITIGATING DRAINAGE MANAGEMENT AREA
OMA A-1 (10,432 SF, 0.24 ACRES) COVERED TRASH ENCLOSURE AREA. SEE FACT SHEET BL-5.

PRCf'OSEO DRAIN INLET WITH ClDCASTl.E FLOGARD G~ATE INLET BASKET {GIB). MARK ALL INLETS WITH TI-IE Y«lRDS NO DUMPING! FLOWS TO BAY" OR SO.IILAR. PRCf'OSEO BYPASS STOOM DRAIN FOR CffSITE FLOW 'AREA'fSFl TOTAL AREA (SF) T'IPE I
A 28,523 548,087 576,610 AREA ORAINING TO BMP (INF 1) I A 1 10,432 0 10,-432 SELF MITIGATING AREA I
TOTAL SITE 38,955 5-48,087 587,042
!iQIE.

NO CRITICAL COURSE SEDIMENT YIELD AREAS ARE ASSOCIATED Win-I THIS PRO.ECT • ALL UNDERLYING SOIL IS LISTED AS HYDROLOOC SOIL GROUP A APPROXIMATE DEPTH TO GROUNDWATER IS 23 TO 24 FEET BELOW GROUND SURFACE

RESPONSIBLE PARTY FOR BMP MAINTENANCE

BRIAN WONG - NOOTH PALISADE PARTNERS, LLC
1330 FACTORY PLACE, SUITE 105
LOS ANGELES, CA 90013
N
... 20· ...

GRAPHIC SCALE: 1 INCH - 40
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CHEO<ED: MH DRA'ltN: MH
DRAWING FILE: 8732pg101 :;s
PROJECT NO.: .....

SHEET NUMBER:
1 '.)

OF SHEETS
~S;;;C;;;ALE;;;';;;AI ______

NOT FOR CONSTRUCTION
- - - - - - TRIBUTARY BOUNDARY
-> -> - SURFACE FLOW LINE
-> -> - FLOWLINE UNDERGROUND
0--- NODE NUMBER
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< I ~ CONTRIHG TO ~ow FROM ~rr
60' o· 60' 120· 180'
GRAPHIC SCALE: 1•=60'
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ISSUE: HYDROLOGY ~
DATE: 03/27/23
CHECKED: MH DRAWN: KH
DRAWING FILE: :2
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SHEET NUMBER:
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ATTACHMENT 1D
29 February 2016
Categorization of Infiltration Feasibility Condition Form I-8 Part 1 - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.
2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

Infiltration tests were performed in accordance with the County of San Diego BMP Design Manual Appendix D - Geotechnical Engineer Analysis dated September 15, 2020 with field infiltration rates calculated using the Porchet Method (aka Inverse Borehole Method). The infiltration holes were carefully filled with clean water and refilled after two initial readings.

Two borings were done on the north and south of the site at 5' and 10' respectively. Infiltration rates were recorded at 21.4 in/hr and 18.8 in/hr with no factor of safety applied. A factor of safety of 3.00 was calculated to be applied to the lowest reading of 18.8 in/hr, yielding a design infiltration rate of 6.27.

It is recommended that foundations shall be setback a minimum distance of 10 feet from the drainage disposal system and the bottom of footing shall be a minimum of 10 feet from the expected zone of saturation. The boundary of the zone of saturation may be assumed to project downwared from the top of the permeable portion of the disposal system at an inclination of 1 to 1 or flatter, as determined by the geotechnical engineer. The analysis for liquefaction indicates the potential for liquefaction at this site is low based upon a historic groundwater depth and peak ground acceleration of 0.417.

X
X
30 February 2016
Form I-8 Page 2 of 4
Criteria Screening Question Yes No
3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.
4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

Part 1
Result
*
If all answers to rows 1 - 4 are “Yes” a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration
If any answer from row 1-4 is “No”, infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a “full infiltration” design.

Proceed to Part 2
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings Groundwater was encountered at a depth of 23 and 24 feet below the ground surface. A nearby groundwater monitoring well located approximately 1.5 miles to the northeast from the subject site noted a groundwater depth ranging between 18 and 22 feet below the ground surface which is deeper than the minimum requirement of 10' below the base of an infiltration system per City of Santee BMP Design Manual.

Groundwater was encountered at a depth of 23 and 24 feet below the ground surface. A nearby groundwater monitoring well located approximately 1.5 miles to the northeast from the subject site noted a groundwater depth ranging between 18 and 22 feet below the ground surface which is deeper than the minimum requirement of 10' below the base of an infiltration system per City of Santee BMP Design Manual. No ephemeral streams located on-site. Amount of infiltration is negligible to impact flow within the San Diego River.

Full
Infiltration
X
X
31 February 2016
Form I-8 Page 3 of 4
Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2.

Provide basis:

32 February 2016
Form I-8 Page 4 of 4
Criteria Screening Question Yes No
7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Part 2
Result*
If all answers from row 1-4 are yes then partial infiltration design is potentially feasible.

The feasibility screening category is Partial Infiltration.

If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings ATTACHMENT 1E
Appendix E: BMP Design Fact Sheets
35 February 2016
E.8 INF-1 Infiltration Basin
Photo Credit: http://www.stormwaterpartners.com/facilities/basin.html Description
An infiltration basin typically consists of an earthen basin with a flat bottom constructed in naturally pervious soils. An infiltration basin retains storm water and allows it to evaporate and/or percolate into the underlying soils. The bottom of an infiltration basin is typically vegetated with native grasses or turf grass; however other types of vegetation can be used if they can survive periodic inundation and long inter-event dry periods. Treatment is achieved primarily through infiltration, filtration, sedimentation, biochemical processes and plant uptake. Infiltration basins can be constructed as linear trenches or as underground infiltration galleries.

Typical infiltration basin components include:
 Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips)  Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap)  Forebay to provide pretreatment surface ponding for captured flows  Vegetation selected based on basin use, climate, and ponding depth 
MS4 Permit Category
Retention
Manual Category
Infiltration
Applicable Performance
Standard
Pollutant Control
Flow Control
Primary Benefits
Volume Reduction
Peak Flow Attenuation
Appendix E: BMP Design Fact Sheets
36 February 2016
 Uncompacted native soils at the bottom of the facility  Overflow structure
Typical plan and section view of an Infiltration BMP
3:1 MAX .

SIDE
SLOPES
.,
.,
., ., ., ., ., ., ., ., ., ., ., .. ., ., ..

RIPRAP FOR ENERGY

DISSIPATION
., ., ., ., .., ., ., ., ., .,

MAINTENANCE ACCESS

OVERFLOW STRUCTURE
., ., ., ., .,
.. .,
0% s[bPE .(RECOMMENDED) . . . .) . ., ., ., .,

VEGETATED SIDE

SLOPES AND BOTTOM
.

OVERALL BASIN:

MAINTENANCE ACCESS
L:W RATIO ;,, 2:1
MIN. 2%OF

TRIBUTARY AREA
PLAN

NOTTO SCALE
BERM
\_ EXISTING UNCOMPACTED

PERVIOUS SOILS

SECTION A-A'

NOTTO SCALE
MIN 1' FREEBOARD
Appendix E: BMP Design Fact Sheets
37 February 2016
Design Adaptations for Project Goals
Full infiltration BMP for storm water pollutant control. Infiltration basins can be used as a pollutant control BMP, designed to infiltrate runoff from direct rainfall as well as runoff from adjacent areas that are tributary to the BMP. Infiltration basins must be designed with an infiltration storage volume (a function of the surface ponding volume) equal to the full DCV and able to meet drawdown time limitations.

Integrated storm water flow control and pollutant control configuration. Infiltration basins can also be designed for flow rate and duration control by providing additional infiltration storage through increasing the surface ponding volume.

Design Criteria and Considerations
Infiltration basins must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate:

Siting and Design Intent/Rationale
□
Placement observes geotechnical
recommendations regarding potential
hazards (e.g., slope stability, landslides,
liquefaction zones) and setbacks (e.g.,
slopes, foundations, utilities).

Must not negatively impact existing site
geotechnical concerns.
□
Selection and design of basin is based
on infiltration feasibility criteria and
appropriate design infiltration rate (See
Appendix C and D).

Must operate as a full infiltration design and
must be supported by drainage area and in-situ
infiltration rate feasibility findings.
□
Finish grade of the facility is ≤ 2% (0%
recommended).

Flatter surfaces reduce erosion and
channelization with the facility.
□
Settling forebay has a volume ≥ 25% of
facility volume below the forebay
overflow.

A forebay to trap sediment can decrease
frequency of required maintenance.
□
Infiltration of surface ponding is limited
to a 36-hour drawdown time.

Prolonged surface ponding reduce volume
available to capture subsequent storms.

The applicant has an option to use a different
drawdown time up to 96 hours if the volume
of the facility is adjusted using the percent
capture method in Appendix B.4.2.
□
Minimum freeboard provided is ≥1
foot.

Freeboard minimizes risk of uncontrolled
surface discharge.

Appendix E: BMP Design Fact Sheets
38 February 2016
Siting and Design Intent/Rationale
□ Side slopes are = 3H:1V or shallower.

Gentler side slopes are safer, less prone to
erosion, able to establish vegetation more
quickly and easier to maintain.

Inflow and Overflow Structures
□
Inflow and outflow structures are
accessible by required equipment (e.g.,
vactor truck) for inspection and
maintenance.

Maintenance will prevent clogging and ensure
proper operation of the flow control
structures.
□
Inflow velocities are limited to 3 ft/s or
less or use energy dissipation methods
(e.g., riprap, level spreader) for
concentrated inflows.

High inflow velocities can cause erosion, scour
and/or channeling.
□
Overflow is safely conveyed to a
downstream storm drain system or
discharge point. Size overflow structure
to pass 100-year peak flow for on-line
basins and water quality peak flow for
off-line basins.

Planning for overflow lessens the risk of
property damage due to flooding.

Conceptual Design and Sizing Approach for Storm Water Pollutant Control To design infiltration basins for storm water pollutant control only (no flow control required), the following steps should be taken:

1. Verify that siting and design criteria have been met, including placement and basin area requirements, forebay volume, and maximum slopes for basin sides and bottom.

2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas.

3. Use the sizing worksheet (Appendix B.4) to determine if full infiltration of the DCV is achievable based on the infiltration storage volume calculated from the surface ponding area and depth for a maximum 36-hour drawdown time. The drawdown time can be estimated by dividing the average depth of the basin by the design infiltration rate. Appendix D provides guidance on evaluating a site’s infiltration rate.

Appendix E: BMP Design Fact Sheets
39 February 2016
Conceptual Design and Sizing Approach for Storm Water Pollutant Treatment and Flow Control Control of flow rates and/or durations will typically require significant surface ponding volume, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual.

1. Verify that siting and design criteria have been met, including placement and basin area requirements, forebay volume, and maximum slopes for basin sides and bottom.

2. Iteratively determine the surface ponding required to provide infiltration storage to reduce flow rates and durations to allowable limits while adhering to the maximum 36-hour drawdown time. Flow rates and durations can be controlled using flow splitters that route the appropriate inflow amounts to the infiltration basin and bypass excess flows to the downstream storm drain system or discharge point.

3. If an infiltration basin cannot fully provide the flow rate and duration control required by this manual, an upstream or downstream structure with appropriate storage volume such as an underground vault can be used to provide additional control.

4. After the infiltration basin has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met.

Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name A unitless
2 85th Percentile 24-hr Storm Depth 0.50 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 576,610 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 28,523 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 605,133 0 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 21,684 0 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.86 n/a n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 21,684 0 0 0 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 520,414 0 0 0 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 21,684 0 0 0 0 0 0 0 0 0 cubic-feet False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name A - - - - - - - - - unitless 2 85th Percentile Rainfall Depth 0.50 - - - - - - - - - inches 3 Predominant NRCS Soil Type Within BMP Location A unitless 4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Unrestricted unitless 5 Nature of Restriction n/a unitless
6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no 7 Are Habitable Structures Greater than 9 Stories Proposed? No yes/no 8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes yes/no 9 Design Infiltration Rate Recommended by Geotechnical Engineer 6.270 in/hr 10 Design Infiltration Rate Used To Determine Retention Requirements 6.270 - - - - - - - - - in/hr 11 Percent of Average Annual Runoff that Must be Retained within DMA 80.0% - - - - - - - - - percentage 12 Fraction of DCV Requiring Retention 0.99 - - - - - - - - - ratio 13 Required Retention Volume 21467 - - - - - - - - - cubic-feet False
False
Automated Worksheet B.2: Retention Requirements (V2.0)
Advanced
Analysis
Basic Analysis
Result
No Warning Messages
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name A - - - - - - - - - sq-ft
2 Design Infiltration Rate Recommended 6.270 - - - - - - - - - in/hr 3 Design Capture Volume Tributary to BMP 21,684 - - - - - - - - - cubic-feet 4 Is BMP Vegetated or Unvegetated? Unvegetated unitless 5 Is BMP Impermeably Lined or Unlined? Unlined unitless 6 Does BMP Have an Underdrain? No Underdrain unitless
7 Does BMP Utilize Standard or Specialized Media? Standard unitless 8 Provided Surface Area 6,233 sq-ft
9 Provided Surface Ponding Depth 60 inches
10 Provided Soil Media Thickness 0 inches
11 Provided Gravel Thickness (Total Thickness) 21 inches 12 Underdrain Offset inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) inches 14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 19,540 0 0 0 0 0 0 0 0 0 cubic-feet 19 Ponding Pore Space Available for Retention 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless 20 Soil Media Pore Space Available for Retention 0.40 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 23 Effective Retention Depth 68.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 24 Fraction of DCV Retained (Independent of Drawdown Time) 2.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 25 Calculated Retention Storage Drawdown Time 11 0 0 0 0 0 0 0 0 0 hours 26 Efficacy of Retention Processes 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 27 Volume Retained by BMP (Considering Drawdown Time) 21,684 0 0 0 0 0 0 0 0 0 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 0 0 0 0 0 0 0 0 0 0 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr 33 Depth Biofiltered Over 6 Hour Storm 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 34 Ponding Pore Space Available for Biofiltration 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 38 Drawdown Time for Surface Ponding 10 0 0 0 0 0 0 0 0 0 hours 39 Drawdown Time for Effective Biofiltration Depth 0 0 0 0 0 0 0 0 0 0 hours 40 Total Depth Biofiltered 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches 41 Option 1 - Biofilter 1.50 DCV: Target Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet 42 Option 1 - Provided Biofiltration Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet 44 Option 2 - Provided Storage Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes - - - - - - - - - yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio 48 Deficit of Effectively Treated Stormwater 0 n/a n/a n/a n/a n/a n/a n/a n/a n/a cubic-feet Biofiltration
Calculations
False
- BMPs sized at <3% of the effective tributary areas must be accompanied by Reduced Size BMP Maintenance calculations (see last tab).

False
False
Result
False
False
Attention!
Retention
Calculations
Automated Worksheet B.3: BMP Performance (V2.0)
False
False
BMP Inputs
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name A - - - - - - - - - unitless 2 Final Effective Tributary Area 520,414 - - - - - - - - - sq-ft 3 Provided BMP Surface Area 6,233 - - - - - - - - - sq-ft 4 Average Annual Precipitation inches
5 Load to Clog (default =2.0) lb/sq-ft
6 TSS Pretreatment Efficacy yes/no
7 Percentage "Commercial" percentage
8 Percentage "Education" percentage
9 Percentage "Industrial" percentage
10 Percentage "Low Traffic Areas" percentage
11 Percentage "Multi-Family Residential" percentage
12 Percentage "Roof Areas" percentage
13 Percentage "Single Family Residential" percentage
14 Percentage "Transportation" percentage
15 Percentage "Vacant/Open Space" percentage
16 Percentage "Steep Hillslopes" percentage
17 Total Percentage of Above Land Uses 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% percentage 18 Average TSS Concentration for Tributary After Pretreatment 0 0 0 0 0 0 0 0 0 0 mg/L 19 Average Annual Runoff Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet 20 Average Annual TSS Load 0 0 0 0 0 0 0 0 0 0 lb/yr
21 Available Sediment Storage within BMP 0 0 0 0 0 0 0 0 0 0 lb 22 Anticipated Major Maintenance Frequency - - - - - - - - - - years False
False
Automated Worksheet B.4: Reduced Size BMP Maintenance Interval (V2.0) Drainage Basin
Info
Biofiltration
Clogging
Inputs
No Warning Messages
Result
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods for Structural BMPs
www.sandiegocounty.gov/stormwater B-7 Effective September 15, 2020 Figure B.1-1: 85th Percentile 24-hour Isopluvial Map

PROJECT SITE
San Diego County
85 th Percentile lsopluvials
Legend
--85th PERCENTILE ISOPLUVIAL
c ·.·_~_'_J INCORPORATED CITY
NOTE:

The 85th percentile is a 24 hour rainfall total.

It represetns a value such that 85% of the
obseived 24 hour rainfall totals will be less
than that value.

N
+ ~Milts 0 1 2 4 8 8
THIS141\.PID'\T/AISPROVIOED1',!THOUTWl<RAANf'IOFAHYKIND,EITttER EX.PRE880ftlMPLIED.NO..UOM3BIJTNOTllWITEOTOTMEIMPLIB'.l WIRRAHTIES OF MERCH,I.NTABIUTY .o.NO FITNESS FOR /A PII.Rll::::UI.AFI PURPOSE Hdlllhlp,,:,,IUCl....,_rdon'N!ICl'lfrcrohtSt.NO,,l,Q ~-s,,,_.-........:11e_..._ .............. ,_, ~OISANOAG n,_pfOOIJCl o,.,oo,uo,wo, ___ _ _ g,,.....,i,y~~-~~IOS..018 1"'5111P•
<XJPl"V!l«l1>yR-1i1cN,-,&~R•~111cav,or,__
alor...,,pon,_ ...,_,.,,_,,.,...,.,_ w-..it.- -
--ofRardM<:Nlll,I~
0opyrw,cSlnGIS201• .\·Riglll- F'ullle>10lflilleglloatceCMbe --.~-oa,,g,a~-lllm
OY\"201~
P'FbldOlNldrHOM_ATLAS_l4PCTIJi5_REVISITED_101"-
'f'CTIJi5_DISPI.AY11.a
The City of San Diego | Storm Water Standards
Worksheet D.5-1 : Form I-9 | January 2018 Edition
Factor of Safety and Design Infiltration Rate Worksheet Worksheet D.5-1: Form I-9 Factor Category Factor Description Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A
Suitability
Assessment
Soil assessment methods 0.25
Predominant soil texture 0.25
Site soil variability 0.25
Depth to groundwater /
impervious layer 0.25
Suitability Assessment Safety Factor, SA = p
B Design
Level of pretreatment/ expected
sediment loads 0.5
Redundancy/resiliency 0.25
Compaction during construction 0.25
Design Safety Factor, SB = p
Combined Safety Factor, Stotal= SA x SB
[Minimum of 2 and Maximum of 9]
Observed Infiltration Rate, inch/hr., Kobserved
(corrected for test-specific bias)
Note: This worksheet is only applicable when the observed infiltration rate is greater than or equal to 1 inch/hr.

Design Infiltration Rate, in/hr., Kdesign = Kobserved / Stotal Note: If the estimated design infiltration rate is less than or equal to 0.5 inch/hr. then the applicant may choose to implement partial infiltration BMPs.

Supporting Data
Briefly describe infiltration test and provide reference to test forms:

Note: Worksheet D.5-1: Form I-9 is only applicable to design BMPs in “full infiltration condition”. This form is not applicable for categorization of infiltration feasibility (Worksheet C.4-1: Form I-8) and/or for designing BMPs in “partial infiltration condition” or “no infiltration condition”. 3 0.75 1 0.25 1 0.25 1 0.25 1.50 2 1.00 2 0.50 2 0.50 2.00 3.00

18.8 6.27
Infiltration Tests were performed in accordance with the County of San Diego BMP Design Manual Appendix D - Geotechnical Engineer Analysis dated September 15, 2020 with field infiltration rates calculated using the Porchet Method (aka Inverse Borehole Method). A truck mounted Simco 2800 Drill Rig equipped with a hollow stem auger was used to excavate the exploratory borings to depths of 5' and 10' below existing ground suface. The borings consisted of six-inch diameter test holes. A three-inch diameter perforated PVC casing with solid end cap was installed in the borings and then surrounded with gravel materials to prevent caving. Percolation data can be found in Attachment 1.E.

I
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
ATTACHMENT 2

BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
This is the cover sheet for Attachment 2.
 Mark this box if this attachment is empty because the project is exempt from PDP hydromodification management requirements.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 2a Hydromodification Management Exhibit
(Required)
 Included
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.

Attachment 2b Management of Critical Coarse Sediment
Yield Areas (WMAA Exhibit is required,
additional analyses are optional)
See Section 6.2 of the BMP Design
Manual.
 Exhibit showing project drainage
boundaries marked on WMAA
Critical Coarse Sediment Yield Area
Map (Required)
Optional analyses for Critical Coarse
Sediment Yield Area Determination
 6.2.1 Verification of Geomorphic
Landscape Units Onsite
 6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
 6.2.3 Optional Additional Analysis of
Potential Critical Coarse Sediment
Yield Areas Onsite
Attachment 2c Geomorphic Assessment of Receiving
Channels (Optional)
See Section 6.3.4 of the BMP Design
Manual.
 Not performed
 Included
 Submitted as separate stand-alone
document
Attachment 2d Flow Control Facility Design, including
Structural BMP Drawdown Calculations
and Overflow Design Summary
(Required)
See Chapter 6 and Appendix G of the
BMP Design Manual
 Included
 Submitted as separate stand-alone
document
Attachment 2e Vector Control Plan (Required when
structural BMPs will not drain in 96
hours)
 Included
 Not required because BMPs will
drain in less than 96 hours

NOT APPLICABLE
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit:

The Hydromodification Management Exhibit must identify:
 Underlying hydrologic soil group
 Approximate depth to groundwater
 Existing natural hydrologic features ( watercourses, seeps, springs, wetlands)  Critical coarse sediment yield areas to be protected
 Existing topography
 Existing and proposed site drainage network and connections to drainage offsite  Proposed grading
 Proposed impervious features
 Proposed design features and surface treatments used to minimize imperviousness  Point(s) of Compliance (POC) for Hydromodification Management  Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions)  Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail)

SAN VICENTE

RESERVOIR

LAKE LINDO

CARLSBAD

CORONADO

EL CAJON

ENCINITAS

ESCONDIDO

LA MESA
LEMON
GROVE
POWAY
S.D.

COUNTY
S.D.

COUNTY
SAN
DIEGO
SAN
MARCOS
SANTEE
Cholla s
Creek
Forester
Creek
Rattlesnake
Creek
Sweetwater River
Rose Creek
Carro ll Canyon Creek
Lusardi Creek
Los
Penasquitos Creek
E scondid o
Cre ek
San Marcos C ree k
San Diego River
San Diego River
Santa Ysabel Cree k
San Dieguito R i ver
Receiving Waters and Conveyance Systems Exempt
from Hydromodification Management Requirements Exhibit Date: Sept. 8, 2014 Aerial Imagery Source: DigitalGlobe, 06/2012
NORTH
Key Map (Not to Scale)
Legend
Municipal Boundaries
Water Storage Reservoirs, Lakes,
Enclosed Embayments, Pacific
Ocean, Buena Vista Lagoon
Reaches of San Luis Rey River, San
Dieguito River, San Diego River,
Forester Creek, Sweetwater River,
Otay River
0 3.75 7.5 15
Miles
Watershed Boundaries
Regional WMAA Streams
Exempt River Reaches:

Existing underground storm drains or
conveyance channels whose bed
and bank are concrete-lined,
discharging directly to exempt water
bodies, exempt rivers, or localized
areas of Agua Hedionda Lagoon and
Batiquitos Lagoon
Exempt Conveyance Systems:

Exempt Bodies:

San Diego River Watershed Management Area
HU 907.00, 436 mi2

PROJECT SITE
-
Geosyntec e> RICK
consultants ENOJNEERINO COMPAi'/Y
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
ATTACHMENT 3
Structural BMP Maintenance Information
This is the cover sheet for Attachment 3.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 3a Structural BMP Maintenance Thresholds
and Actions (Required)
 Included
See Structural BMP Maintenance
Information Checklist on the back of
this Attachment cover sheet.

Attachment 3b Draft Maintenance Agreement (when
applicable)
 Included
 Not Applicable
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment:
 Preliminary Design / Planning / CEQA level submittal:

Attachment 3a must identify:
 Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual
Attachment 3b is not required for preliminary design / planning / CEQA level submittal.  Final Design level submittal:

Attachment 3a must identify:
 Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s)
 How to access the structural BMP(s) to inspect and perform maintenance  Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
 Manufacturer and part number for proprietary parts of structural BMP(s) when applicable
 Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
 Recommended equipment to perform maintenance
 When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management
Attachment 3b: For private entity operation and maintenance, Attachment 3b shall include a draft maintenance agreement in the local jurisdiction's standard format (PDP applicant to contact the [City Engineer] to obtain the current maintenance agreement forms).

Isolator® Row
O&M Manual
///NY&
StormTech A'\\
2 Looking down the Isolator Row
from the manhole opening, woven
geotextile Fabric is shown between
the chamber and stone base.

StormTech Isolator Row with
Overflow Spillway (not to scale)
The Isolator® Row
Introduction
An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids (TSS) and Total Phosphorus (TP) removal with easy access for inspection and maintenance.

The Isolator Row
The Isolator Row is a row of StormTech chambers, either SC-160, SC310, SC-310-3, SC-740, DC-780, MC-3500 or MC-7200 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric-wrapped chambers provide for sediment settling and filtration as stormwater rises in the Isolator Row and passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow stormwater to flow both vertically and horizontally out of the chambers.

Sediments are captured in the Isolator Row protecting the adjacent stone and chambers storage areas from sediment accumulation.

ADS geotextile fabric is placed between the stone and the Isolator Row chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. A non-woven fabric is placed over the chambers to provide a filter media for flows passing through the chamber’s sidewall. The non-woven fabric is not required over the SC-160, DC-780, MC-3500 or MC-7200 models as these chambers do not have perforated side walls.

The Isolator Row is designed to capture the “first flush” runoff and offers the versatility to be sized on a volume basis or a flow-rate basis.

An upstream manhole provides access to the Isolator Row and includes a high/low concept such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row bypass through a manifold to the other chambers. This is achieved with an elevated bypass manifold or a high-flow weir. This creates a differential between the Isolator Row row of chambers and the manifold to the rest of the system, thus allowing for settlement time in the Isolator Row. After Stormwater flows through the Isolator Row and into the rest of the chamber system it is either exfiltrated into the soils below or passed at a controlled rate through an outlet manifold and outlet control structure.

The Isolator Row may be part of a treatment train system. The treatment train design and pretreatment device selection by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, StormTech recommend using the Isolator Row to minimize maintenance requirements and maintenance costs.

Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row.

ECCENTRIC
HEADER

MANHOLE
WITH

OVERFLOW
WEIR

STORMTECH

ISOLATOR ROW

OPTIONAL

PRE-TREATMENT

OPTIONAL

ACCESS STORMTECH CHAMBERS
J====l===l==i+~~=a==~
J====l===l==i+~~=a==~
====+~====
J====l===l==i+~~=a==~
J====l===l==i+~~=a==~
,.===j====,===i+~~=a==~
'l===!====!==i+~~=a==~
"------.,.----'-----'-----'+~~~~
3 Inspection
The frequency of inspection and maintenance varies
by location. A routine inspection schedule needs to
be established for each individual location based
upon site specific variables. The type of land use
(i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate,
etc. all play a critical role in determining the actual frequency of inspection and maintenance
practices.

At a minimum, StormTech recommends annual
inspections. Initially, the Isolator Row should be
inspected every 6 months for the first year of
operation. For subsequent years, the inspection
should be adjusted based upon previous
observation of sediment deposition.

The Isolator Row incorporates a combination of
standard manhole(s) and strategically located
inspection ports (as needed). The inspection ports
allow for easy access to the system from the surface,
eliminating the need to perform a confined space
entry for inspection purposes.

If upon visual inspection it is found that sediment
has accumulated, a stadia rod should be inserted to
determine the depth of sediment. When the average
depth of sediment exceeds 3 inches throughout
the length of the Isolator Row, clean-out should be
performed.

Maintenance
The Isolator Row was designed to reduce the cost
of periodic maintenance. By “isolating” sediments
to just one row, costs are dramatically reduced
by eliminating the need to clean out each row of
the entire storage bed. If inspection indicates the
potential need for maintenance, access is provided
via a manhole(s) located on the end(s) of the row
for cleanout. If entry into the manhole is required,
please follow local and OSHA rules for a confined
space entries.

Maintenance is accomplished with the JetVac
process. The JetVac process utilizes a high pressure
water nozzle to propel itself down the Isolator
Row while scouring and suspending sediments.

As the nozzle is retrieved, the captured pollutants
are flushed back into the manhole for vacuuming.

Most sewer and pipe maintenance companies have
vacuum/JetVac combination vehicles. Selection of an
appropriate JetVac nozzle will improve maintenance
efficiency. Fixed nozzles designed for culverts or
large diameter pipe cleaning are preferable. Rear
facing jets with an effective spread of at least 45”
are best. JetVac reels can vary in length. For ease
of maintenance, ADS recommends Isolator Row
lengths up to 200" (61 m). The JetVac process shall
only be performed on StormTech Isolator Rows
that have AASHTO class 1 woven geotextile (as
specified by StormTech) over their angular base
stone.

Isolator Row Inspection/Maintenance
StormTech Isolator Row (not to scale)
Note: Non-woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC-780, MC3500 and MC-7200 chamber models and is not required over the entire Isolator Row.

SC-740, SC-310; COVER ENTIRE ISOLATOR ROW WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE
SC-730: 8' (2.4 m) MIN WIDE
SC-310: 5' (1.5 m) MIN WIDE
Mc-4500, MC-7200. DC-780, SC-160LP: COVER PIPE

CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER
(24" (600 mm] MIN RECOMMENDED)

CATCH BASIN
OR

MANHOLE
24" (600 mm) HOPE ACCESS PIPE REQUIRED: MC-7200, MC-3500, SC-740, DC-780 12" (300 mm) HOPE ACCESS PIPE REQUIRED: SC-310
a· (200 mm) HOPE ACCESS PIPE REQUIRED: SC-160LP

STORMTECH CHAMBER

STORMTECH ENO CAP
TWO LAYERS OF ADS GEOSYNTHETICS 315WT WOVEN GEO TEXTILE BETWEEN

FOUNDATION STONE AND CHAMBERS, CONTINUOUS FABRIC WITHOUT SEAMS

10.3' (3.1 m) MIN WIDE: MC-7200

8.25' (2.5 m) MIN WIDE: MC-3500
5' (1.5 m) MIN WIDE: DC-780, SC-740
4' (1.2 m)MIN WIDE: SC-310, SC-160LP
Isolator Row Step By Step Maintenance Procedures
Step 1
Inspect Isolator Row for sediment.

A) Inspection ports (if present)
i. Remove lid from floor box frame
ii. Remove cap from inspection riser
iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3.

B) All Isolator Row
i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe

1. Mirrors on poles or cameras may be used to avoid a confined space entry

2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step

2. If not, proceed to Step 3.

Step 2
Clean out Isolator Row using the JetVac process.

A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required
Step 3
Replace all caps, lids and covers, record observations and actions.

Step 4
Inspect & clean catch basins and manholes upstream of the StormTech system.

ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc.

Stormtech® and the Isolator® Row are registered trademarks of StormTech, Inc. © 2022 Advanced Drainage Systems, Inc. #11011 2/22 CS

) (
Sample Maintenance Log
Date
Stadia Rod Readings Sediment
Depth
(1)–(2)
Observations/Actions Inspector Fixed point
to chamber
bottom (1)
Fixed point
to top of
sediment
(2)
3/15/11 6.3 ft none New installation. Fixed
point is CI frame at grade
DJM
9/24/11 6.2 0.1 ft Some grit felt SM
6/20/13 5.8 0.5 ft Mucky feel, debris visible
in manhole and in Isolator
Row, maintenance due
NV
7/7/13 6.3 ft 0 System jetted and
vacuumed
DJM
adspipe.com
800-821-6710
///IDS
StormTech f'\\,
Inspection and Maintenance Guide

DRAINAGE PROTECTION SYSTEMS
A division of
Oldcastle Infrastructure
FLOGARD+PLUS®

CATCH BASIN INSERT FILTER
0 Oldcastle lnfrast~~S!~!~( 0
()water
SCOPE:

Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation’s water resources. These specifications apply to the FloGard+Plus® Catch Basin Insert Filter.

RECOMMENDED FREQUENCY OF SERVICE:

Drainage Protection Systems (DPS) recommends that installed FloGard+Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request.

RECOMMENDED TIMING OF SERVICE:

DPS guidelines for the timing of service are as follows:

1. For areas with a definite rainy season: Prior to, during and following the rainy season.

2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year).

3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season.

4. For installed devices not subject to the elements (wash racks, parking garages, etc.): On a recurring basis (no less than three times per year).

SERVICE PROCEDURES:

1. The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable.

2. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing FloGard+Plus catch basin inserts).

3. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc., shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record.

More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record.

4. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary, and the pouch tethers re-attached to the liner’s D-ring.

5. The grate shall be replaced.

REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium will be replaced with new material. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements.

DPS also has the capability of servicing all manner of storm drain filters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices.

All DPS personnel are highly qualified technicians and are confined-space trained and certified. Call us at (888) 950-8826 for further information and assistance.
2 FLOGARD+PLUS®

CATCH BASIN INSERT FILTER

BUILDING

STRUCTURES

OUR MARKETS

TRANSPORTATION
WATER

COMMUNICATIONS ENERGY
February 2019 v.1
www.oldcastleinfrastructure.com
800-579-8819
I : I
0 Oldcastle lnfrast~~S!~~f I
(;)water
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: March 29, 2023
ATTACHMENT 4
Copy of Plan Sheets Showing Permanent Storm Water BMPs
This is the cover sheet for Attachment 4.

Use this checklist to ensure the required information has been included on the plans:

The plans must identify:
 Structural BMP(s) with ID numbers matching Form I-6 Summary of PDP Structural BMPs  The grading and drainage design shown on the plans must be consistent with the delineation of DMAs shown on the DMA exhibit
 Details and specifications for construction of structural BMP(s)  Signage indicating the location and boundary of structural BMP(s) as required by the [City Engineer]  How to access the structural BMP(s) to inspect and perform maintenance  Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
 Manufacturer and part number for proprietary parts of structural BMP(s) when applicable  Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
 Recommended equipment to perform maintenance
 When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management  Include landscaping plan sheets showing vegetation requirements for vegetated structural BMP(s)  All BMPs must be fully dimensioned on the plans
 When proprietary BMPs are used, site-specific cross section with outflow, inflow, and model number shall be provided. Photocopies of general brochures are not acceptable.

NOT FOR CONSTRUCTION
LOT 19

GRAPING CONSTRUCTION NOJES
@ LANDSCAPE PER SEPARATE LANDSCAPE PLANS. @ TRASH ENCLOSURE PER ARCHITECTURAL PLANS. 0 CONSTRUCT a• CURB. @ CONSTRUCT s• CURB AND GUTIER. 0 INSTALL DETECTABLE WARNINGS. 0 CONSTRUCT CURB RA'-!P. @ CONSTRUCT 4• PCC SIDEWALK © CONSTRUCT PAVEMENT PER GEOlECHNICAL REPORT.
0 CONSTRUCT GRATED INLET CATCH BASIN. CATCH BASIN SHALL BE INSTALLED WITH OLOCASTLE FLOGARD GIB AND SHALL HAVE NPDES SIGNAGE/STENCILING. SEE DETAIL 7 SHEET 3.

BENCHMARK INFORMATION
THE CONTOURS AND a.EVATIONS SHOWN HEREON ARE BASED ON THE FOLLOWING BENCHMARK:

BM No.:EC 0113 ELEV.: 347.921 (aTY OF SANTEE BENCHMARK) DATUM: NA.VD 68 DESCRIPTION:0.3 W.N. MAGNOLIA AVf.. FROM INT. OF WISSION GEORGE RD. W. OF RD 50 FT W C/L 133 S Of PPH818073 210 FT N PP 723J2, 54 FT NW 3IN DIAMETER CONC MH STRUClURE. FRT OF EDGEMOOR GERIATRIC HOSP. BRASS DISC IN CONG MON STMPD EC 1131 .t MA-2 SD CO. 1996. ~T PST 0.5 E OF BM ELEV 347.927 CONTOUR INTERVAl..=1'

TOPOGHRAPHIC INFORIIA TION
THE TCf'OGRAPHIC INFOO:MATION SHOWN HEREON WAS COMPILED PHOTOGRAMMETRICALLY FROM AERIAL PHOTOGRAPHY DATED SEPTEMBER 30, 2022 BY INLAND AERIAL SURVEYS INC AND SUPPLEMENTED BY A FIELD SURVEY CCMPLETED ON OCTOBER 18, 2022.

TITLE EXCEPTIONS ANO EASEMENTS
SEE SHEET 2
PERVIOUS ,t IMPERVIOUS AREA TABL£
DMA ID AAEAIS~ 11;~Yl(~ TOTAL AREA (SF) TYPE I
A 28,523 548,067 576,610 AREA DRAINING TO BMP (INF-1)7
A-1 10,432 0 10,432 SELF-MITIGATING AREA
TOTAL SITE 38,956 548,067 587,042
NOTE: SEE PRELIMINARY S\t!QMP REPORT FOR DRAINAGE AREA DELINEATIONS.

ROOF DRAINAGE NOTE
BUILDING D~SPOUTS WILL DRAIN TO LANDSCAPED AREAS TO THE MAXIMUt.l EXTENT PRACTICAL.

MISSION PARK COURT
(PRIVATE STREET} I
ROS 15381
LEGEND
--FW -- PROPOSED FIRE WATER
--W -- PRCPOSED WATER
--SD -- PROPOSED STORW DRAIN
--S -- PROPOSED SEWER
--- - -- PROPERTY LINE

SHEET INDEX

SHEET NO
"" 357.5
/
40' 20' O' 40'
GRAPHIC SCALE: 1 INCH - 40 FT

VICNTYMAP
NlS

DESCRIPTION

CONCEPTUAL GRADING PLAN

NOTES AND SECTIONS DETAILS

CONCEPTUAL UTILITY PLAN
80'
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ISSUE: CONCEPT
11/03/22
CHEO<ED: MH DRA'ltN: MH
DRAWING FILE: 8732pg101
PROJECT NO.: .....

SHEET NUMBER:
1 OF SHEETS
SCALE: Al IHO'WN
NOT FOR CONSTRUCTIONDATE OF FIELD SUHVEY OCTOBER, 2022 Tin£ INFOHMA TION TAX PAHCEL NO. 381-070-52-00 THE TITLE INFORMATION SHOWN HEREON IS PER PREUtr.llNARY REPORT FOR TITLE INSURANCE NO. 00183801-021-Jl5-1TW DATED SEPTEI.IBER 21, 2022 AS PREPARED BY CHICAGO Tlll.E INSURANCE COMPANY, LOS ANGB.ES. CALIFORNIA [TITLE OFFICER: lED TAN/JENNIFER VIRIGHT, TELEPHONE: {213) 488-43:31} NO RESPONSIBILITY OF CONTENT, COMPLETENESS OR ACCURACY OF SAID PRELIMINARY REPORT IS ASSUMED BY THIS MAP OR THE SURvEYOR. HECOHD OWNEH THE FORTE FAMILY UWITED PARTNERSHIP, A CALIFORNIA LIMITED PARTNERSHIP, AS TO PARCELS 1, 2, 3, 4 AND 5; .KlHN E. FORTE, musm UNDER DECLARATION OF TRUST DATED APRIL 29, 1981, AS TO PARCEL 6 SUB.ECT TO EXCEPTION NOS. 17, 18 AND 19. TITL£ EXCEPTIONS AND EASEMENTS A-B TAXES. WATER RIGHTS, CLAIMS OR Tin.£ TO WATER, WHETHER OR NOT SHOVIN BY THE PUBLIC RECORDS. 2 EASEtr.lENTS FOO INGRESS AND EGRESS, PIPELINES, DRAINAGE AND/OR PUBLIC UTILITIES ANO INCIDENTAL PURPOSES THERETO O'v'ER, UNDER, ALONG AND ACROSS THE EASEMENT PARCEL(S) HEREIN DESCRIBED AS GRANTED AND/OR RESERVED IN VARIOUS DEEDS OF RECORD.
(DOCUMENT AFFECTS - THE LOCATION OF THE EASEMENT CANNOT BE DETERMINED FROM RECORD INFORMATION - SEE THE SURVEY PLAT FOR EASEMENTS AFFECTING THE SUBJECT PROPERTY) J THE RIGHTS RESERVED IN THE DEED FROM H. D. WIWAMSON AND WIFE. TO T. L BARNES, RECORDED DECEMBER 29, 1910, IN BOOK 506, PAGE 353, DEEDS, 'M--IICH ARE AS FOLLOWS:
•RESER\1NG TO THE GRANTORS, THE RIGHT AT ANY TIME TO PROTECT, IF THE GRANTEES, THEIR HEIRS AND

SUCCESSORS DO NOT SUFFIOENTL Y DO SO, FROM THE ENCROACHMENT OF THE SAN DIEGO RIVER, TO THE RIGHT OF WAY OF SAID SAN DIEGO CUYAMA RAILWAY AND TO TAKE FROM ANY PART OF SAID LAND, All EARTH, STONES, BRUSH AND MATERIAL NECESSARY TO PROPERTY PROTECT THE "WEND THERECF, FROl.1 THE ENCROACHMENT OF SAID RIVER." NOTE: BY MESNE CONVEYANCES OF RECORD, THE INTEREST OF H. 0. WILLIAMSON IN THE AFORESAID RIGHTS, HAS SINCE PASSED TO AND NOW VESTS IN THE COUNTY OF SAN DIEGO, A PUBLIC CORPORATION. (DOCUMENT AFFECTS - THE LOCATION OF THE EASEMENT CANNOT BE DETERMINED FROM RECORD INFORMATION) 4 EASEMENT(S) GRANTED TO WALTER H. DUPEE FOR DITCH AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT RECORDED MAY 6, 1913 IN BOa< 609, PAGE 278, DEEDS NOTE: BY MESNE CONVEYANCES OF RECORD, THE INTEREST OF WALTER H. DUPEE IN THE AFORESAID DITCH, HAS SINCE PASSED TO AND NOW VESTS IN THE COONTY OF SAN DIEGO. (DOCUMENT AFFECTS - PLOTTED HEREON AS @J )
5 EASEMENT(S) GRANTED TO SAN DIEGO CONSOLIDATED GAS & ELECTRIC COMPANY, A CORPORATION FOR PUBLIC

UTILITIES, INGRESS AND EGRESS AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT RECORDED JANUARY 14, 1918 IN BOa< 748, PAGE 161, DEEDS.
(DOCUMENT AFFECTS - THE LOCATION OF THE EASEMENT CANNOT BE DETERMINED FROM RECORD INFORMATION) MATTERS CONTAINED IN THAT CERTAIN DOCUMENT ENTITLED ~AGREEl.1ENI RECCRDED MAY 27, 1922 IN BOOK 890, PAGE 253, DEEDS.
(DOCUMENT AFFECTS - THE LOCATION OF THE EASEl.1ENT CANNOT BE DETERMINED FROM RECCRD INFORMATION) 7 THE RIGHT OF THE OWNERS OF THE PROPERTY HEREIN DESCRIBED, TO DIVERT CERTAIN AMOUNTS OF WATER FROM THE SAN DIEGO RIVER FOR BENEFICIAL USE UPON THEIR LANDS, SUBJECT HOVEi/ER, TO THE PRIOR RIGHTS OF THE CITY OF SAN DIEGO, A WUNICIPAL CORPORATION AND LA WESA, LEMON GROVE AND SPRING VAl..lEY

IRRIGATION DISTRICT, TO THE USE OF THE WATERS OF SAID SAN DIEGO RIVER, AS DECREED IN THAT CERTAIN JJDGl.1ENT, RENDERED AUGUST 16, 1938, IN AN ACTION OF THE SUPERIOR COURT OF SAN DIEGO COUNTY, CALIFORNIA, ENTITI.ED, •PHIWP P. MARTIN, ET AL, PLAINTIFFS 'VS. THE CITY OF SAN DIEGO, A MUNICIPAL CORPORATION, ET AL, DEFENDANTS, CASE NO. 85300." (DOCUMENT AFFECTS - NOTHING TO PLOT)
8 EASEMENT(S) FOR ROADWAY AND RIGHTS INCIDENTAL THERETO AS SET FORTH IN A DOCUMENT RECORDED MARCH 5, 1951 IN BOOK 3999, PAGE 111, OFFICIAL RECORDS.
(DOCUMENT AFFECTS - THE LOCATION OF THE EASEMENT CANNOT BE DETERMINED FROM RECORD INFORMATION) TITLE EXCEPTIONS AND EASEMENTS {CONTINUED)
EASEMENT(S) GRANTED TO SAN DIEGO GAS a: ELECTRIC COMPANY, A CORPORATION FOR THE LINE OF PIPE AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT RECORDED APRIL 27, 1964 AS INSTRUMENT NO. 75573, OFFICIAL RECORDS.
(DOCUMENT AFFECTS - PLOTTED HEREON AS [fil )
10 EASEMENT(S) GRANTED TO KONRAD S. LEAK AND LAURA A. LEAK, JAMES H. STRATTON, RICHARD A. MILLER, SCOTT G. MILLER AND Jo-IN FORTE FOR ROAD AND UTILITY AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT RECCRDED MARCH 19, 1965 AS INSTRUMENT NO. 49554, OFFICIAL RECORDS. (DOCUMENT AFFECTS - PLOTTED HEREON AS @J )
11 EASEMENT(S) GRANTED TO SAN DIEGO GAS & ELECTRIC COMPANY, A CORPORATION FOR THE LINE OF PCl.ES WITH WIRES AND RIGHTS INCIDENTAL THERETO, AS GRANTED IN A DOCUMENT RECORDED AUGUST 31, 1962 AS INSTRUMENT NO. 151610, OFFICIAL RECOODS.
(DOCUMENT AFFECTS - PLOTTED HEREON AS [I])
12 AN INSTRUMENT IN FAVOR OF COUNTY OF SAN DIEGO ENTITLED "DECLARATION OF COVENANTS FOR STREET IMPROVEMENTS• RECORDED AUGUST 23, 1976 AS INSTRUMENT NO. 76-273554, OFFICIAL RECORDS.

THIS COVENANT AND AGREEMENT PRO\IIOES THAT IT SHALL BE BINDING UPON ANY FUTURE O'ltNERS, ENCUMBRANCER$, THEIR SUCCESSORS OR ASSIGNS, AND SHALL CONTINUE IN EFFECT UNTIL TI-IE AD\IISORY AGENCY APPROVES TERMINATION.
(DOCUMENT AFFECTS - NOTHING TO PLOT)
13 DISCREPANCIES, CONFLICTS IN BOONDARY LINES, SHORTAGE IN AREA, ENCROACHWENTS, OR ANY OTHER MATTERS SH01ftN ON RECCRO OF SURVEY MAP NO. 11no RECORDED AUGUST 25, 1968. (DOCUMENT AFFECTS - NOTHING TO PLOT)
14 DISCREPANCIES, CONFLICTS IN BOONDARY LINES, SHORTAGE IN AREA, ENCROACHMENTS, OR ANY OTHER MATTERS SHO~ ON RECORD OF SURVEY MAP NO. 12197 RECORDED .n.JNE 1, 1989. (DOCUMENT AFFECTS - NOTHING TO PLOT) 15 MATTERS CONTAINED IN THAT CERTAIN DOCUMENT ENTITLED .BOUNDARY AGREEMENT AND GRANT OF REVOCABLE LICENSE TO ENCROACH• RECORDED FEBRUARY 14, 1992 AS INSTRUMENT NO. 1992-00849B9, OFFICIAL RECORDS. (DOCUMENT AFFECTS - PLOTTED HEREON AS [I) )
16 AN UNRECORDED LEASE WITH CERTAIN TERMS, COVENANTS, CONDITIONS AND PROVISIONS SET FORTH THEREIN AS DISCLOSED BY THE DOCUMENT ENTITLED "BOUNDARY AGREEMENT AND GRANT OF REVOCABLE LICENSE TO ENCROACH• RECORDED FEBRUARY 14, 1992 AS INSTRUMENT NO. 1992-0084989, OFFICIAL RECORDS. (DOCUMENT AFFECTS - PLOTTED HEREON AS [I))
17 THE EFFECT OF A QUITCLAIM DEED RECORDED MAY 16, 1997 AS INSTRUMENT NO. 1997-0229061, OFFlCIAL RECORDS. NOTE: A PORTION OF PARCEL 1 ON SAID DEED IS STILL HELD UNDER THE TRUST REFERRED TO IN QUITCLAIM DEED RECORDED JULY 21, 19B1, AS INSTRUMENT NO. 81-229662, OFFICIAL RECORDS. (NOT A SURVEY MATTER)
18 THE EFFECT OF A QUITCLAIM DEED RECORDED MAY 16, 1997 AS INSTRUMENT NO. 1997-0229062, OFFlCIAL RECORDS. NOTE: A PORTION OF PARCEL 1 ON SAID DEED IS STU HELD UNDER THE TRUST REFERRED TO IN QUITCLAIM DEED RECORDED JULY 21, 19B1, AS INSTRUMENT NO. 81-229662, OFFICIAL RECORDS. (NOT A SURVEY MATTER)
19 THE EFFECT OF A QUITCLAIW DEED RECORDED MAY 28, 1997 AS INSTRUMENT NO. 1997-0245849, OFFICIAL RECORDS. NOTE: A PORTION OF PARCEL 1 ON SAID DEED IS STILL HELD UNDER THE TRUST REFERRED TO IN QUITCLAIM DEED RECORDED .n.JLY 21, 19B1, AS INSTRUMENT NO. 81-229662, OFFICIAL RECORDS. (NOT A SURVEY MATTER)
20 THE LANO DESCRIBED HEREIN IS INCLUDED WITHIN A PROJECT AREA OF THE THE CITY OF SANTEE COMMUNITY

DEVELOPMENT COMMISSION, AND THAT PROCEEDINGS FOR THE REDEVELOPMENT OF SAID PROJECT HAVE BEEN INSTllUTED UNDER THE REDEVELOPMENT LAW (SUCH REDEVELOPMENT TO PROCEED ONLY AFTER THE ADOPTION OF THE REDEVELOPMENT PLAN) AS DISCLOSED BY A DOCUWENT RECCRDED SEPTEWBER 18, 2007 AS INSTRUWENT NO. 2007-0611268, OFFICIAL RECORDS.
(DOCUMENT AFFECTS - NOTHING TO PLOT)
21-25 TITLE COWPANY STATEMENTS.

BASE FLOOD WATER
SURFACE ELEV. OF 1,r;

ANNUAL CHANCE FLOOD
PER FEMA MAP NO.
06073C1652G
351.73 WTR ELEV.

P/L 87.5'
PR. SCREEN WALL
PR. C&G
G8 68.0'
PR. LOADING DOCK
l:Q!
F t:,,
a \.:EX.

PR. PAVEMENT

WATER-WAY
EX. AC

AVEMENT

LANDSCAPE
PR.

SECTION A
NlS.

SECTION B
NTS
LINE 59.7'
EX. I
BLDG I
_
355 FF
__ ;
PR. Co!r:G
P.

6.5'

SECTION C
NTS
PR.

El.DG FF VARIES
T ;;z' AC

PAVEMENT
P/L
-~EX:'". "jl-.-i'_...""i''F--~
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Ji
ISSUE: CONCEPT
11/03/22
CHEO<ED: MH DRA'ltN: MH
DRAWING FILE: 8732pg101
PROJECT NO.: ......

SHEET NUMBER:
2 OF SHEETS
SCALE: Al IHO'WN
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CURB CUTS FOR SITE DRAINAGE SHALL BE STENCILED AT OPENING WITH THE ABOVE MARKING WllH TRAFFIC RATED PAINT

THE ABOVE MARKING MAY V,,RY, GC SHOULD CONFIRM ACCEPTABILITY ANO/OR USE LOCAL

AGENCY PREFERRED NPOES STENCIL
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ISSUE: CONCEPT
11/03/22
CHEO<EO: MH ORA'ltN: MH
DRAWING FILE: 8732pg101
PROJECT NO.: ......

SHEET NUMBER:
3 OF SHEETS
SCALE: Al IHO'WN

NOT FOR CONSTRUCTION

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FIRE WATER CONSTRUCTION NOTES
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DRAWING FILE: 8732pg101 :;1
PROJECT NO.: ..... g
SHEET NUMBER:
4 OF SHEETS
SCALE: Al IHO'WN
;,

Appendix J-3
Letter to City of Santee regarding the
100-Year Floodplain

NPP Santee Commerce Center
Job No. 22-534
July 12, 2023
To: Claire Singh, P.E.

City of Santee
10601 Magnolia Ave.

Santee, CA 92071
Dear Ms. Singh,
I am writing to you and the City of Santee regarding our project located at 10990 N.

Woodside Dr. We have adjusted our horizontal & vertical control to match ROS 11252 as requested in your comment letter on our initial project submittal and have shown the limits of the 100-year floodplain and 100-year water surface elevation based on the City of Santee flood study.

Our site has been designed to match the existing contours along the San Deigo River as to not impact the existing floodplain and our building will be held more than 1’ above the floodplain per City of Santee requirements.

In conclusion, it is our professional opinion that our proposed development at 10990 N.

Woodside Dr will not impact the FEMA floodplain and does not require coordination with FEMA and/or preparation of FEMA no-rise certification. If you or any City Santee staff have any questions regarding our findings, please feel free to reach out to me directly.

Respectfully,
Matthew Hellesen, PE
DRC Engineering, Inc.

Respectfully,
Matthew Hellesen, PE
Respectfully,
Matthew Hellesen, P
Engineering, Inc.

Civi l Engineering/Land Surveying/Land Plann ing
160 South Old Springs Road, Ste. 210
Anaheim Hills, California 92808
Phone: 714-685-6860
Fax: 714-685-6801

Appendix K
Noise Technical Report

Noise Technical Report
Palisade Santee Commerce
Center Project
MAY 2024
Prepared for

NORTH PALISADE PARTNERS
1330 Factory Place, Suite 105
Los Angeles, CA 90013
Prepared by:
605 Third Street
Encinitas, California 92024
Contact: Jim Cowan, INCE Bd. Cert.

Cole Martin, INCE
DUDEK
605 Third Street
DUDEK.COM
15138 1 MAY 2024
Table of Contents
SECTION PAGE NO.

Acronyms and Abbreviations ............................................................................................................................................. 3 1 Introduction .......................................................................................................................................................... 4

1.1 Report Purpose and Scope .................................................................................................................... 4

1.2 Regional and Local Setting .................................................................................................................... 4

1.3 Project Description ................................................................................................................................. 4

1.4 Fundamentals of Noise and Vibration ................................................................................................... 4

1.4.1 Sound, Noise, and Acoustics .................................................................................................... 5

1.4.2 Sound Pressure Levels and Decibels ...................................................................................... 5

1.4.3 A-Weighted Sound Level ........................................................................................................... 5

1.4.4 Human Response to Changes in Noise Levels ....................................................................... 6

1.4.5 Noise Descriptors...................................................................................................................... 6

1.4.6 Sound Propagation ................................................................................................................... 7

1.4.7 Groundborne Vibration Fundamentals .................................................................................... 7 2 Regulatory Setting ................................................................................................................................................ 8

2.1 Federal .................................................................................................................................................... 8

2.1.1 Federal Transit Administration ................................................................................................. 8

2.1.2 Federal Interagency Committee on Noise ............................................................................... 8

2.2 State ........................................................................................................................................................ 9

2.2.1 California Code of Regulations, Title 24 .................................................................................. 9

2.2.2 California Department of Health Services Guidelines ............................................................ 9

2.2.3 California Department of Transportation ................................................................................ 9

2.3 Local ........................................................................................................................................................ 9

2.3.1 City of Santee Noise Level Compatibility Standards .................................................................. 9

2.3.2 Transportation-Related Noise Standards ................................................................................. 10

2.3.3 Noise Element Objectives and Policies .................................................................................... 10 3 Existing Conditions ............................................................................................................................................ 12

3.1 Noise Measurement Surveys .............................................................................................................. 12

3.2 Sensitive Receptors ............................................................................................................................. 13 4 Thresholds of Significance ............................................................................................................................... 14 5 Impact Discussion ............................................................................................................................................. 16 6 Summary of Findings ........................................................................................................................................ 28 7 References Cited ............................................................................................................................................... 29 DUDEK

PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 2 MAY 2024
TABLES
Table 1. Typical Sound Levels in the Environment and Industry .................................................................................... 6 Table 2. Measured Baseline Outdoor Ambient Noise Levels ....................................................................................... 12 Table 3. Typical Construction Equipment Maximum Noise Levels .............................................................................. 16 Table 4. Estimated Distances between Construction Activities and the Nearest Noise-sensitive Receptors ......... 17 Table 5. Predicted Construction Noise Levels per Activity Phase ................................................................................ 18 Table 6. Predicted Construction Traffic Noise Levels ................................................................................................... 20 Table 7. Predicted Traffic Noise Levels ......................................................................................................................... 23 Table 8. Modeled Sound Power Levels (PWL) for Stationary Sources (HVAC) ............................................................ 24

FIGURES
Figure 1 Project Location ................................................................................................................................... 30 Figure 2 Site Plan ............................................................................................................................................... 31 Figure 3 City of Santee Noise / Land Use Compatibility Guide ....................................................................... 32 Figure 4 Noise Measurement Locations ........................................................................................................... 33 Figure 5 Predicted Daytime Onsite Operation Noise Contours ....................................................................... 34 Figure 6 Predicted Nighttime Onsite Operation Noise Contours ..................................................................... 35

APPENDICES
A Baseline Noise Measurement Field Data
B Construction Noise Modeling Input and Output
C Traffic Noise Modeling Input and Output
D Project Stationary Operations Noise Prediction Data
DUDEK

PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 3 MAY 2024
Acronyms and Abbreviations
Acronym/Abbreviation Definition
Caltrans California Department of Transportation
CEQA California Environmental Quality Act
City City of Santee
CNEL Community Noise Equivalent Level
dB decibel
dBA A-weighted decibel
FTA Federal Transit Administration
ips inches per second
Ldn day–night average noise level
Leq equivalent noise level
Lmax maximum sound level
Lmin minimum sound level
Palisade Santee Commerce Center proposed project
PPV peak particle velocity
RCNM Roadway Construction Noise Model
SLM Sound level meter
SPL Sound pressure level
ST Short-term
VdB Velocity Decibel
DUDEK

PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 4 MAY 2024
1 Introduction

1.1 Report Purpose and Scope
The purpose of this technical report is to assess the potential noise impacts associated with construction and operation of the Palisade Santee Commerce Center project (project). This analysis uses the significance thresholds in Appendix G of the California Environmental Quality Act (CEQA) Guidelines (14 CCR 15000 et seq.).

1.2 Regional and Local Setting
The site is located on an approximately 13.49-acre site in the City of Santee, California (Figure 1). The project site is bounded by light industrial land uses to the east, south, and west (adjacent to North Woodside Avenue and Wheatlands Avenue), and the San Diego River to the north. The terminus of Mission Park Court, , a private street, lies to the east of the project site, but does not connect to the site. The project site is approximately 500 feet from the Highway 67 corridor. The General Plan designation for the property is Light Industrial (LI).

1.3 Project Description
The project proposes the demolition of all existing on-site structures located at 10990 Woodside Avenue (APN:
381-070-52) that was originally developed in 1962 as the Santee Drive-In Theatre. The project would redevelop the site for construction of an approximately 300,145 square foot (gross area, inclusive of mezzanines and approximately 10,000 sf of office space) one-story industrial/warehousing building. The proposed building would accommodate warehousing and distribution, manufacturing, assembly, and/or research and development operations, and related office uses. The project would include approximately 290,145 square feet of warehouse space and approximately 10,000 square feet of office space. In addition to the industrial building, the project would include up to 42 dock-high doors, four grade-level doors, two truck courts, and up to 301 passenger-vehicle parking spaces, 30- and 40-foot-wide fire access lanes along the building perimeter, landscaping, and fencing along portions of the developed perimeter with automated gates at certain driveway locations. The project would also include associated utility, stormwater treatment, and roadway improvements. The There is no known tenant at the time of the writing of this document.

Additionally, an eight foot tall, approximately 568 foot long overlapping wall (three segments total), would be featured on the northern perimeter of the property, the length of which was determined by blocking the line-ofsight between the truck loading areas and the residences to the north of the project site. The wall contains a six foot access gap, which is overlapped by greater than 4x by the middle segment, providing the appropriate distance for effective mitigation. The wall construction schedule is to be determined.

1.4 Fundamentals of Noise and Vibration
The following is a brief discussion of fundamental noise concepts and terminology.

DUDEK

PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 5 MAY 2024

1.4.1 Sound, Noise, and Acoustics
Sound is a process that consists of three components: the sound source, sound path, and sound receiver. All three components must be present for sound to exist. Without a source to produce sound, there is no sound. Similarly, without a medium to transmit sound pressure waves, there is no sound. Finally, sound must be received; a hearing organ, sensor, or object must be present to perceive, register, or be affected by sound or noise. In most situations, there are many different sound sources, paths, and receptors rather than just one of each. Acoustics is the field of science that deals with the production, propagation, reception, effects, and control of sound. Noise is defined as sound that is loud, unpleasant, unexpected, or undesired.

1.4.2 Sound Pressure Levels and Decibels
The amplitude of a sound wave determines its loudness. Loudness of sound increases with increasing amplitude.

Sound pressure amplitude is measured in units of micronewtons per square meter, also called micropascals. One micropascal is approximately one-hundred billionth (0.00000000001) of normal atmospheric pressure. The pressure of a very loud sound may be 200 million micropascals, or 10 million times the pressure of the weakest audible sound.

Because expressing sound levels in terms of micropascals would be very cumbersome and the sensitivity of human hearing to changes in micropascals is rather coarse (e.g., a doubling of micropascals is just audible to most people), sound pressure level in logarithmic units is used instead to describe the ratio of actual sound pressure to a reference pressure squared. These units are called Bels. To provide a finer resolution, a Bel is subdivided into 10 decibels (dB).

1.4.3 A-Weighted Sound Level
Sound pressure level alone is not a reliable indicator of loudness. The frequency, or pitch, of a sound also has a substantial effect on how humans will respond. Although the intensity (energy per unit area) of the sound is a purely physical quantity, the loudness, or human response, is determined by the characteristics of the human ear.

Human hearing is limited not only in the range of audible frequencies, but also in the way it perceives the sound in that range. In general, the healthy human ear is most sensitive to sounds between 1,000 and 5,000 hertz, and it perceives a sound within that range as more intense than a sound of higher or lower frequency with the same magnitude. To approximate the frequency response of the human ear, a series of sound level adjustments is usually applied to the sound measured by a sound level meter. The adjustments (referred to as a weighting network) are frequency-dependent.

The A-scale weighting network approximates the frequency response of the average young ear when listening to ordinary sounds. When people make judgments about the relative loudness or annoyance of a sound, their judgments correlate well with the A-scale sound levels of those sounds. Other weighting networks have been devised to address high noise levels or other special situations (e.g., B-scale, C-scale, D-scale), but these scales are rarely used in conjunction with most environmental noise evaluations. Noise levels are typically reported in terms of A-weighted sound levels. All sound levels discussed in this report are A-weighted decibels (dBA). Examples of typical noise levels for common indoor and outdoor activities are depicted in Table 1.

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Table 1. Typical Sound Levels in the Environment and Industry Common Outdoor Activities Noise Level (dB) Common Indoor Activities — 110 Rock band
Jet fly over at 300 meters
(1,000 feet)
100 —
Gas lawn mower at 1 meter (3 feet) 90 —
Diesel truck at 15 meters (50 feet),
at 80 kilometers per hour
(50 miles per hour)
80 Food blender at 1 meter (3 feet); garbage
disposal at 1 meter (3 feet)
Noisy urban area, daytime; gas lawn
mower at 30 meters (100 feet)
70 Vacuum cleaner at 3 meters (10 feet)
Commercial area; heavy traffic at 90
meters (300 feet)
60 Normal speech at 1 meter (3 feet)
Quiet urban, daytime 50 Large business office; dishwasher next room Quiet urban, nighttime 40 Theater; large conference room (background) Quiet suburban, nighttime 30 Library
Quiet rural, nighttime 20 Bedroom at night; concert hall (background) — 10 Broadcast/Recording studio
Lowest threshold of human hearing 0 Lowest threshold of human hearing Source: Caltrans 2020.

1.4.4 Human Response to Changes in Noise Levels
Under controlled conditions in an acoustics laboratory, the trained, healthy human ear is able to discern changes in sound pressure levels of 1 dBA when exposed to steady, single-frequency signals in the mid-frequency range.

Outside such controlled conditions, the trained ear can detect changes of 2 dBA in normal environmental noise. It is widely accepted that the average healthy ear, however, can barely perceive noise level changes of 3 dBA. A change of 5 dBA is readily perceptible, and a change of 10 dBA is perceived as twice (if a gain) or half (if a loss) as loud. A doubling of sound energy results in a 3 dBA increase in sound, which means that a doubling of sound energy (e.g., doubling the volume of traffic on a road) would result in a barely perceptible change in sound level.

1.4.5 Noise Descriptors
Additional units of measure have been developed to evaluate the long-term characteristics of sound. The energyequivalent sound level (Leq) is also referred to as the time-average sound level. It is the equivalent steady-state or constant sound level that in a stated period of time would contain the same acoustical energy as the time-varying sound level during the same time period. For instance, the 1-hour A-weighted equivalent sound level, Leq(h), is the energy average of the A-weighted sound levels occurring during a 1-hour period, and is the basis for most of the County Noise Ordinance standards.

People are generally more sensitive to and thus potentially more annoyed by noise occurring during the evening and nighttime hours. Hence, another noise descriptor used in community noise assessments—the community noise equivalent level (CNEL)—represents a time-weighted, 24-hour average noise level based on the A-weighted sound level. However, unlike an unmodified 24-hour Leq value, the CNEL descriptor accounts for increased noise sensitivity during the evening (7 p.m. to 10 p.m.) and nighttime (10 p.m. to 7 a.m.) by adding 5 dBA and 10 dBA, respectively, DUDEK

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to the average sound levels occurring during these defined hours within a 24-hour period. Whereas CNEL is used mostly in California, the Ldn descriptor (day-night average noise level, which is the same as CNEL with the only exception of not including the 5 dBA evening correction) is used more often for environmental noise evaluations for federal projects.

1.4.6 Sound Propagation
Sound propagation (i.e., the traverse of sound from a noise emission source position to a receiver location) is influenced by multiple factors that include geometric spreading, ground absorption, atmospheric effects, and occlusion by natural terrain and/or features of the built environment.

Sound levels attenuate (or diminish) geometrically at a rate of approximately 6 dBA per doubling of distance from an outdoor stationary point-type source due to the spherical spreading of sound energy with increasing distance travelled. The effects of atmospheric conditions such as humidity, temperature, and wind gradients are typically distance-dependent and can also temporarily either increase or decrease sound levels measured or perceived at a receptor location. In general, the greater the distance the receiver is from the source of sound emission, the greater the potential for variation in sound levels at the receptor due to these atmospheric effects. Additional attenuation can result from sound path occlusion and diffraction due to intervention of natural (ridgelines, dense forests, etc.) and built features (such as solid walls, buildings, and other structures).

1.4.7 Groundborne Vibration Fundamentals
Groundborne vibration is fluctuating or oscillatory motion transmitted through the ground mass (i.e., soils, clays, and rock strata). The strength of groundborne vibration attenuates rapidly over distance. Some soil types transmit vibration quite efficiently; other types (primarily sandy soils) do not. Several basic measurement units are commonly used to describe the intensity of ground vibration. The descriptors used by the Federal Transit Administration (FTA) are peak particle velocity (PPV), in units of inches per second (ips), and velocity decibel (VdB) that is based on a root-mean square (RMS) of the vibration signal magnitude. The calculation to determine PPV at a given distance is as follows:

PPVdistance = PPVref*(25/D)1.5
Where:

PPVdistance = the peak particle velocity in inches per second of the equipment adjusted for distance PPVref = the reference vibration level in inches per second at 25 feet D = the distance from the equipment to the receiver
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2 Regulatory Setting

2.1 Federal

2.1.1 Federal Transit Administration
In its Transit Noise and Vibration Impact Assessment guidance manual, the FTA recommends a daytime construction noise level threshold of 80 dBA Leq over an 8-hour period (FTA 2018) when detailed construction noise assessments are performed to evaluate potential impacts to community residences surrounding a project. Although this FTA guidance is not a regulation, it can serve as a quantified standard in the absence of such noise limits at the state and local jurisdictional levels.

2.1.2 Federal Interagency Committee on Noise
Some guidance regarding the determination of a substantial permanent increase in ambient noise levels in the project vicinity above existing levels is provided by the 1992 findings of the Federal Interagency Committee on Noise (FICON 1992), which assessed the annoyance effects of changes in ambient noise levels resulting from aircraft operations. The FICON recommendations are based upon studies that relate aircraft and traffic noise levels to the percentage of persons highly annoyed by the noise. Annoyance is a qualitative measure of the adverse reaction of people to noise that generates speech interference, sleep disturbance, or interference with the desire for a tranquil environment.

The rationale for the FICON recommendations is that it is possible to consistently describe the annoyance of people exposed to transportation noise in terms of Ldn. The changes in noise exposure that are shown below are expected to result in equal changes in annoyance at sensitive land uses. Although the FICON recommendations were specifically developed to address aircraft noise impacts, they are used in this analysis to define a substantial increase in community noise levels related to all transportation noise sources and permanent non-transportation noise sources.
 Outdoor ambient sound level without the project is less than 60 dBA Ldn, then a project-attributed increase of 5 dBA or more would be considered significant;
 Outdoor ambient sound level without the project is between 60 and 65 dBA Ldn, project-attributed increase of 3 dBA or more would be considered significant; and
 Outdoor ambient sound level without the project is greater than 65 dBA Ldn, then project-attributed increase of 1.5 dBA or more would be considered significant.

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2.2 State

2.2.1 California Code of Regulations, Title 24
Title 24 of the California Code of Regulations sets standards that new developments in California must meet.

According to Title 24, interior noise levels are not to exceed 45 dBA CNEL in any habitable room (ICC 2019).

2.2.2 California Department of Health Services Guidelines The California Department of Health Services has developed guidelines of community noise acceptability for use by local agencies (OPR 2017). Selected relevant levels are listed here:
 Below 60 dBA CNEL: normally acceptable for low-density residential use  50 to 70 dBA CNEL: conditionally acceptable for low-density residential use  Below 65 dBA CNEL: normally acceptable for high-density residential use and transient lodging  60 to 70 dBA CNEL: conditionally acceptable for high-density residential, transient lodging, churches, educational, and medical facilities
The normally acceptable exterior noise level for high-density residential use is up to 65 dBA CNEL. Additionally, this exterior noise level limit is consistent with the City of Santee General Plan Noise Element, which considers multifamily unit noise-sensitive land uses.

2.2.3 California Department of Transportation
In its Transportation and Construction Vibration Guidance Manual (Caltrans 2020), the California Department of Transportation (Caltrans) recommends 0.5 ips PPV as a threshold for the avoidance of structural damage to typical newer residential buildings exposed to continuous or frequent intermittent sources of groundborne vibration. For transient vibration events, such as blasting, the damage risk threshold would be 1.0 ips PPV (Caltrans 2020) at the same type of newer residential structures. For older structures, these guidance thresholds would be more stringent:

0.3 ips PPV for continuous/intermittent vibration sources, and 0.5 ips PPV for transient vibration events. With respect to human annoyance, Caltrans guidance indicates that building occupants exposed to continuous groundborne vibration in the range of 0.2-0.6 ips PPV would find it “unpleasant or “annoying” and thus a likely significant impact. Although these Caltrans guidance thresholds are not regulations, they can serve as quantified standards in the absence of such limits at the local jurisdictional level.

2.3 Local

2.3.1 City of Santee Noise Level Compatibility Standards The Noise Element of the City’s General Plan (City of Santee 2003) establishes target maximum noise levels in the City, categorized by land use. The Noise Element sets the following limitations on noise levels for receiving properties adjacent to the project site. Figure 3 contains the Noise / Land Use Compatibility Guide from the General Plan Noise Element, which establishes a maximum noise level of 65 dBA Ldn for noise-sensitive land uses and 75 dBA Ldn for industrial land uses.

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2.3.2 Transportation-Related Noise Standards
The City’s Noise Element establishes a policy for exterior sensitive areas to be protected from high traffic noise levels. The Noise Element sets 65 dBA Ldn for exterior noise levels and 45 dBA Ldn for interior noise levels as the “normally acceptable” level.

For interior noise, the Noise Element also establishes 45 dBA Ldn as the maximum acceptable level for habitable rooms when exterior predicted noise levels due to traffic are 65 dBA Ldn or more. If windows and doors are required to be closed to meet this standard, then mechanical ventilation (i.e., air conditioning) shall be included in the project design.

2.3.3 Noise Element Objectives and Policies
The Noise Element contains a section on the noise abatement and control objectives and policies for the City, a selection of which are presented here.

Objective 1.0 Control noise from sources adjacent to residential, institutional and other noise-sensitive receptors.

Policy 1.1. The City shall support a coordinated program to protect and improve the acoustical environment of the City including development review for new public and private development and code compliance for existing development.

Policy 1.2. The City shall utilize noise studies and noise contour maps when evaluating development proposals during the discretionary review process.

Policy 1.3. The City shall enforce motor vehicle laws and standards as appropriate, related to traffic flow and speed, in an effort to reduce noise along roadways experiencing high noise levels.

Policy 1.4. The City shall promote alternative sound attenuation measures rather than traditional wall barriers wherever feasible; these may include glass or polycarbonate walls, berms, landscaping, and the siting of noisesensitive uses on a parcel away from the roadway or other noise source.

Policy 1.5. The City shall review future projects with particular scrutiny regarding the reduction of unnecessary noise near noise-sensitive areas such as hospitals, schools, parks, etc.

Policy 1.6. The City shall continue to monitor noise throughout Santee and enforce the standards and regulations of the City's Noise Ordinance.

Policy 1.15. The City shall encourage Caltrans to recognize and implement the City’s noise standards for planned and future freeway projects in the City.

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Policy 1.16. The City shall ensure that appropriate regulations and standards are incorporated into the City's development policies and ordinances, including the use of noise evaluations in Environmental Impact Reports and statements, which take all aspects of noise into consideration.

Policy 1.17. The City shall officially support the control of noise through legal regulations and cooperative government efforts.

Objective 2.0 Ensure that future developments will be constructed to minimize interior and exterior noise levels.

Policy 2.1. The City shall adhere to planning guidelines and building codes which include noise control for the exterior and interior living space of all new residential developments within noise impacted areas.

Policy 2.2. The City should require new development to mitigate noise impacts to existing uses resulting from new development when: 1) such development adds traffic to existing City streets that necessitates the widening of the street; and 2) the additional traffic generated by the new development causes the noise standard or significance thresholds to be exceeded.

Policy 2.3. The City should not require new development to mitigate noise impacts to existing uses when the new development only adds traffic already anticipated by the City’s General Plan to an existing street, but does not necessitate widening of that street.

City of Santee Noise Ordinance
Construction activities are subject to Section 5.04.090 of the City’s Noise Ordinance, which specifically prohibits the operation of any single or combination of powered construction equipment at any construction site on Mondays through Thursday except between the hours of 7:00 a.m. and 7:00 p.m. Further, construction equipment with a manufacturer's noise rating of 85 dBA Lmax or greater may only operate at a specific location for 10 consecutive workdays. A notice must be provided to all property owners within 300 feet if work is scheduled for more than 10 days and must be provided no later than 10 days prior to the start of the construction.

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3 Existing Conditions

3.1 Noise Measurement Surveys
Sound pressure level (SPL) measurements were conducted near the proposed project site on March 25, 2023, to quantify and characterize the existing outdoor ambient sound levels. Another set of SPL measurements were conducted near the proposed project site on March 18 and 19, 2024, to help further characterize the existing outdoor noise levels for the single-family residences located north of the San Diego River.

Table 2 provides the location and time period at which these baseline noise level measurements were performed by an attending Dudek field investigator. The March 2023 measurements were conducted using a Rion-branded Model NL-52 sound level meter (SLM) equipped with a 0.5-inch, pre-polarized condenser microphone with pre- amplifier.

The SLM meets the current American National Standards Institute standard for a Type 1 (Precision Grade) sound level meter, while the March 2024 measurements were made using a a SoftdB “Piccolo” model sound level meter equipped with a windscreen-protected, 0.5-inch diameter pre-polarized condenser microphone with pre-amplifier.

The sound level meter meets the current American National Standards Institute (ANSI) standard for a Type 2 (General Use) sound level meter.

The accuracy of the SLM was verified using a field calibrator before and after the measurements, and the measurements were conducted with the microphone positioned approximately 5 feet above the ground.

Five (5) short-term (ST) noise level measurement locations (ST1–ST5) that represent existing noise-sensitive receivers were selected on and near the proposed project site. These locations are depicted as receivers ST1–ST5 on Figure 4. The measured Leq and Lmax noise levels are provided in Table 2. The primary noise sources at the sites identified in Table 2 consisted of traffic along adjacent roadways, aircraft, the sounds of leaves rustling, conversations, and birdsong during the daytime, and frog noise at night. As shown in Table 2, the measured daytime SPL ranged from 53.1 dBA Leq at ST4 to 76.8 dBA Leq at ST1 and the measured nighttime SPL ranged from 50.2 at ST2 to 51.2 at ST5. Beyond the summarized information presented in Table 2, detailed noise measurement data is included in Appendix A.

Table 2. Measured Baseline Outdoor Ambient Noise Levels Site Location/Address Time Leq (dBA) Lmax (dBA)
ST1 East of Woodside Avenue at Shadow Hill
Apartments
2023-03-25, 9:01 AM
to 9:06 AM 76.8 84.3
ST2 Cul-de-sac of Hillcreek Way 2023-03-25, 9:25 AM
to 9:35 AM 55.6 66.8
South from the cul-de-sac of Hillcreek
Way, along Walker Preserve Trail
2024-03-19, 1:14 PM
to 2:14 PM 53.8 75.5
2024-03-18, 8:21 PM
to 9:21 PM 50.2 73.9
ST3 Southern project boundary 2023-03-25, 10:25 AM
to 10:35 AM 60.3 75.5
ST4 Walker Preserve Trail, northwest of
project boundary
2023-03-25, 9:45 AM
to 10:00 AM 53.1 71.2
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Table 2. Measured Baseline Outdoor Ambient Noise Levels Site Location/Address Time Leq (dBA) Lmax (dBA)
2024-03-19, 1:22 PM
to 2:22 PM 54.1 75.4
2024-03-18, 8:28 PM
to 9:28 PM 50.5 64.1
ST5 Walker Preserve Trail, north of project
boundary
2024-03-19, 1:29 PM
to 2:29 PM 55.2 75.9
2024-03-18, 8:40 PM
to 9:40 PM 51.2 58.2
Source: Appendix A.

Notes: Leq = equivalent continuous sound level (time-averaged sound level); Lmax = maximum sound level during the measurement interval; dBA = A-weighted decibels; ST = short-term noise measurement locations.

Generally, the measured samples of daytime Leq agree with expectations: ST1 and ST3 Leq values are above 60 dBA due largely to their proximity to Highway 67. ST2, ST4, and ST5, however, are in residential and trail areas north of the proposed project and are more distant from these sources of traffic noise, which results in a substantially lower sampled Leq value. Noise measurements were not conducted during time periods when the drive-in/swap meet was operating. Therefore, the ambient noise level measurements conducted for the project are likely lower than ambient noise levels when the drive-in is operational.

3.2 Sensitive Receptors
Noise- and vibration-sensitive land uses are locations where people reside or where the presence of unwanted sound could adversely affect the use of the land. Residences, schools, hospitals, guest lodging, libraries, and some passive recreation areas would be considered noise and vibration sensitive and may warrant unique measures for protection from intruding noise.

The closest sensitive receptors in the vicinity of the Project site are the nearest existing residences located as close as 310 feet from the Project driveway south of North Woodside Avenue and 650 feet north of the Project boundary.

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4 Thresholds of Significance
The following significance criteria are based on Appendix G of the California Environmental Quality Act Guidelines (14 CCR 15000 et seq.) and will be used to determine the significance of potential noise and vibration impacts.

Impacts associated with noise and vibration would be significant if the proposed project would result in:
 Generation of a substantial temporary or permanent increase in ambient noise levels in the vicinity of the project in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies.
 Generation of excessive groundborne vibration or groundborne noise levels.  Exposing people residing or working in the project area to excessive noise levels (for a project located within the vicinity of a private airstrip or an airport land use plan, or where such a plan has not been adopted, within 2 miles of a public airport or public use airport).

In light of these above significance criteria, this analysis uses the following standards to evaluate potential noise and vibration impacts.
 Construction noise –The apparent proximity of existing residential receptors located south of the North Woodside Avenue suggests that source-to-receiver distances are a minimum of approximately 310 feet. Additionally, most construction equipment and vehicles on a project site do not operate continuously. Therefore, consistent with the FTA guidance mentioned in Section 2 (Regulatory Setting), this analysis will use 80 dBA Leq over an 8-hour period as the construction noise impact criterion during daytime hours (7:00 a.m. to 7:00 p.m.).
 Off-site project-attributed transportation noise – For purposes of this analysis, a noise impact due to transportation noise would be considered significant if predicted noise levels exceeded the FICON thresholds noted in Section 2.1.2. More specifically, an impact due to the project contribution to existing and future predicted ambient noise levels would be considered significant if it meets the following criteria:
o Outdoor ambient sound level without the project is less than 60 dBA Ldn, then a project-attributed increase of 5 dBA or more would be considered significant; o Outdoor ambient sound level without the project is between 60 and 65 dBA Ldn, project-attributed increase of 3 dBA or more would be considered significant; and o Outdoor ambient sound level without the project is greater than 65 dBA Ldn, then project-attributed increase of 1.5 dBA or more would be considered significant.  Off-site project-attributed stationary noise – For purposes of this analysis, a noise impact would be considered significant if noise from typical operation of heating, ventilation, and air conditioning (HVAC), truck movements, and other electro-mechanical systems associated with the proposed project exceeded 75 dBA Ldn at the property line. Note that these are the City’s thresholds for the industrial zones that characterize the proposed project site. For residential land uses near the project site, a noise impact would be considered significant if noise from typical operations exceeds 65 dBA Ldn.  Construction vibration – Guidance from Caltrans indicates that a vibration velocity level of 0.2 ips PPV received at a structure would be considered annoying by occupants within (Caltrans 2013). As for the DUDEK

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receiving structure itself, aforementioned Caltrans guidance from Section 2 recommends that a vibration level of 0.3 ips PPV would represent the threshold for building damage risk.

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5 Impact Discussion
Potential noise and vibration impacts attributed to project construction and operation are studied in the following subsections that are categorized by the CEQA Guidelines Appendix G significance for noise. a) Would the project result in generation of a substantial temporary or permanent increase in ambient noise levels in the vicinity of the project in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies?
Short-Term On-Site Construction Noise
Less Than Significant. Construction noise and vibration are temporary phenomena, with emission levels varying from hour to hour and day to day, depending on the equipment in use, the operations performed, and the distance between the source and receptor. Equipment that would be in use during construction would include, in part, graders, backhoes, rubber-tired dozers, loaders, cranes, forklifts, pavers, rollers, and air compressors. The typical maximum noise levels at a distance of 50 feet from various pieces of construction equipment and activities anticipated for use on the proposed project site are presented in Table 3. Note that the equipment noise levels presented in Table 3 are maximum noise levels. Usually, construction equipment operates in alternating cycles of full power and low power, producing average noise levels over time that are less than the maximum noise level. The average sound level of construction activity also depends on the amount of time that the equipment operates and the intensity of construction activities during that time.

Table 3. Typical Construction Equipment Maximum Noise Levels Equipment Type Typical Equipment (Lmax, dBA at 50 Feet) All Other Equipment > 5 HP 85
Backhoe 78
Compressor (air) 78
Concrete Saw 90
Crane 81
Dozer 82
Excavator 81
Flat Bed Truck 74
Front End Loader 79
Generator 72
Grader 85
Man Lift 75
Paver 77
Roller 80
Scraper 84
Welder / Torch 73
Source: DOT 2006.

Note: Lmax = maximum sound level; dBA = A-weighted decibels.

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Aggregate noise emission from proposed project construction activities, broken down by sequential phase, was predicted at two evaluation distances to the nearest existing noise-sensitive receptor: 1) from the nearest position of the construction site boundary and 2) from the geographic center of the construction site, which serves as the time-averaged location or geographic acoustical centroid of active construction equipment for the phase under study. The intent of the former distance is to help evaluate anticipated construction noise from equipment or vehicle activity expected to be at the boundary for some period of time, which would be most appropriate for phases such as site preparation, grading, and paving. The latter distance is used in a manner similar to the general assessment technique as described in the FTA guidance for construction noise assessment, when the location of individual equipment for a given construction phase is uncertain over some extent of (or the entirety of) the construction site area. In this studied scenario, because of the equipment location uncertainty, all the equipment for a construction phase is assumed to operate—on average—from the acoustical centroid position. Table 4 summarizes these two distances to the apparent closest noise-sensitive receptor for each of the six sequential construction phases. At the site boundary, this analysis assumes that all equipment of each listed type per phase will be involved in the construction activity for the full 8-hour period. For the acoustical centroid case, which intends to be a geographic average position for all equipment during the indicated phase, this analysis assumes that the equipment may be operating up to all 8 hours per day.

Table 4. Estimated Distances between Construction Activities and the Nearest Noise-sensitive Receptors
Construction Phase
(and Equipment
Types Involved)
Distance from Nearest NoiseSensitive Receptor to Construction Site Boundary (Feet)
Distance from Nearest NoiseSensitive Receptor to Acoustical Centroid of Site (Feet)
Demolition (concrete saw,
excavator, dozer)
310 990
Site Preparation (dozer,
front end loader)
310 990
Grading (excavator,
grader, dozer, scraper
backhoe)
310 990
Building construction
(crane, man-lift,
generator,
backhoe, welder)
310 990
Paving (paver, roller,
concrete mixer truck)
310 990
Architectural Coating
(compressor)
310 990
A Microsoft Excel–based noise prediction model emulating and using reference data from the Federal Highway Administration Roadway Construction Noise Model (RCNM) (FHWA 2008) was used to estimate construction noise levels at the nearest occupied noise-sensitive land use. Although the RCNM was funded and promulgated by the Federal Highway Administration, it is often used for non-roadway projects, because the same types of construction equipment used for roadway projects are often used for other types of construction. Input variables for the predictive modeling consist of the equipment type and number of each (e.g., two graders, a loader, a tractor), the duty cycle for each piece of equipment (e.g., percentage of time within a specific time period, such as an hour, when DUDEK

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the equipment is expected to operate at full power or capacity and thus make noise at a level comparable to what is presented in Table 3), and the distance from the noise-sensitive receiver. The predictive model also considers how many hours that equipment may be on-site and operating (or idling) within an established work shift.

Conservatively, no topographical or structural shielding was assumed in the modeling. The RCNM has default dutycycle values for the various pieces of equipment, which were derived from an extensive study of typical construction activity patterns. Those default duty-cycle values were used for this noise analysis, which is detailed in Appendix B, and produced the predicted results displayed in Table 5.

Table 5. Predicted Construction Noise Levels per Activity Phase Construction Phase (and
Equipment Types
Involved)
8-Hour Leq at Nearest NoiseSensitive Receptor to Construction Site Boundary (dBA)
8-Hour Leq at Nearest NoiseSensitive Receptor to Acoustical Centroid of Site (dBA)
Demolition (concrete saw,
excavator, dozer)

66.5 55.3
Site Preparation (dozer,
front end loader)

64.3 53.1
Grading (excavator, grader,
dozer, scraper backhoe)

67.0 55.8
Building construction
(crane, man-lift, generator,
backhoe, welder)

60.8 49.5
Paving (paver, roller,
concrete mixer truck)

60.6 49.3
Architectural Coating
(compressor)

52.5 41.2
Notes: Leq = equivalent noise level; dBA = A-weighted decibels.

As presented in Table 5, the highest estimated construction noise levels are predicted to stay below 67 dBA Leq over an 8-hour period at the nearest existing residences (located south of North Woodside Avenue and as close as 310 feet from the project driveway) when grading activities take place near the project driveway. Residences further afield, such as those to the north of the project site, would be predicted to have lower construction noise levels than those shown in Table 5. Additionally, the nearest existing residences to the south are dominated by traffic noise from SR-67, and intervening barriers and terrain were not considered in the model. As a result, short-term construction noise is predicted to be well below the FTA guidance of 80 dBA Leq over an 8-hour period, and therefore is less than significant.

Short-Term Off-Site Construction Noise
Less Than Significant. The project would result in local, short-term increases in roadway noise as a result of construction traffic. Based on information developed as part of the project’s air quality analysis, project-related traffic would include workers commuting to and from the project site as well as vendor and haul trucks bringing or removing materials. The highest number of average daily worker trips would be 122 trips, occurring during the building construction phase. The highest number of average daily vendor truck trips would be 48 trips, also occurring during the building construction phase. The highest number of total haul truck trips would be 6675 trips, occurring during the demolition phase over a period of 25 days. Based upon available data provided in the project Transportation Technical Memorandum, existing Average Daily Traffic (ADT) volumes were DUDEK

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combined with the construction truck haul trips (an average of 275 haul trucks per day) and truck percentages found in the project Transportation Technical Memorandum were derived to include the increase in heavy trucks and applied to all of the studied roadway ADTs to determine the potential noise level increase due to construction noise. Aside from the project driveway, it is not known which roadways will be used to route construction traffic. Therefore, applying the average of 275 haul trucks per day to all studied project roadway ADTs represents an extremely conservative prediction methodology.

The change in roadway noise levels was predicted for two conditions: existing and existing plus average daily haul truck construction traffic. Traffic noise levels were calculated for roadway segments bounded by intersections within the project area and are listed as follows:
 Project Driveway – From N. Woodside Avenue to the Project;  Wheatlands Avenue – From N. Woodside Avenue to Wheatlands Road;  N. Woodside Avenue – From Wheatlands Avenue to Woodside Avenue (combined north/south split);  Woodside Avenue – From Magnolia Avenue to the Woodside Avenue north/south split;  Magnolia Avenue – From Woodside Avenue to SR-52; and
 SR-67.

Based upon the FICON thresholds presented in Section 2.1.2 above, an increase of less than 5 dBA when the ambient sound level is less than 60 dBA Ldn/CNEL, less than 3 dBA when the ambient sound level is between 60 and 65 dBA Ldn/CNEL, or less than 1.5 dBA when the ambient sound level is greater than 65 dBA Ldn/CNEL would not be significant. Utilizing the traffic noise modeling worksheets found in Appendix C, Table 6 shows that the highest predicted change in traffic noise level (the project driveway) combined with the roadways surrounding the immediate project site are predicted to experience an aggregate total traffic noise level of 85 dBA at 50 feet for the existing condition with a predicted increase of less than 1 dBA due to the project contribution. Although the aggregate predicted “with project construction traffic” condition is greater than the City limit as summarized in Section 2.3.3.1, the predicted “without project construction traffic” level at the nearest sensitive receivers is also greater than the City limit, with a predicted “with project” increase of less than 1 dBA, which is less than the FICON 1.5 dBA threshold when the ambient sound level is greater than 65 dBA Ldn/CNEL, and would be considered imperceptible to the average person. Additionally, although the increase in noise level for the project driveway is greater than 5 dBA and therefore higher than the FICON thresholds and perceptible to the average person, there are no noise-sensitive receptors adjacent to the project driveway; the nearest noise-sensitive receptors to the south of the project are already dominated by much higher levels of traffic noise from nearby adjacent roadways such as SR-67. Therefore, potential impacts at existing off-site noise-sensitive land uses along roadway segments identified in Table 6 and with respect to project-generated temporary construction traffic to existing traffic noise would be less than significant.

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15138 20 MAY 2024
Table 6. Predicted Construction Traffic Noise Levels
Modeled
Roadway
Segment
From To
Existing
(dBA
CNEL)
Existing Plus
Project
Construction
Traffic (dBA
CNEL)
Delta
(dBA)
Project
Driveway
N. Woodside
Avenue Project 50.38 60.26 9.88
Wheatlands
Avenue
N. Woodside
Avenue Wheatlands Road 61.82 63.93 2.11
N. Woodside
Avenue
Wheatlands
Avenue
Woodside Avenue -
Combined

67.76 68.70 0.95
Woodside
Avenue
Magnolia
Avenue
Woodside Avenue -
Combined 77.40 77.54 0.14
Magnolia
Avenue
Woodside
Avenue SR-52 77.15 77.27 0.12
SR-67 83.50 83.55 0.05
Aggregate Total @ 50 Feet 85.29 85.41 0.12
Project Driveway, Wheatlands Avenue, SR-67
Segment Aggregate Total @ 50 Feet

83.64 83.76 0.11
Best Practices for Limiting Construction Noise
Despite the construction noise analysis above showing that the impact to noise-sensitive receivers would be less than significant, the following is a list of best practices for limiting construction noise that should be implemented by the contractor:
 The project contractor shall, to the extent feasible, schedule construction activities to avoid concurrent operation of several pieces of construction equipment proximate to an offsite noise-sensitive receptor.  All construction equipment, fixed or mobile, shall be equipped with properly operating and maintained mufflers.
 Construction noise reduction methods such as shutting off idling equipment, maximizing the distance between construction equipment staging areas and adjacent residences, and use of electric air compressors and similar power tools, rather than diesel equipment, shall be used where feasible.  Construction hours, allowable workdays, and the phone number of the job superintendent shall be clearly posted at all construction entrances to allow surrounding property owners to contact the job superintendent if necessary. In the event the City receives a complaint, appropriate corrective actions shall be implemented, and a report of the action provided to the reporting party.

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PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 21 MAY 2024
Long-Term Operational Noise
Off-Site Traffic Noise Exposure
The project is expected to generate an additional 1,440 average daily trips to the roadway system, as shown in Table 1 of the project’s Transportation Technical Memorandum. During the afternoon (PM) peak-hour (the highest of the AM and PM peak hours), approximately 148 passenger car equivalent vehicles are estimated to enter or exit the project site. Utilizing this information as well as additional traffic data provided in Appendix C, of this technical report, the FHWA’s Highway Traffic Noise Prediction Model RD-77-108 was used to estimate potential noise impacts at adjacent noise-sensitive uses. Information used in the model included Average Daily Traffic (ADT), posted traffic speeds, truck mix percentage, and day/evening/night mix percentage.

Consistent with Caltrans guidance (Caltrans 2013), this analysis assumes 80% of the ADT occurs during daytime hours (7:00 a.m. to 7:00 p.m.), 5% during the evening (7:00 p.m. to 10:00 p.m.), and 15% during the nighttime (10:00 p.m. to 7:00 a.m.). The future modeled traffic speed was assumed to be the anticipated speed limit for the studied future roads, which is 45 miles per hour (mph) for Woodside Avenue, 40 mph for N. Woodside Avenue and Magnolia Avenue, and 25 mph for Wheatlands Avenue and the project driveway. The truck percentages used in the noise model were 4.6% medium trucks and 22.9% heavy trucks. This truck mix is based on the project trip truck percentages from Table 1 of the project’s Transportation Technical Memorandum.

The change in roadway noise levels was predicted for two conditions: existing, near-term, and horizon year 2035 plus project. Traffic noise levels were calculated for roadway segments bounded by intersections within the project area and are listed as follows:

Project Driveway – From N. Woodside Avenue to the Project;  Wheatlands Avenue – From N. Woodside Avenue to Wheatlands Road;  N. Woodside Avenue – From Wheatlands Avenue to Woodside Avenue (combined north/south split);
 Woodside Avenue – From Magnolia Avenue to the Woodside Avenue north/south split;  Magnolia Avenue – From Woodside Avenue to SR-52; and
 SR-67 (project trip traffic was not available for this roadway).

Based upon the FICON thresholds presented in Section 2.1.2 above, an increase of less than 5 dBA when the ambient sound level is less than 60 dBA Ldn/CNEL, less than 3 dBA when the ambient sound level is between 60 and 65 dBA Ldn/CNEL, or less than 1.5 dBA when the ambient sound level is greater than 65 dBA Ldn/CNEL would not be significant. Utilizing the traffic noise modeling worksheets found in Appendix C, Table 7 shows that the highest predicted change in traffic noise level (the project driveway) combined with the roadways surrounding the immediate project site are predicted to experience an aggregate total traffic noise level of 84 dBA at 50 feet for the horizon year 2035 condition with a predicted increase of less than 1 dBA due to the project contribution. Although the aggregate predicted “with project” condition is greater than the City limit as summarized in Section 2.3.3.1, the predicted “without project” level at the nearest sensitive receivers is also greater than the City limit, with a predicted “with project” increase of less than 1 dBA, which is less than the FICON 1.5 dBA threshold when the ambient sound level is greater than 65 dBA Ldn/CNEL, and would be considered imperceptible to the average person. Additionally, although the increase in noise level for the project driveway is greater than 5 dBA and therefore higher than the FICON thresholds and perceptible to the average person, there are no noise-sensitive receptors adjacent to the project driveway; the nearest noise-sensitive receptors to the south of the project are already dominated by much DUDEK

PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 22 MAY 2024
higher levels of traffic noise from nearby adjacent roadways such as SR-67, while noise-sensitive receptors to the north of the project are occluded from the project driveway by intervening buildings and terrain. Therefore, potential impacts at existing off-site noise-sensitive land uses along roadway segments identified in Table 7 and with respect to project-generated changes to future traffic noise would be less than significant.

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15138 23 MAY 2024
Table 7. Predicted Traffic Noise Levels
Modeled
Roadway
Segment
From To
Existing
(dBA
CNEL)
Existing
Plus
Project
(dBA
CNEL)
Delta
(dBA)
NearTerm
(dBA
CNEL)
NearTerm
Plus
Project
(dBA
CNEL)
Delta
(dBA)
Horizon
2035
(dBA
CNEL)
Horizon
2035 Plus
Project
(dBA CNEL)
Delta
(dBA)
Project
Driveway
N. Woodside
Avenue Project 50.38 61.62 11.24 50.38 61.62 11.24 50.38 61.62 11.24 Wheatlands
Avenue
N. Woodside
Avenue Wheatlands Road 61.82 61.82 0.00 61.82 61.82 0.00 67.10 67.10 0.00 N. Woodside
Avenue
Wheatlands
Avenue
Woodside Avenue -
Combined

67.76 69.05 1.29 68.46 69.58 1.12 73.19 73.33 0.14
Woodside
Avenue
Magnolia
Avenue
Woodside Avenue -
Combined 77.4 77.60 0.20 77.50 77.70 0.20 78.70 78.75 0.05 Magnolia
Avenue
Woodside
Avenue SR-52 77.15 77.27 0.12 77.34 77.46 0.12 77.72 77.76 0.04 SR-67 83.50 82.5 0.00 84.15 84.15 0.00 84.39 84.39 0.00 Aggregate Total @ 50 Feet 85.29 85.39 0.10 85.79 85.87 0.09 86.38 86.41 0.03 Project Driveway, Wheatlands Avenue, SR-67
Segment Aggregate Total @ 50 Feet

83.64 83.71 0.06 84.29 84.35 0.05 84.78 84.81 0.03
Source: Appendix C.

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PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 24 MAY 2024
Project Sound Sources
On-site Outdoor Mechanical Equipment
The completion of the building will add a variety of noise-producing mechanical equipment that include those presented and discussed in the following paragraphs. Most of these noise-producing equipment or sound sources would be considered stationary or limited in mobility to a defined area.

Prediction Method and Parameters
The aggregate noise emission from these outdoor-exposed sound sources has been predicted with the Datakustik CadnaA sound propagation program. CadnaA is a commercially available software program for the calculation, presentation, assessment, and prediction of environmental noise based on algorithms and reference data per International Organization of Standardization (ISO) Standard 9613-2, “Attenuation of Sound During Propagation Outdoors, Part 2: General Method of Calculation” (ISO 1996). The CadnaA computer software allows one to position sources of sound emission in a simulated three-dimensional (3-D) space having heights and footprints consistent with project architectural plans and elevations. In addition to the above-mentioned sound source inputs and building-block structures that define the three-dimensional sound propagation model space, the following assumptions and parameters are included in this CadnaA-supported stationary noise source assessment:
 Ground effect acoustical absorption coefficient equal to 0.5, which intends to represent an average or blending of ground covers that are characterized largely by hard reflective pavements and existing building surfaces across the project site and the surroundings;  Reflection order of 1, which allows for a single reflection of sound paths on encountered structural surfaces such as the modeled building masses;
 Off-site residential structures and buildings have not been rendered in the model;  An 8’ tall, 568’ long overlapped barrier was modeled on the northern perimeter of the project site;  Calm meteorological conditions (i.e., no wind) with 68 degrees Fahrenheit and 50% relative humidity; and  All of the modeled noise sources are operating concurrently and continuously for a minimum period of 1 hour.

Based on the available plans and other design information, the proposed project building would be served by roofmounted air-conditioning equipment that includes outdoor-exposed packaged air-handling units and air-cooled condensers (ACC) that provide the expected cooling demand (expressed as refrigeration “tonnage”) for a building.

The following are descriptions of modeled sound sources, with Table 8 exhibiting modeled sound power level (PWL) data at octave-band center frequency (OBCF) resolution. Detailed information supporting these summary descriptions and quantities appear in Appendix D.

Table 8. Modeled Sound Power Levels (PWL) for Stationary Sources (HVAC) Building Sound Source
Overall
Leq
(dBA)
A-Weighted dB at Octave Band Center Frequency (OBCF, Hz)

32.5 63 125 250 500 1000 2000 4000 8000
1 Air Handling 93 74 74 86 87 88 85 78 72 67
Air Conditioning 98 74 74 81 88 92 91 91 89 80
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PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 25 MAY 2024
The HVAC reference sound levels were calculated from a combination of inputs that include square footage values for the proposed project’s proposed office spaces, project applicant response to data requests, and manufacturer sound power level data. For the analysis of noise from HVAC equipment operation, eight air conditioning units were modeled on the rooves of the project building.

Other Stationary Noise Sources
The proposed project building may feature other noise emitters, but their contributions would tend to be sporadic or otherwise occur infrequently and thus be expected to have no greater acoustic contribution to an hourly Leq than the continuous-type HVAC noise studied herein.

Loading Dock Noise Sources
The proposed project building also features loading dock areas for the loading and unloading of heavy trucks. Onsite loading dock noise was calculated for a single heavy truck pass by (Salter 2014) and extrapolated based upon the number of heavy trucks entering or exiting the facility during the peak hour. Backup alarms are also included in the truck noise level calculations. Loading dock data were subsequently entered into the CadnaA model for the prediction of stationary operations noise levels. Detailed information supporting the calculation of daytime and nighttime loading dock noise be found in Appendix D.

Prediction Results
An operational scenario of the proposed project was modeled that assumes all the HVAC equipment is operating simultaneously for a minimum period of one hour along with peak hour truck movements in the loading dock areas.

Figure 5, Predicted Daytime Onsite Operations Noise Contours, displays the predicted noise contours associated with aggregate sound propagation from operating HVAC and peak daytime loading dock sound sources. An additional operational scenario of the proposed project was modeled to predict a hypothetical nighttime scenario, where all the HVAC equipment is operating simultaneously for a minimum period of one hour, but the peak hour truck movement is reduced to 25% of the peak for each docking area. Figure 6, Predicted Nighttime Onsite Operations Noise Contours, displays the predicted noise contours associated with aggregate sound propagation from operating HVAC and nighttime loading dock sound sources.

Figures 5 and 6 illustrate predicted aggregate SPL propagation solely from operation of the proposed project stationary sound sources as described herein. The color-coded annular bands of SPL are calculated across a field parallel with and five (5) feet above local grade.

Based on the noise level contours appearing in Figures 5 and 6, the proposed project is predicted to be up to 67 dBA Leq in the daytime and 60 dBA Leq in the nighttime for a calculated Ldn of 68 dBA at the adjacent industrial land uses and is therefore expected to be lower than and thus comply with the City’s 75 dBA Ldn threshold for industrial land uses. Further, the proposed project is predicted to be up to 40 dBA Leq in the daytime and 35 dBA Leq in the nighttime for a calculated Ldn of 43 dBA at the noise-sensitive receptors to the north of the project site and up to 43 dBA Leq in the daytime and 38 dBA Leq in the nighttime for a calculated Ldn of 46 dBA at the noise-sensitive receptors to the south of the project site, both of which are therefore predicted to be lower than and thus comply with the City’s 65 dBA Ldn threshold for residential land uses.

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PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 26 MAY 2024
Table 2 shows existing background sound levels in the natural habitat area to the north of the project site in the 50 to 56 dBA Leq range, while Figures 5 and 6 show maximum predicted operational noise levels in the 35 to 45 dBA range in the same area. Therefore, project-related operational noise levels are predicted to be less than the current sound levels in the natural habitat area closest to the project site by a factor of 5 to 21 dBA. It should be noted that these predictions include the assumption of an 8’ tall, 568’ long overlapped barrier on the northern perimeter of the project site.

On-site Parking Activity
Less Than Significant Impact. A comprehensive study of noise levels associated with surface parking lots was published in the Journal of Environmental Engineering and Landscape Management (Baltrënas et al. 2004). The study found that average noise levels for parking lots of similar size during the peak period of use of the parking lot (generally in the morning with arrival of commuters, and in the evening with the departure of commuters), was 47 dBA Leq at 1 meter (3.28 feet) from the outside boundary of the parking lot. The parking areas would function as point sources for noise, which means that noise would attenuate at a rate of 6 dBA with each doubling of distance.

Employee parking spaces are proposed to be distributed throughout the project site adjacent to the warehouse/office building, no closer than 700 feet from the edge of the closest parking space to the nearest residences to the north. At a distance of 700 feet, parking space noise levels would not be audible to the human ear at the nearest residences. The combination of the parking space noise (<2 dBA Leq) and the predicted stationary operation level (43 dBA Leq at the nearest receptor) would be 43 dBA Leq1, which would be well below the applicable limits (i.e. 65 dBA Ldn for residential receptors). Therefore, impacts associated with parking noise would be less than significant.
b) Would the project result in generation of excessive groundborne vibration or groundborne noise levels? Less Than Significant Impact. Construction activities may expose persons to excessive groundborne vibration or groundborne noise, causing a potentially significant impact. Caltrans has collected groundborne vibration information related to construction activities (Caltrans 2020). Information from Caltrans indicates that continuous vibrations with a PPV of approximately 0.2 ips is considered annoying. For context, heavier pieces of construction equipment, such as a bulldozer that may be expected on the project site, have peak particle velocities of approximately 0.089 ips or less at a reference distance of 25 feet (DOT 2006).

Groundborne vibration attenuates rapidly, even over short distances. The attenuation of groundborne vibration as it propagates from source to receptor through intervening soils and rock strata can be estimated with expressions found in FTA and Caltrans guidance. By way of example, for a bulldozer operating on-site and as close as the northern project boundary (i.e., 310 feet from the nearest occupied property), the estimated vibration velocity would be 0.0006 ips per the equation as follows (FTA 2006):

PPVrcvr = PPVref * (25/D)1.5 = 0.002 = 0.089 * (25/310)1.5 In the above equation, PPVrcvr is the predicted vibration velocity at the receiver position, PPVref is the reference value at 25 feet from the vibration source (the bulldozer), and D is the actual horizontal distance to the receiver. Therefore, 1 Because noise levels are summed in the energy (that is, the logarithmic) domain, a noise level that is 10 decibels or more lower than another noise level becomes negligible, because the sound energy from the higher noise source is completely dominant.

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PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 27 MAY 2024
at this predicted PPV, the impact of vibration-induced annoyance to occupants of nearby existing homes would be less than significant.

Construction vibration, at sufficiently high levels, can also present a building damage risk. However, anticipated construction vibration associated with the proposed project would yield a maximum amplitude of 0.002 ips, which does not surpass the guidance limit of 0.2 to 0.3 ips PPV for preventing damage to residential structures (Caltrans 2020). Because the predicted vibration level at 310 feet is less than this guidance limit, the risk of vibration damage to nearby structures is considered less than significant.

Once operational, the proposed project would not be expected to feature major producers of groundborne vibration.

Anticipated mechanical systems like heating, ventilation, and air-conditioning units are designed and manufactured to feature rotating (fans, motors) and reciprocating (compressors) components that are well-balanced with isolated vibration within or external to the equipment casings. On this basis, potential vibration impacts due to proposed project operation would be less than significant.

C) For a project located within the vicinity of a private airstrip or 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? There are no private airstrips within the vicinity of the project site. The closest airport to the proposed project site is the Gillespie Field regional airport, approximately 1.5 miles west of the project boundary. According to the Gillespie Field Community Relations Traffic Pattern Review Appendix C: Noise Analysis, the project falls outside the studied noise contours. Impacts would be less than significant.

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PALISADE SANTEE COMMERCE CENTER PROJECT / NOISE TECHNICAL REPORT 15138 28 MAY 2024
6 Summary of Findings
This noise report was conducted for the proposed project. The results indicate that potential impacts during construction would be less than significant; nevertheless, best practices that incorporate construction noise reduction techniques would be incorporated into the project construction process. Noise impacts due to operation of the proposed project (including traffic noise) would be less than significant. No noise and vibration mitigation measures are anticipated at this time.

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15138 29 MAY 2024
7 References Cited
Baltrënas, P., D. Kazlauskas, & E. Petraitis. 2004. Testing on noise level prevailing at motor vehicle parking lots and numeral simulation of its dispersion. Journal of Environmental Engineering and Landscape Management, 12:2, 63-70
Caltrans (California Department of Transportation). 2013. Technical Noise Supplement to the Traffic Noise Analysis Protocol. September.

Caltrans. 2020. Transportation and Construction Vibration Guidance Manual. Division of Environmental Analysis, Environmental Engineering, Hazardous Waste, Air, Noise, Paleontology Office. Sacramento, California. April.

City of Santee. January 2023. Municipal Code.
https://library.qcode.us/lib/santee_ca/pub/municipal_code/item/title_5-chapter_5_04.

City of Santee. 2003. General Plan. https://www.cityofsanteeca.gov/services/development-services/planningand-zoning-services/general-plan DOT (U.S. Department of Transportation). 2006. FHWA Roadway Construction Noise Model: User’s Guide. Final Report. FHWA-HEP-06-015. DOT-VNTSC-FHWA-06-02. Cambridge, Massachusetts: DOT, Research and Innovative Technology Administration. Final Report. August.

FHWA. December 8, 2008. Roadway Construction Noise Model (RCNM), Software Version 1.1. U.S. Department of Transportation, Research and Innovative Technology Administration, John A. Volpe National Transportation Systems Center, Environmental Measurement and Modeling Division. Washington, D.C.

FTA (Federal Transit Administration). 2018. Transit Noise and Vibration Impact Assessment. FTA Report No. 0123.

September.

FICON. 1992. Federal Agency Review of Selected Airport Noise Analysis Issues. Federal Interagency Committee on Noise. August 1992.

OPR (Governor’s Office of Planning and Research). 2003. State of California General Plan Guidelines. October.

San Diego County.2012. Gillespie Field Community Relations Traffic Pattern Review. Department of Public Works - Airports. Retrieved April 24, 2023, from
https://www.sandiegocounty.gov/content/dam/sdc/dpw/AIRPORTS/gillespie/documents/TrafficPattern Review.pdf
Salter, Charles. March 2014. Midpoint at 237: Loading Dock Noise Study. San Jose, California.

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D Project Boundary
SOURCE: SanGIS, Open Street Maps FIGURE 1
Project Location
Palisades Santee Commerce Center PrQJect
5' OFFSITE LINE

TOP OF SLOPE

LANDSCAPE AREA

CONCRETE PAVING WHEN OCCURS
@ PARKING AREAS, DRIVE AISLES,
& OR TRUCK COURT. SEE CIVIL

DRAWINGS FOR PAVING SECTIONS

STREET LIGHT
INDICATES AN ACCESSIBLE ROUTE.

MUST COMPLY w/ SITE PLAN
GENERAL NOTE #6

PROPERTY LINE

DOCK HIGH DOOR
DRIVE THRU. DOOR
FIRE HYDRANT. PROVIDE PIPE

BOLLARD PROTECTION POSTS AS
REQUIRED BY THE FIRE AUTHORITY.

SEE 3/AD1.1
NORTH

PROJECT

LOCATION
N Woodside Ave
Wheatlands Ave
Wheatlands Ct

1. THE SITE PLAN SHALL MEET ALL ENGINEERING & NPDES
REQUIREMENTS.

2. GENERAL CONTRACTOR TO REVIEW THE SOILS REPORT

AND ALL AMENDMENTS LISTED ON THE TITLE SHEET
AND FOLLOW ALL RECOMMENDATIONS.

3. U.O.N., ALL DIMENSIONS TO CONCRETE WALLS AND

CURBS ARE EITHER TO THE CENTER (SHOWN WITH A
CENTERLINE) OR FACE OF THE WALL OR CURB. ALL

DIMENSIONS TO FRAMED WALLS ARE EITHER TO THE

CENTER LINE OF THE WALL FRAMING (SHOWN WITH A
CENTERLINE) OR THE FACE OF THE WALL FINISH.

4. REFER TO CIVIL, AND MEP PLANS TO CONFIRM UTILITY

INFORMATION SHOWN ON THE ARCHITECT'S SITE
PLAN AND FOR ADDITIONAL UTILITY INFORMATION.

GENERAL CONTRACTOR TO COORDINATE ALL POINTS
OF CONNECTION.

5. REFER TO CIVIL DRAWINGS FOR ALL FINISHED
GRADES AND SLOPES. ALL FINISHED GRADES TO

PROVIDE POSITIVE DRAINAGE AWAY FROM THE
BUILDING. GENERAL CONTRACTOR TO FIELD VERIFY.

6. ALL ACCESSIBLE ROUTES IDENTIFIED ON THE SITE
PLAN DRAWINGS SHALL CONFORM TO THE FOLLOWING:
a) SLOPES IN THE DIRECTION OF TRAVEL
DO NOT EXCEED 5%. CROSS SLOPES
DO NOT EXCEED 2%.
b) THE CLEAR WIDTH OF ALL WALKWAYS IS 4'-0"
MIN.
c) CHANGES IN LEVEL UP TO 1/2" COMPLY w/
11/A0.2.1. CHANGES IN LEVEL GREATER THAN 1/2"
IF THEY OCCUR ARE RAMPED. SEE PLANS.
d) THE VERTICAL CLEARANCE ALONG THE
ACCESSIBLE ROUTE IS 80" MIN.

7. ALL PAVED AND LANDSCAPED AREAS TO BE BOUND BY
A MIN. 6" HIGH, 6" WIDE CONCRETE CURB U.O.N.

8. A CONCRETE MOW STRIP EXTENDING 12" BEYOND EA
END OF THE OPENING SHALL BE PROVIDED @ ALL
EXTERIOR GLAZING WHERE THE SILL IS WITHIN 3'
VERTICAL OF THE FINISHED GRADE. SEE 2/AD1.1

10. PROVIDE PIPE BOLLARD PROTECTION POSTS AS

REQUIRED BY UTILITY COMPANIES AND OR FIRE

AUTHORITIES AT ALL EXTERIOR ELECTRICAL EQUIPMENT
AND FIRE PREVENTION DEVICES. IF PIPE BOLLARD

PROTECTION POST DETAILS ARE NOT PROVIDED BY

UTILITY COMPANIES AND OR FIRE AUTHORITY SEE
DETAIL 3/AD1.1

11. ALL EXPOSED BIORETENSION DEVICE COVERINGS
SHALL BE PAINTED FOREST GREEN.

12. WHERE OCCURS, GENERAL CONTRACTOR TO

PROVIDE FLUID APPLIED DAMP PROOFING AT ALL

RETAINING AND PLANTER WALLS WHERE THE SIDE OF

THE WALL OPPOSITE THE SOIL SIDE IS EXPOSED TO

VIEW AND ALL EXTERIOR WALLS WHERE THE
ADJACENT FLOOR SLAB IS BELOW GRADE. SEE 6/AD1.2

13. PROVIDE A HOSE BIB NEAR THE MAIN ENTRANCE AND IN
THE TRASH ENCLOSURE. SEE PLAN FOR LOCATION.
5' - 6"
500' - 0"
390' - 0"
56' - 0" 56' - 0"
60' - 0"
21 DOCK-HI DOORS

BUILDING
300,145 S.F.
21 DOCK-HI DOORS
1 A1_1
2 A1_1

TRUCK COURT WIDTH
366' - 0"
138
60' - 0" 50' - 0" 50' - 0" 60' - 0" 49' - 7" 61' - 5"
23' - 0" 56' - 0" 56' - 0" 56' - 0" 56' - 0" 56' - 0" 56' - 0" 56' - 0" 56' - 0" 56' - 0" 28' - 0" 76' - 0" 19' - 0" 8' - 0" 112
10 111
111 111
111
111
111
111
111
111
111 111
111
111
111
24 12
39 8
3 5
10 10
10 10
6 10
13 8 39 16
2,500 S.F.

OFFICE
2,500 S.F.

MEZZ.
2,500 S.F.

OFFICE
2,500 S.F.

MEZZ.

ELECT.

ROOM
30' FIRE ACCESS LANE 40' FIRE ACCESS LANE
30' FIRE ACCESS LANE
30' FIRE ACCESS LANE
40' FIRE ACCESS LANE
40' FIRE ACCESS LANE
40' FIRE ACCESS LANE
19' - 0"
5' - 6"
30' - 0"
5' - 6" 19' - 0" 30' - 0" 19' - 0" 5' - 6"
75' - 6" +/-
146
146
143
R 58' - 0"
109
R 28' - 0"
R 58' - 0"
143
4 9
R 63' - 0"
N WOODSIDE AVE.
1 A1_2
149
149
135' - 0"
4 A1_1
138

SECURE TRUCK COURT
30' - 0"
5' - 6" 3' - 6" 60' - 0"
8' - 0" 19' - 0" 40' - 0" 19' - 0" 24' - 0"
143
143
137
138
138
FIRE
PUMP
ROOM
FIRE
RISER
ROOM
3 A1_1
2 A1_2
59' - 7" 49' - 5"
667' - 0"

NEIGHBOR'S FENCING

NEIGHBOR'S FENCING
138
135' - 0" +/-
146' - 0" +/-
157' - 0" +/-
138 NEIGHBOR'S FENCING
79' - 0"
149
149
R 28' - 0"
R 68' - 0"

SECONDARY

ACCESS GATE

WITH KNOX
ACCESS.
40' - 0"
30' - 0"
89' - 0"
5' - 6" 19' - 0" 40' - 0" 19' - 0" 5' - 6"
71' - 7" ±
5' - 6" 19' - 0" 115' - 6"
10' - 0" 19' - 0"
60' - 0"
110' - 0"
R 28' - 0"
R 28' - 0"
6' - 6"
19' - 0" 40' - 0"
6' - 1" ±
112
10 112
10 112
11 13 111
112
111
111
105
105

SECURE TRUCK COURT
138
134 130
130
134
130
150
130
130
130
130
130 150
30' - 0"
138
138
138

ADD BARBED WIRE TO

THIS FENCE SEGMENT

ADD BARBED WIRE TO

THIS FENCE SEGMENT
4' - 0"
7 111
145 135
13512x45 TRLR STL
12x45 TRLR STL12x45 TRLR STL12x45 TRLR STL
4 SETBACK
15' - 0"

SETBACK
15' - 0"
178
178
R 28' - 0"
111
113
113
12x45 TRLR STL12x45 TRLR STL12x45 TRLR STL12x45 TRLR STL

LONG-TERM

BIKE STORAGE

LONG-TERM

BIKE STORAGE
17' - 0" 17' - 0"
6' - 0"
R 28' - 0"
6' - 6"
111 19' - 0" 40' - 0" 5' - 8" ±
NORTH

PROJECT
12/27/2023 9:34:31 AM
3rd PLANNING SUBMITTAL
A22-2164

SANTEE, CA

12.27.2023
A1

SITE PLAN

PALISADE SANTEE COMMERCE CENTER

KEYNOTES

OFF-STRE
ET

PARKING
AREA
% LANDSCAPING

REQUIRED

AREA LANDSCAPING

PROVIDED
% LANDSCAPING

PROVIDED
51471 SF 10% 52041 SF 101.1%

SQUARE FOOTAGE ACRES
587730 SF 13.49

SPACE TYPE SPACES REQUIRED
STANDARD STALLS 230
STANDARD ACCESSIBLE STALLS 6
VAN ACCESSIBLE STALLS 2
EV CAPABLE STALL (w/o EVSE) 45
EVCS (EV CAPABLE STALL w/
EVSE)
16 STANDARD ACCESSIBLE EVCS
(EV CAPABLE STALL w/ EVSE)
1 VAN ACCESSIBLE EVCS (EV
CAPABLE STALL w/ EVSE)
1 TOTAL 301

SPACE TYPE SPACES PROVIDED
STANDARD STALLS 230
STANDARD ACCESSIBLE STALLS 6
VAN ACCESSIBLE STALLS 2
EV CAPABLE STALL (w/o EVSE) 45
EVCS (EV CAPABLE STALL w/
EVSE)
16 STANDARD ACCESSIBLE EVCS
(EV CAPABLE STALL w/ EVSE)
1 VAN ACCESSIBLE EVCS (EV
CAPABLE STALL w/ EVSE)
1 TOTAL 301

NAME AREA

GROUND FLOOR
WAREHOUSE 290145 SF
OFFICE 2500 SF
OFFICE 2500 SF
295145 SF

MEZZANINE
OFFICE 5000 SF
5000 SF
GROUND LEVEL + MEZZANINE
WAREHOUSE 290145 SF
OFFICE 10000 SF
TOTAL BUILDING AREA 300145 SF
BUILDING USE BUILDING AREA PARKING RATIO 1/X REQ. PARKING OFFICE 10000 SF 1000 11
WAREHOUSE 290145 SF 1000 291
TOTAL: 4 300145 SF 302

SITE LEGEND

SITE PLAN GENERAL NOTES

SCOPE OF WORK
CONSTRUCT NEW ONE STORY + MEZZANINE CONCRETE TILTUP WAREHOUSE/DISTRIBUTION FACILITY WITH ELECTRICAL

AND PLUMBING SERVICES, EXTERIOR LIGHTING, LANDSCAPING
& IRRIGATION, TRASH ENCLOSURES, CONCRETE SCREEN
WALLS, AND SLIDING/SWINGING METAL GATES. FIRE

SPRINKLER AND GRADING PLANS TO BE A SEPARATE

SUBMITTAL AND PERMIT

LEGAL DESCRIPTION & ZONING
LEGAL DESCRIPTION: SEE CIVIL
ASSESSOR'S PARCEL NO: 381-070-52-00
A0 TITLE SHEET
A1 SITE PLAN
A1_0 SITE UTILIZATION MAP
A1_1 ENLARGED PARTIAL SITE PLANS
A1_2 GATE & FENCE ELEVATION
A2 GROUND LEVEL FLOOR PLANS
A4 EXTERIOR ELEVATIONS
A5 EXTERIOR ELEVATION COLOR BOARD
C1 CONCEPTUAL GRADING PLAN
C2 CONCEPTUAL UTILITY PLAN
L-1 LANDSCAPING PLAN
L-2 LANDSCAPING PLAN - COLOR
FC-1.0 SITE PHOTOMETRIC PLAN

SHEET INDEX

NORTH PALISADE PARTNERS
1330 FACTORY PLACE #105, LOS ANGELES, CA 90013
CONTACT: BRIAN WONG
PHONE: 310.242.1612
EMAIL: [email protected]
WEBSITE: WWW.NORTHPALISADE.COM

DEVELOPER/OWNER
HERDMAN ARCHITECTURE & DESIGN, INC.
100 BAYVIEW CIRCLE SUITE 100
NEWPORT BEACH, CA 92660
CONTACT: BRIDGET HERDMAN
PHONE: 714.389.2800
EMAIL: [email protected]

APPLICANT'S REPRESENTATIVE/ARCHITECT

VICINITY MAP

TOTAL PARKING REQUIRED

REQUIRED PARKING BREAKDOWN

PARKING PROVIDED

LANDSCAPE AREA SUMMARY

BUILDING AREA SUMMARY

FLOOR AREA RATIO

LOT AREA

BUILDING AREA SITE AREA FAR ALLOWABLE FAR PROVIDED
300145 SF 587730 SF 100% 51.1%
105 CONCRETE PAVING.
109 (N) TRANSFORMER LOCATION.
111 TYP U.O.N., STANDARD PARKING STALL. 9'-0" WIDE x 19'-0" DEEP
112 EV (ELECTRIC VEHICLE) CAPABLE PARKING STALL.

PROVIDE FOR FUTURE EVSE (ELECTRIC VEHICLE SUPPLY
EQUIPMENT). MATCH STANDARD STALL SIZE
113 EVCS (ELECTRIC VEHICLE CHARGING STATION). PROVIDE
EVSE (ELECTRIC VEHICLE SUPPLY EQUIPMENT). MATCH
STANDARD STALL SIZE.
130 (N) FIRE HYDRANT.
134 FIRE DEPARTMENT CONNECTION (FDC).
135 CONCRETE TILT-UP SCREEN WALL. MIN HEIGHT X'ABOVE
HIGHEST ADJACENT FINISHED GRADE. PAINT BOTH SIDES
AND TOP OF WALL. SEE PLANS FOR COLOR SCHEDULE.
137 TUBE STEEL FENCE. MIN HEIGHT 8' ABOVE HIGHEST
ADJACENT FINISHED GRADE.
138 CHAIN LINK FENCE. MIN HEIGHT 8' ABOVE HIGHEST
ADJACENT FINISHED GRADE.
143 PAINTED STEEL ROLLING GATE(S). MIN HEIGHT 8' ABOVE

HIGHEST ADJACENT FINISHED GRADE OR AS SHOWN ON
EXTERIOR ELEVATIONS. PROVIDE KNOX BOX AS REQUIRED
BY FIRE AUTHORITY.
145 PAINTED STEEL SWINGING PEDESTRIAN GATE. WHEN
OCCURS IN TUBE STEEL FENCE, ALIGN TOP w/ FENCE
HEIGHT. WHEN OCCURS IN CONCRETE SCREEN WALL,
U.O.N., ALIGN TOP w/ SCREEN WALL. PROVIDE KNOX BOX
AS REQUIRED BY FIRE AUTHORITY.
146 2 POSITION BIKE RACK.
149 CONCRETE TRUCK RAMP w/ 42" HIGH CONCRETE TILT-UP
GUARD ON OPEN SIDE(S). PAINT ALL SIDES OF GUARD
WALLS AND HANDRAILS.SEE ARCHITECTURAL DRAWINGS
FOR COLOR SCHEDULE.
150 STEEL PIPE BOLLARD PROTECTION POST.
178 OUTDOOR EMPLOYEE BREAK AREA.

BUILDING ADDRESS: 10990 WOODSIDE AVE.

SANTEE, CA 92071
CONSTRUCTION TYPE: III-B
OCCUPANCY: B / S-1
FIRE SPRINKLER: YES (ESFR NFPA 72, NFPA 13 & NFPA 24)
CLEAR HEIGHT: 36'
ZONING:

GENERAL PLAN: G-l (NERAL INDUSTRIAL)
SPECIFIC PLAN: N/A
FEMA FLOOD ZONE: NO FLOOD ZONE
BUILDING SETBACKS:

FRONT SETBACK: 15'
SIDE SETBACK: 5'
REAR SETBACK: NONE
ALLOWABLE AREA:

UNLIMITED AREA PER CBC 507 PER TABLE 506.2

PROJECT INFORMATION & AREA ANALYSIS
1" = 40'-0" 1

PROPOSED SITE PLAN
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NORTH PALISADE
---PARTNERS ---

HERDMAN
ARCHITECTURE+ DESIGN
I I
1- --,-
" ., .. I
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Figure 3 City of Santee Noise / Land Use CompaƟbility Guide Trana enl Lodg ng • .... Ho .. ,
Sch , Llbtwln,
Chun:hff, Hotpl I
u11ngHomM
oi.t1
Audrtonum., Concen
Helll, Amplll let ■
Spo,1■ Alone, Ouldoor
Spct1lor Sport■
P rou , Nelg bOr OOCI Pl
otes:

1. ApplteS to noise se • e ar
for the use le oould be ad
side ar es u pr arily lor i r I ar . and olhcr re
1mponan .

Commun, to•s~ Lem. dB
6S 70 7S 80
0 #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! 1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 86
87 88
89 90
91 92
93 94
95 96
97 98
99 100
SOURCE: Google 2024; Dudek 2024
Palisades Santee Commerce Center Project
FIGURE 4
Noise Measurement Locations
ST3
ST1
ST2
March 2023
Project
Site
ST4
ST2
March 2024
ST5
March 2024
San Diego River
DUDEK
0 #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! 1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 86
87 88
89 90
91 92
93 94
95 96
97 98
99 100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
SOURCE: Microsoft 2024; Dudek 2024 FIGURE 5
Predicted Daytime Onsite Operations Noise Contours (Leq) Palisades Santee Commerce Center Project
300 feet
Project
Building
Truck
Route
8'
Barrier
Truck
Route 55 dBA
A-weighted
Project
Operations
Sound Pressure
Level (SPL)

30.0 dB
DUDEK
0 #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! 1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 86
87 88
89 90
91 92
93 94
95 96
97 98
99 100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
SOURCE: Microsoft 2024; Dudek 2024 FIGURE 6
Predicted Nighttime Onsite Operations Noise Contours (Leq) Palisades Santee Commerce Center Project
300 feet
A-weighted
Project
Operations
Sound Pressure
Level (SPL)

30.0 dB
35 dBA
Project
Building
Truck
Route
8'
Barrier
Truck
Route 50 dBA
DUDEK
i==
-

Appendix A
Baseline Noise Measurement Field Data

F OUOEK RMS FIELD DATA REPORT
ID
Dale
Biologist
Project
Survey Area
Survey Type
Time
Conditions
Vistt Type
Notes
Number of Nests Observed
Bio Field Data
28772
2023-03-25
Klistopher Jerpselh
1 M Warehouse
Entire Sile
Ambient noise monitoring
8:00AM- 11:00AM
64-72.F; 0-20% cloud cover; 1-4 mph wind
BM Kris Jerpselh areived al Santee warehouse project al 0800, using SN 2606 piccolo II noise meter.

II look some lime lo gel correct coordinates, starting al Ille wrong side of the highway lllen doubling back to Site 1. Swap mee~ Ille highway and many planes flying overhead were U1e main source of noise.

Stte 1,
Meler set up in front of apartment complex highway
0900 start, recording 364, 76.8 dB
100 cars counted in less lllan a minute and a half.

Stte 2, 0920 start, recording 368, 55.6 dB
Airplane overhead al 0922, 0926, 0932,
Stte 4, 0944 start, recording 372, 53.1 dB
Airplane overhead al 0947, 0948, 0952, 0956, 0957, 0958, 0959.

Stte 3, 1020 start, recording 377, 60.3 dB
Airplane overhead al 1023, 1032, cars passed on road ahead of meter after selling wares al swap meet.

BM collected equipment and left al 1100.
0 10
Type
Photo
Description
ID
Type
Photo
Description
S28772
Photo
Photos
Front shot of noise meter site 3
S28772
Photo
Stte 3, in front of drive-in theater screen, cars leaving from swap meet consistently passed by meter.
10 Type
Photo
Description
10 Type
Photo
Description
S28772
Photo
Stte 4, on nearby na:ure trail path, main noise source was airplanes.

S28772
Photo
Stte 2 location, in quiet neighborhood, main noise source was airplanes.

P oto
Descri ·0 11
528772
Pho
Site ,. meter set p near hi g h\vay as site , ... ~as in f rant of a busy .apartment, ente ri g an exi ·n g cars a d many pedestrians on s i dev~a[k
Field Noise Measurement Data
Record: 1869
Project Name Palisades Santee Warehouse (Daytime)
Project # 15138
Observer(s)
Date 2024-03-19
Meteorological Conditions
Upload NOAA Forecast

Page 1 ends

F OUD~K RMS FIELD DATA REPORT
I I
Current conditions at
EW3619 Santee (E3619)
Lat: 32.85417°N Lon: 117"W Elev:414.0ft.

NA
69°F
21°c
Humidity 1%
Wind Speed SE 7 MPH
Barometer 30.01 in (1016.26 mb)
Dewpoint •34°F (·37°C)
Visibility NA
Last update 19 Mar 12:45 PM PDT
5G
Mgre Local Wx l.QID'~ ~y Weather Forecast
Extended Forecast for
Santee CA
This
Afternoon
Mostly Sunny
High: 75 °F
Detailed Forecast
This Afternoon
Tonight
Partly Cloudy
then Patchy
Fog
Low:49 °F
Wednesday
Patchy Fog
then Sunny
High: 75 °F
Mostly sunny, with a high near 75. West wind around 10 mph.

View m Desktop Mode
forecast.weather.gov
Temp (F) 69
Humidity % (R.H.) 1
Wind Calm
Wind Speed (MPH) 7
Wind Direction South East
Sky Clear
Monitoring
Record # 1
Site ID ST2
Site Location Lat/Long 32.850269, -116.962226
Begin (Time) 13:14:00
End (Time) 14:14:00
Leq 53.8
Lmax 75.5
Lmin 39.6
Other Lx? L90, L50, L10
L90 44.2
L50 46.5
L10 50.8
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Conversations / Yelling, Distant Traffic

Page 2 ends

F OUD~K RMS FIELD DATA REPORT
Other Noise Sources Additional Description People walking on trail Is the same instrument and calibrator being
used as previously noted?
No
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Terrain Mixed
Site Photos
Photo

Page 3 ends

F OUD~K RMS FIELD DATA REPORT
I
Comments / Description Facing N
Site Photos
Photo
Comments / Description Facing S

Page 4 ends

Site Photos
Photo
Comments / Description Facing E
Instrument and Calibration Info
Instrument Name List (ENC) Piccolo #1008
Instrument Name (ENC) Piccolo #1008
Instrument Name Lookup Key (ENC) Piccolo #1008

Page 5 ends

Manufacturer Soft dB
Model Piccolo
Serial Number 221082606
Calibration Date
Calibrator Name (SAC) Rion NC-74
Calibrator Name (SAC) Rion NC-74
Calibrator Name Lookup Key (SAC) Rion NC-74
Calibrator Manufacturer Rion
Calibrator Model NC-74
Calibrator Serial # 34167529
Pre-Test (dBA SPL) 93.4
Post-Test (dBA SPL) 94
Windscreen Yes
Weighting? A-WTD
Slow/Fast? Slow
ANSI? Yes
Monitoring
Record # 2
Site ID ST4
Site Location Lat/Long 32.849985, -116.961539
Begin (Time) 13:22:00

Page 6 ends

F OUD~K RMS FIELD DATA REPORT
End (Time) 14:22:00
Leq 54.1
Lmax 75.4
Lmin 41
Other Lx? L90, L50, L10
L90 45.1
L50 47.3
L10 50.2
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Conversations / Yelling, Distant Industrial, Distant Traffic, Rustling Leaves Is the same instrument and calibrator being
used as previously noted?
No
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Site Photos

Page 7 ends

F OUD~K RMS FIELD DATA REPORT
I
Photo
Comments / Description Facing S
Site Photos

Page 8 ends

F OUD~K RMS FIELD DATA REPORT
Photo
Comments / Description Facing E
Site Photos

Page 9 ends

F OUD~K RMS FIELD DATA REPORT
Photo
Comments / Description Facing N
Instrument and Calibration Info
Instrument Name List (ENC) Piccolo #1008
Instrument Name (ENC) Piccolo #1008
Instrument Name Lookup Key (ENC) Piccolo #1008
Manufacturer Soft dB

Page 10 ends

F OUD~K RMS FIELD DATA REPORT
Model Piccolo
Serial Number 223020804
Calibration Date
Calibrator Name (SAC) Rion NC-74
Calibrator Name (SAC) Rion NC-74
Calibrator Name Lookup Key (SAC) Rion NC-74
Calibrator Manufacturer Rion
Calibrator Model NC-74
Calibrator Serial # 34167529
Pre-Test (dBA SPL) 94.2
Post-Test (dBA SPL) 94
Windscreen Yes
Weighting? A-WTD
Slow/Fast? Slow
ANSI? Yes
Monitoring
Record # 3
Site ID
Site Location Lat/Long 32.850838, -116.959550
Begin (Time) 13:29:00
End (Time) 14:29:00

Page 11 ends

ST5
F OUD~K RMS FIELD DATA REPORT
Leq 55.2
Lmax 75.9
Lmin 41.5
Other Lx? L90, L50, L10
L90 45.7
L50 48
L10 51.5
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Conversations / Yelling, Distant Industrial, Distant Traffic, Rustling Leaves Is the same instrument and calibrator being
used as previously noted?
No
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Terrain Mixed
Site Photos

Page 12 ends

F OUD~K RMS FIELD DATA REPORT
I
Photo
Comments / Description Facing S
Site Photos

Page 13 ends

F OUD~K RMS FIELD DATA REPORT
Photo
Comments / Description Facing E
Site Photos

Page 14 ends

Page 15 ends

F OUD~K RMS FIELD DATA REPORT
Model Piccolo
Serial Number 223020805
Calibration Date
Calibrator Name (SAC) Rion NC-74
Calibrator Name (SAC) Rion NC-74
Calibrator Name Lookup Key (SAC) Rion NC-74
Calibrator Manufacturer Rion
Calibrator Model NC-74
Calibrator Serial # 34167529
Pre-Test (dBA SPL) 93
Post-Test (dBA SPL) 94
Windscreen Yes
Weighting? A-WTD
Slow/Fast? Slow
ANSI? Yes

Page 16 ends

F OUD~K RMS FIELD DATA REPORT
Field Noise Measurement Data
Record: 1866
Project Name Palisades Santee Warehouse (Nighttime)
Project # 15138
Observer(s)
Date 2024-03-18
Comments
Meteorological Conditions
Upload NOAA Forecast

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F OUD~K RMS FIELD DATA REPORT
I I
10:35
~
Current conditions at
EW3619 Santee (E3619)
Lat: 32.85417°N Lon: 117°W Bev: 414.0ft.

NA
48°F
9' C
Humidity 1%
Wind Speed N'W 1 MPH
Barometer 30.03 in (1016.93 mb}
Dewpoint -47°F (-44°C)
Visibility NA
Last update 18 Mar 10:00 PM POT
" 5G+0
More LQCal Wx ~Ji!.fil.Q!Y. Hourly Weather Forecast
Extended Forecast for
Santee CA
Tonight
Slight Chance
T-storms then
Partly Cloudy
Low: 48 °F
Detailed Forecast
Tonight
Tuesday
Mostly Sunny
High: 74 °F
View ,n Desktop Mode
forecast.weather.gov
Tuesday
Night
Patchy Fog
Low: 50 °F
Temp (F) 48
Humidity % (R.H.) 1
Wind Calm
Wind Speed (MPH) 1
Wind Direction North West
Sky Partly Cloudy
Instrument and Calibrator Information
Instrument Name List (ENC) Piccolo #1008
Instrument Name (ENC) Piccolo #1008
Instrument Name Lookup Key (ENC) Piccolo #1008
Manufacturer Soft dB
Model Piccolo
Serial Number 22300200805
Calibration Date
Calibrator Name (SAC) Rion NC-74
Calibrator Name (SAC) Rion NC-74
Calibrator Name Lookup Key (SAC) Rion NC-74
Calibrator Manufacturer Rion
Calibrator Model NC-74
Calibrator Serial # 34167529
Pre-Test (dBA SPL) 95.1
Post-Test (dBA SPL) 94

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F OUD~K RMS FIELD DATA REPORT
Windscreen Yes
Weighting? A-WTD
Slow/Fast? Slow
ANSI? Yes
Monitoring
Record # 1
Site ID ST2
Site Location Lat/Long 32.850263, -116.962289
Begin (Time) 20:21:00
End (Time) 21:21:00
Leq 50.2
Lmax 73.9
Lmin 39.9
Other Lx? L90, L50, L10
L90 47.6
L50 49
L10 50.6
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Traffic, Rustling Leaves Is the same instrument and calibrator being
used as previously noted?
No

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F OUD~K RMS FIELD DATA REPORT
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Terrain Mixed
Site Photos
Photo

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Comments / Description Facing N
Site Photos
Photo
Comments / Description Facing W

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Manufacturer Soft dB
Model Piccolo
Serial Number 221082606
Calibration Date
Calibrator Name (SAC) Rion NC-74
Calibrator Name (SAC) Rion NC-74
Calibrator Name Lookup Key (SAC) Rion NC-74
Calibrator Manufacturer Rion
Calibrator Model NC-74
Calibrator Serial # 34167529
Pre-Test (dBA SPL) 96.2
Post-Test (dBA SPL) 94
Windscreen Yes
Weighting? A-WTD
Slow/Fast? Slow
ANSI? Yes
Monitoring
Record # 2
Site ID ST4
Site Location Lat/Long 32.849999, -116.961640
Begin (Time) 20:28:00

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F OUD~K RMS FIELD DATA REPORT
End (Time) 21:28:00
Leq 50.5
Lmax 64.1
Lmin 40.7
Other Lx? L90, L50, L10
L90 48
L50 49.6
L10 51.5
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Birds, Distant Aircraft, Distant Traffic Other Noise Sources Additional Description Frogs
Is the same instrument and calibrator being
used as previously noted?
No
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Site Photos

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I
Photo
Comments / Description Facing S
Site Photos

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F OUD~K RMS FIELD DATA REPORT
Photo
Comments / Description Facing E
Site Photos

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F OUD~K RMS FIELD DATA REPORT
Photo
Comments / Description Facing W
Instrument and Calibration Info
Instrument Name List (ENC) Piccolo #1008
Instrument Name (ENC) Piccolo #1008
Instrument Name Lookup Key (ENC) Piccolo #1008
Manufacturer Soft dB

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F OUD~K RMS FIELD DATA REPORT
Model Piccolo
Serial Number 223020804
Calibration Date
Calibrator Name (SAC) Rion NC-74
Calibrator Name (SAC) Rion NC-74
Calibrator Name Lookup Key (SAC) Rion NC-74
Calibrator Manufacturer Rion
Calibrator Model NC-74
Calibrator Serial # 34167529
Pre-Test (dBA SPL) 94.8
Post-Test (dBA SPL) 94
Windscreen Yes
Weighting? A-WTD
Slow/Fast? Slow
ANSI? Yes
Monitoring
Record # 3
Site ID
Site Location Lat/Long 32.850771, -116.959652
Begin (Time) 20:40:00
End (Time) 21:40:00

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ST5
F OUD~K RMS FIELD DATA REPORT
Leq 51.2
Lmax 58.2
Lmin 43.8
Other Lx? L90, L50, L10
L90 49.1
L50 50.6
L10 52.1
Other Lx (Specify Metric) L
Primary Noise Source Traffic
Other Noise Sources (Background) Distant Aircraft, Distant Traffic Other Noise Sources Additional Description Frogs
Is the same instrument and calibrator being
used as previously noted?
Yes
Are the meteorological conditions the same as
previously noted?
Yes
Description / Photos
Terrain Mixed
Site Photos

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I
Photo
Comments / Description Facing S
Site Photos

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Photo
Comments / Description Facing E
Site Photos

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Photo
Comments / Description Facing N

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F OUD~K RMS FIELD DATA REPORT

Appendix B
Construction Noise Modeling Input and Output

Santee Warehouse Appendix B -- Construction Noise Model Input and Output To User: bordered cells are inputs, unbordered cells have formulae noise level limit for construction phase at occupied building, per FTA guidance = 80 allowable hours over which Leq is to be averaged = 8
Construction Activity Equipment Total
Equipment Qty
AUF % (from

FHWA RCNM)
Reference
Lmax @ 50 ft.
from FHWA
RCNM
Client Equipment Description, Data Source and/or
Notes
Source to NSR
Distance (ft.)
Temporary Barrier
Insertion Loss (dB)
Additional Noise
Reduction
DistanceAdjusted Lmax
Allowable
Operation Time
(hours)
Allowable
Operation Time
(minutes)
Predicted 8-
hour Leq
Source
Elevation (ft)
Receiver
Elevation (ft)
Barrier
Height (ft)
Source to
Barr. ("A")
Horiz. (ft)
Rcvr. to
Barr. ("B")
Horiz. (ft)
Source to
Rcvr. ("C")
Horiz. (ft)
"A" (ft) "B" (ft) "C" (ft) Path Length
Diff. "P" (ft) Abarr (dB) ILbarr (dB) Notes
Demolition Concrete Saw 1 20 90 310 0.0 69.7 8 480 63 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 excavator 3 40 81 310 0.0 60.7 8 480 61 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 dozer 2 40 82 310 0.0 61.7 8 480 61 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Total for Demolition Phase: 66.5
Site Preparation dozer 3 40 82 310 0.0 61.7 8 480 62 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 backhoe 4 40 78 310 0.0 57.7 8 480 60 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Total for Site Preparation Phase: 64.3
Grading excavator 2 40 81 310 0.0 60.7 8 480 60 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 grader 1 40 85 310 0.0 64.7 8 480 61 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 dozer 1 40 82 310 0.0 61.7 8 480 58 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 backhoe 2 40 78 310 0.0 57.7 8 480 57 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 scraper 2 40 84 310 0.0 63.7 8 480 63 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Total for Grading Phase: 67.0
Building Construction Crane 1 16 81 310 0.0 60.7 7 420 52 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Man lift 3 20 75 310 0.0 54.7 8 480 52 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Generator 1 50 72 310 0.0 51.7 8 480 49 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 backhoe 3 40 78 310 0.0 57.7 8 480 58 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Welder / Torch 1 40 73 310 0.0 52.7 8 480 49 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Total for Building Construction Phase: 60.8
Paving paver 2 50 77 310 0.0 56.7 8 480 57 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 roller 2 20 80 310 0.0 59.7 8 480 56 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 concrete mixer truck 1 40 79 310 0.0 58.7 8 480 55 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Total for Paving Phase: 60.6
Architectural Coating compressor (air) 1 40 78 310 0.0 57.7 6 360 52 5 5 0 10 300 310 11.2 300.0 310.0 0.00 0.1 0.0 Total for Architectural Coating Phase: 52.5
RCNM-emulator-with-barriers_010824.xlsx Dudek Project No. 15138 Nearest Receiever -
1,-----------,
c::::::::::J c:::::::::J
Santee Warehouse Appendix B -- Construction Noise Model Input and Output To User: bordered cells are inputs, unbordered cells have formulae noise level limit for construction phase at occupied building, per FTA guidance = 80 allowable hours over which Leq is to be averaged = 8
Construction Activity Equipment Total
Equipment Qty
AUF % (from

FHWA RCNM)
Reference
Lmax @ 50 ft.
from FHWA
RCNM
Client Equipment Description, Data Source and/or
Notes
Source to NSR
Distance (ft.)
Temporary Barrier
Insertion Loss (dB)
Additional Noise
Reduction
DistanceAdjusted Lmax
Allowable
Operation Time
(hours)
Allowable
Operation Time
(minutes)
Predicted 8-
hour Leq
Source
Elevation (ft)
Receiver
Elevation (ft)
Barrier
Height (ft)
Source to
Barr. ("A")
Horiz. (ft)
Rcvr. to
Barr. ("B")
Horiz. (ft)
Source to
Rcvr. ("C")
Horiz. (ft)
"A" (ft) "B" (ft) "C" (ft) Path Length
Diff. "P" (ft) Abarr (dB) ILbarr (dB) Notes
Demolition Concrete Saw 1 20 90 990 0.0 58.5 8 480 51 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 excavator 3 40 81 990 0.0 49.5 8 480 50 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 dozer 2 40 82 990 0.0 50.5 8 480 49 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Total for Demolition Phase: 55.3
Site Preparation dozer 3 40 82 990 0.0 50.5 8 480 51 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 backhoe 4 40 78 990 0.0 46.5 8 480 48 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Total for Site Preparation Phase: 53.1
Grading excavator 2 40 81 990 0.0 49.5 8 480 48 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 grader 1 40 85 990 0.0 53.5 8 480 49 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 dozer 1 40 82 990 0.0 50.5 8 480 46 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 backhoe 2 40 78 990 0.0 46.5 8 480 45 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 scraper 2 40 84 990 0.0 52.5 8 480 51 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Total for Grading Phase: 55.8
Building Construction Crane 1 16 81 990 0.0 49.5 7 420 41 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Man lift 3 20 75 990 0.0 43.5 8 480 41 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Generator 1 50 72 990 0.0 40.5 8 480 37 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 backhoe 3 40 78 990 0.0 46.5 8 480 47 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Welder / Torch 1 40 73 990 0.0 41.5 8 480 37 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Total for Building Construction Phase: 49.5
Paving paver 2 50 77 990 0.0 45.5 8 480 45 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 roller 2 20 80 990 0.0 48.5 8 480 44 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 concrete mixer truck 1 40 79 990 0.0 47.5 8 480 43 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Total for Paving Phase: 49.3
Architectural Coating compressor (air) 1 40 78 990 0.0 46.5 6 360 41 5 5 0 10 980 990 11.2 980.0 990.0 0.00 0.1 0.0 Total for Architectural Coating Phase: 41.2
RCNM-emulator-with-barriers_010824.xlsx Dudek Project No. 15138 Acoustical Center -
1,-----------,
c::::::::::J c:::::::::J

Appendix C
Traffic Noise Modeling Input and Output
Appendix C
Traffic Noise Modeling Calculations - Summary
Project: 15138 Palisades Santee Warehouse
Number Name From To
Summary of Net Changes
1 Project Driveway N. Woodside Avenue Project 50.38 61.62 11.24 50.38 61.62 11.24 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 61.82 61.82 0.00 61.82 61.82 0.00 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 67.76 69.05 1.29 68.46 69.58 1.12 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 77.40 77.60 0.20 77.50 77.70 0.20 5 Magnolia Avenue Woodside Avenue SR-52 77.15 77.27 0.12 77.34 77.46 0.12 6 SR-67 - - 83.50 83.50 0.00 84.15 84.15 0.00

85.29 85.39 0.10 85.79 85.87 0.09

83.64 83.71 0.06 84.29 84.35 0.05
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Δ Near-Term –
Near-Term +
Near-Term Project
Near-Term +
Project
Segment Description and Location
Existing
Existing +
Project
Δ Existing –
Existing +
Project
Project Driveway, Wheatlands Avenue, N Woodside Avenue, SR-67 Segment Aggregate Total @ 50 Feet Aggregate Total @ 50 Feet
I
Appendix C
Traffic Noise Modeling Calculations - Summary
Project: 15138 Palisades Santee Warehouse
Number Name From To
Summary of Net Changes
1 Project Driveway N. Woodside Avenue Project 50.38 61.62 11.24 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 67.10 67.10 0.00 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 73.19 73.33 0.14 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 78.70 78.75 0.05 5 Magnolia Avenue Woodside Avenue SR-52 77.72 77.76 0.04 6 SR-67 - - 84.39 84.39 0.00
Aggregate Total @ 50 Feet 86.38 86.41 0.03

84.78 84.81 0.03
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Project Driveway, Wheatlands Avenue, N Woodside Avenue, SR-67 Segment Aggregate Total @ 50 Feet Segment Description and Location
Horizon 2035
Horizon 2035
+ Project
Δ Horizon
2035 – Horizon
2035 + Project
Appendix C
Traffic Noise Modeling Calculations - Summary
Project: 15138 Palisades Santee Warehouse
Number Name From To
Summary of Net Changes
1 Project Driveway N. Woodside Avenue Project 50.38 60.26 9.88 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 61.82 63.93 2.11 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 67.76 68.70 0.95 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 77.40 77.54 0.14 5 Magnolia Avenue Woodside Avenue SR-52 77.15 77.27 0.12 6 SR-67 - - 83.50 83.55 0.05
Aggregate Total @ 50 Feet 85.29 85.41 0.12

83.64 83.76 0.11
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Segment Description and Location
Project Driveway, Wheatlands Avenue, N Woodside Avenue, SR-67 Segment Aggregate Total @ 50 Feet Δ Existing –
Existing +
Existing Construction
Existing +
Construction
Appendix C
Traffic Noise Model Calculations
Project: 15138 Palisades Santee Warehouse
Noise Level Descriptor: CNEL
Site Conditions: Soft
Traffic Input: ADT
Traffic K-Factor: 10
CNEL,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Existing Conditions
1 Project Driveway N. Woodside Avenue Project 117 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 50.4 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 1,631 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 61.8 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 3,725 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 67.8 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 27,134 45 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.4 5 Magnolia Avenue Woodside Avenue SR-52 32,381 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.1 6 SR-67 - - 70,000 55 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 83.5 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels. 31 76
66 165
723
696
Segment Description and Location
2 11
ADT
5 397 1843
Input
Speed Traffic Distribution Characteristics
Output
Distance to
Directional
Centerline,
(feet)4 Distance to Contour, (feet)3
335
323
856
14 35
156
150
25 142
354
1557
1498
3971
Appendix C
Traffic Noise Model Calculations
Project: 15138 Palisades Santee Warehouse
Noise Level Descriptor: CNEL
Site Conditions: Soft
Traffic Input: ADT
Traffic K-Factor: 10
CNEL,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Existing + Project Conditions
1 Project Driveway N. Woodside Avenue Project 1,556 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 61.6 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 1,631 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 61.8 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 5,018 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 69.1 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 28,427 45 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.6 5 Magnolia Avenue Woodside Avenue SR-52 33,307 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.3 6 SR-67 - - 70,000 55 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 83.5 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
ADT
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 14 30 64 138
14 31 66 142
153 329 709 1527
397 856 1843 3971
43 93 201 432
161 346 746 1606
Appendix C
Traffic Noise Model Calculations
Project: 15138 Palisades Santee Warehouse
Noise Level Descriptor: CNEL
Site Conditions: Soft
Traffic Input: ADT
Traffic K-Factor: 10
CNEL,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Near-Term Conditions
1 Project Driveway N. Woodside Avenue Project 117 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 50.4 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 1,631 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 61.8 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 4,375 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 68.5 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 27,784 45 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.5 5 Magnolia Avenue Woodside Avenue SR-52 33,845 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.3 6 SR-67 - - 81,300 55 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 84.1 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
ADT
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 439 945 2037 4388
2 5 11 25
14 31 66 142
39 85 183 395
158 341 734 1582
154 332 716 1543
Appendix C
Traffic Noise Model Calculations
Project: 15138 Palisades Santee Warehouse
Noise Level Descriptor: CNEL
Site Conditions: Soft
Traffic Input: ADT
Traffic K-Factor: 10
CNEL,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Near-Term + Project Conditions
1 Project Driveway N. Woodside Avenue Project 1,556 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 61.6 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 1,631 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 61.8 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 5,668 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 69.6 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 29,077 45 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.7 5 Magnolia Avenue Woodside Avenue SR-52 34,771 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.5 6 SR-67 - - 81,300 55 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 84.1 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
ADT
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 439 945 2037 4388
14 30 64 138
14 31 66 142
47 101 218 469
163 351 757 1631
157 339 729 1571
Appendix C - 5
Traffic Noise Model Calculations
Project: 15138 Palisades Santee Warehouse
Noise Level Descriptor: CNEL
Site Conditions: Soft
Traffic Input: ADT
Traffic K-Factor: 10
CNEL,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Horizon 2035 Conditions
1 Project Driveway N. Woodside Avenue Project 117 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 50.4 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 5,500 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 67.1 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 13,000 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 73.2 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 36,600 45 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 78.7 5 Magnolia Avenue Woodside Avenue SR-52 36,950 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.7 6 SR-67 - - 85,900 55 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 84.4 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
ADT
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 455 981 2113 4552
2 5 11 25
32 69 149 320
82 176 379 815
190 410 882 1901
164 353 759 1636
Appendix C - 6
Traffic Noise Model Calculations
Project: 15138 Palisades Santee Warehouse
Noise Level Descriptor: CNEL
Site Conditions: Soft
Traffic Input: ADT
Traffic K-Factor: 10
CNEL,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Horizon 2035 + Project Conditions
1 Project Driveway N. Woodside Avenue Project 1,556 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 61.6 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 5,500 25 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 67.1 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 13,434 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 73.3 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 37,034 45 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 78.8 5 Magnolia Avenue Woodside Avenue SR-52 37,261 40 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 77.8 6 SR-67 - - 85,900 55 50 50 72.5% 4.6% 22.9% 80.0% 5.0% 15.0% 84.4 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels.

Input Output
ADT
Speed
Distance to
Directional
Centerline,
(feet) Segment Description and Location 4 Traffic Distribution Characteristics Distance to Contour, (feet)3 455 981 2113 4552
14 30 64 138
32 69 149 320
83 180 387 834
192 413 889 1916
165 354 764 1645
Appendix C
Traffic Noise Model Calculations
Project: 15138 Palisades Santee Warehouse
Noise Level Descriptor: CNEL
Site Conditions: Soft
Traffic Input: ADT
Traffic K-Factor: 10
CNEL,
Number Name From To (mph) Near Far % Auto % Med % Hvy % Day % Eve % Night (dBA)5,6,7 70 dBA 65 dBA 60 dBA 55 dBA Existing + Construction Conditions
1 Project Driveway N. Woodside Avenue Project 384 25 50 50 22.1% 1.4% 76.5% 80.0% 5.0% 15.0% 60.3 2 Wheatlands Avenue N. Woodside Avenue Wheatlands Road 1,898 25 50 50 62.3% 4.0% 33.7% 80.0% 5.0% 15.0% 63.9 3 N. Woodside Avenue Wheatlands Avenue Woodside Avenue - Combined 3,992 40 50 50 67.7% 4.3% 28.1% 80.0% 5.0% 15.0% 68.7 4 Woodside Avenue Magnolia Avenue Woodside Avenue - Combined 27,401 45 50 50 71.8% 4.6% 23.7% 80.0% 5.0% 15.0% 77.5 5 Magnolia Avenue Woodside Avenue SR-52 32,648 40 50 50 71.9% 4.6% 23.5% 80.0% 5.0% 15.0% 77.3 6 SR-67 - - 70,267 55 50 50 72.2% 4.6% 23.2% 80.0% 5.0% 15.0% 83.6 *All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels. 153 329 708 1526
400 862 1858 4003
41 88 190 410
159 343 738 1591
11 24 52 112
20 42 91 197
Segment Description and Location Distance to Contour, (feet)3 Input Output
ADT
Speed
Distance to
Directional
Centerline,
(feet)4 Traffic Distribution Characteristics

Appendix D
Project Stationary Operations Noise Prediction Data
PALISADES SANTEE WAREHOUSE PROJECT / NOISE TECHNICAL REPORT Appendix D - Project HVAC Noise Prediction AHUs (plenum-type return fan only, no condenser units [see separate worksheet]): A-weighting adjustments 26 13 9 3 0 -1 -1 1 Building Minimum Ventilation
average of values for the two fan diameter ranges, per Guyer (Table 12) plug 40 40 38 34 29 23 19 16 average of values for the two fan diameter ranges, per Guyer (Table 12) tube 47 44 46 47 44 45 38 35 per Guyer (Table 12, presumed based on Bies & Hansen ENC) prop 46 48 55 53 52 48 43 38 percent GSF actually occupied (and need ventilation): 90 Tag Building GSF Avail. SF Height (ft)
Avg. minutes to
change air* Volume (ft3) CFM m
2 comparable facility
function
Pressure
(iwg)
Pressure
(Pa) Q (m3/s) 63 125 250 500 1000 2000 4000 8000 OA dB
return air fans in building rooftop AHUs:

Bldg1 Building 1 300145 270131 45 20 12155873 607793.625 25109 warehouse/office space 2.5 625 287 plug 74 86 87 88 85 78 72 67 93 fan or AHU cabinet liner/interior attenuation (excludes inlet/outlet PWL split, already in calcs above: 2 3 4 5 6 8 10 10 *from Loren Cook's "Engineering Cookbook", 1999 edition, p. 42 fantype = plug,
tube, or prop
A-weighted PWL (for CadnaA inputs)
stat-ops-noise-source-CadnaA-inputs_082023.xlsx Dudek Project No. 15318 bldg_AHU PALISADES SANTEE WAREHOUSE PROJECT / NOISE TECHNICAL REPORT Appendix D - Project HVAC Noise Prediction with or without sound insulation? (enter Y/N): y
ACCs (air-cooled chillers on rooftops): tons LWA 63 125 250 500 1000 2000 4000 8000 LWA 63 125 250 500 1000 2000 4000 8000 LWA 63 125 250 500 1000 2000 4000 8000 Building Interior Comfort Bryant BH16-018 (no sound blanket) 1.5 67 66.2 66.2 63.9 63.8 62.3 58.4 56.4 50.3 68 66.2 66.2 63.8 64.1 64.6 59.9 57.7 53.6 67 66.2 66.2 63.9 63.8 62.3 58.4 56.4 50.3 Bryant BH16-024 (no sound blanket) 2 71 65 65 63.7 63.4 68.5 64.7 58.7 52.8 72 63.4 63.4 63.3 63.3 70.4 64.5 59.3 55.5 71 65 65 63.7 63.4 68.5 64.7 58.7 52.8 Bryant BH16-036 (no sound blanket) 3 71 68.2 68.2 66.4 67.5 68.4 59.6 58.2 52.4 72 67.7 67.7 66.8 68.1 69.9 62.8 60.3 55.2 71 68.2 68.2 66.4 67.5 68.4 59.6 58.2 52.4 Bryant BH16-048 (no sound blanket) 4 71 68.4 68.4 67.7 69.7 67.6 59.4 56.4 50 73 67.5 67.5 67.8 70.1 70.6 63.1 58.5 53.3 71 68.4 68.4 67.7 69.7 67.6 59.4 56.4 50 Bryant BH16-060 (no sound blanket) 5 69 63.7 63.7 65.4 67.3 64.9 58.3 56.2 51.9 70 61.7 61.7 65.6 68.1 65.8 59.8 58.4 56.1 69 63.7 63.7 65.4 67.3 64.9 58.3 56.2 51.9 Daikin AGZ-E 30 (w/out sound insulation) 30 85 84 84 83 84 77 75 74 70 88 92 91 88 87 83 78 73 68 85 84 84 83 84 77 75 74 70 Daikin AGZ-E 40 (w/out sound insulation) 40 85 84 84 83 84 77 75 74 70 89 92 91 90 88 84 79 74 69 85 84 84 83 84 77 75 74 70 Daikin AGZ-E 50 (w/out sound insulation) 50 87 85 85 85 86 80 77 75 70 90 93 93 91 89 85 79 74 69 87 85 85 85 86 80 77 75 70 Daikin AGZ-E 60 (w/out sound insulation) 60 87 85 85 85 86 80 77 75 70 91 94 93 94 89 86 81 76 71 87 85 85 85 86 80 77 75 70 Daikin AGZ-E 70 (w/out sound insulation) 70 87 85 85 85 86 80 77 75 70 92 95 95 94 89 87 81 76 71 87 85 85 85 86 80 77 75 70 Daikin AGZ-E 80 (w/out sound insulation) 80 88 88 85 87 86 81 81 77 71 92 95 95 95 89 87 81 76 71 88 88 85 87 86 81 81 77 71 Daikin AGZ-E 90 (w/out sound insulation) 90 88 88 87 87 86 83 80 77 71 93 94 95 92 91 89 83 81 81 88 88 87 87 86 83 80 77 71 Daikin AGZ-E 120 (w/out sound insulation) 120 89 91 85 88 86 82 81 79 72 95 93 96 92 92 90 84 84 82 89 91 85 88 86 82 81 79 72 Daikin AGZ-E 240 (w/out sound insulation) 241 94 94 88 91 90 91 84 82 75 100 98 98 98 95 96 90 90 86 94 94 88 91 90 91 84 82 75 actual percent of GSF occupied: 95
Phase Building Tag GSF Avail. SF comparable facility function Avg. GSF per
ton* tons of refrig.

Approx. Qty. of
ACCs
tons per
ACC
Approx. Total
PWL (dBA)
63 125 250 500 1000 2000 4000 8000
Bldg1 Building 1 300145 285138 Office building, avg. of low and high 275 1036.9 8 130 98 100 94 97 95 91 90 88 81 104 *based upon "lo" value per Loren Cook's "Engineering Cookbook", 1999 edition, pp. 59-60 unweighted PWL (dB) per OCBF (Hz) at full load (100%) data for models "with sound insulation" or "sound blankets" unweighted PWL (dB) per OCBF (Hz) at full load (100%)
data for models "without sound insulation" or no "sound blankets" stat-ops-noise-source-CadnaA-inputs_082023.xlsx Dudek Project No. 15318 bldg_AC c::==:::J

PALISADES SANTEE WAREHOUSE

PROJECT
Appendix D - Project Loading Dock Noise Prediction
from CMS "Midpoint at 237" March 27, 2014 noise study Dudek time estimate dBA dist (feet) at 50' minutes per hour hourly Leq source PWL truck passby 68 30 63.6 2 48.8 traveling on lot 83.5
truck airbrakes 72 25 66.0 0.05 35.2 at dock 69.8
truck backup alarm 79 30 74.6 0.05 43.8 at dock 78.4
idle before shutoff 70 25 64.0 1 46.2 at dock 80.9
truck engine ignition + airbrakes 71 25 65.0 0.05 34.2 at dock 68.8 truck accelerating from stop 74 25 68.0 0.05 37.2 at dock 71.8 total at dock 83.5
dock door quantities from siteplan peak hour trips* split** log add*** log add split** Building 1 docks 66
42 33.0 18.2 15.2
*(3 and 4-axle trucks)
**(based on dock ratio for the building)
***(to single truck noise levels)
This is the daytime operations scenario, when peak-hour truck trips would occur. onsite-dock-and-truck-trip-calcs_cm011024.xlsx Dudek Project No. 15138 palisadessanteewarehouse-day -

PALISADES SANTEE WAREHOUSE

PROJECT
Appendix D - Project Loading Dock Noise Prediction
from CMS "Midpoint at 237" March 27, 2014 noise study Dudek time estimate dBA dist (feet) at 50' minutes per hour hourly Leq source PWL truck passby 68 30 63.6 2 48.8 traveling on lot 83.5
truck airbrakes 72 25 66.0 0.05 35.2 at dock 69.8
truck backup alarm 79 30 74.6 0.05 43.8 at dock 78.4
idle before shutoff 70 25 64.0 1 46.2 at dock 80.9
truck engine ignition + airbrakes 71 25 65.0 0.05 34.2 at dock 68.8 truck accelerating from stop 74 25 68.0 0.05 37.2 at dock 71.8 total at dock 83.5
dock door quantities from siteplan peak hour trips* split** log add*** log add split** Building 1 docks 16.5
42 8.3 12.2 9.2
*(3 and 4-axle trucks)
**(based on dock ratio for the building)
***(to single truck noise levels)
This is the nighttime operations scenario, when only up to 25% peak-hour truck trips would occur. onsite-dock-and-truck-trip-calcs_cm011024.xlsx Dudek Project No. 15138 palisadessanteewarehouse-night -
Appendix L
Transportation Impact Study

Transportation Impact Study
Palisade Santee Commerce
Center Project
APRIL 2025
Prepared for:

NORTH PALISADES PARTNERS
130 Factory Place, Suite 105
Los Angeles, California 90013
Contact: William Jacobs, Senior Development Manager
Prepared by:
605 Third Street
Encinitas, California 92024
Contact: Sabita Tewani, AICP, PTP
Senior Transportation Planner
DUDEK
DUDEK.COM
Printed on 30% post-consumer recycled material.
15138 i
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Table of Contents
SECTION PAGE NO.
1 Introduction ..........................................................................................................................................................1

1.1 Purpose and Scope ................................................................................................................................1

1.2 Project Description and Location ..........................................................................................................3

1.3 Analysis Methodology.............................................................................................................................4

1.3.1 Vehicle Miles Traveled Analysis for CEQA................................................................................4

1.3.2 Level of Service Analysis for Non-CEQA...................................................................................9

1.4 Need for Roadway Improvements and Mitigation Measures ........................................................... 10 2 Project Traffic .................................................................................................................................................... 13

2.1 Trip Generation.................................................................................................................................... 13

2.2 Trip Distribution and Assignment ....................................................................................................... 13 3 Existing Conditions............................................................................................................................................ 23

3.1 Roadway System ................................................................................................................................. 23

3.2 Transit System..................................................................................................................................... 24

3.3 Pedestrian and Bicycle Facilities........................................................................................................ 24 4 Vehicle Miles Traveled...................................................................................................................................... 33

4.1 VMT Screening Analysis ...................................................................................................................... 33

4.2 VMT Threshold of Significance ........................................................................................................... 35

4.3 Project VMT Analysis ........................................................................................................................... 35

4.4 Cumulative VMT Impact...................................................................................................................... 35

4.5 Mitigation Measures ........................................................................................................................... 36 5 Existing Traffic Conditions ................................................................................................................................ 43

5.1 Existing Traffic Volumes ...................................................................................................................... 43

5.2 Existing Operations.............................................................................................................................. 43

5.2.1 Existing Roadway Operations................................................................................................ 43

5.2.2 Existing Intersection Operations ........................................................................................... 44

5.3 Existing plus Project Traffic Operations ............................................................................................. 47

5.3.1 Roadway Operations.............................................................................................................. 47

5.3.2 Intersection Operations......................................................................................................... 47 6 Near Term Conditions ....................................................................................................................................... 53

6.1 Cumulative Projects ............................................................................................................................ 53

6.1.1 Trip Generation ...................................................................................................................... 54

6.1.2 Trip Distribution and Assignment.......................................................................................... 54

6.2 Traffic Volumes.................................................................................................................................... 54 DUDEK

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 ii
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6.3 Near Term Operations......................................................................................................................... 55

6.3.1 Near Term Roadway Operations ........................................................................................... 55

6.3.2 Near Term Intersection Operations ...................................................................................... 55

6.4 Near Term plus Project Traffic Operations......................................................................................... 61

6.4.1 Roadway Operations.............................................................................................................. 61

6.4.2 Intersection Operations......................................................................................................... 61 7 Horizon Year Conditions ................................................................................................................................... 67

7.1 Roadway Conditions............................................................................................................................ 67

7.2 Traffic Volumes.................................................................................................................................... 67

7.3 Horizon Year Operations ..................................................................................................................... 67

7.3.1 Roadway Operations.............................................................................................................. 67

7.3.2 Intersection Operations......................................................................................................... 67

7.4 Horizon Year plus Project Operations................................................................................................. 68

7.4.1 Roadway Operations.............................................................................................................. 68

7.4.2 Intersection Operations......................................................................................................... 68 8 Project Access, On-Site Circulation and Improvement Measures.................................................................. 75

8.1 Project Access Evaluation................................................................................................................... 75

8.2 On-Site Circulation and Parking.......................................................................................................... 75

8.3 Improvement Measures...................................................................................................................... 76

8.3.1 Project Access Driveway/N Woodside Avenue..................................................................... 76

8.3.2 N. Woodside Avenue Roadway Segment.............................................................................. 76

8.3.3 N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp Intersection ................. 77

8.3.4 N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp Intersection Queuing Analysis................................................................................................................................... 77

8.3.5 Social, Economic and Pedestrian Safety Benefits of Proposed Improvement Measures . 80 9 Project Design Feature and Mitigation Measure ............................................................................................ 81 10 Findings and Recommendations ..................................................................................................................... 83 11 References ........................................................................................................................................................ 85 TABLES
1 City of Santee Roadway Classifications and Standards ....................................................................................9 2 Levels of Service for Intersections using HCM Methodology ......................................................................... 10 3 Determination of the Need for Roadway Improvements ................................................................................ 10 4 Project Trip Generation Summary.................................................................................................................... 14 5 Project VMT Summary....................................................................................................................................... 35 6 Transportation Demand Management Measures........................................................................................... 36 7 Existing Roadway Segment Analysis................................................................................................................ 43 8 Existing Peak Hour Intersection Level of Service............................................................................................ 44 DUDEK

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 iii
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9 Existing and Existing plus Project Roadway Level of Service ......................................................................... 49 10 Existing and Existing plus Project Peak Hour Intersection Level of Service.................................................. 49 11 Description of Cumulative Projects.................................................................................................................. 53 12 Cumulative Projects Trip Generation Summary .............................................................................................. 54 13 Near Term Roadway Level of Service .............................................................................................................. 63 14 Near Term Peak Hour Intersection Level of Service ....................................................................................... 63 15 Horizon Year Roadway Level of Service........................................................................................................... 73 16 Horizon Year Peak Hour Intersection Level of Service.................................................................................... 73 17 Queuing Summary for Existing Conditions (95th Percentile Queue) .............................................................. 79

FIGURES
1 Project Location and Study Area.........................................................................................................................5 2 Site Plan................................................................................................................................................................7 3 Project Trip Distribution.................................................................................................................................... 15 4 Project Trip Assignment (Cars)......................................................................................................................... 17 5 Project Trip Assignment (Trucks - PCE)............................................................................................................ 19 6 Project Trip Assignment (Cars and Trucks - PCE)............................................................................................ 21 7 Intersection Control and Geometrics............................................................................................................... 27 8a Transit Facilities ................................................................................................................................................ 29 8b Bike Facilities .................................................................................................................................................... 31 9 SANDAG SB 743 Map....................................................................................................................................... 41 10 Existing Peak Hour Traffic Volumes (PCE) ....................................................................................................... 45 11 Existing plus Project Peak Hour Traffic Volumes (PCE) .................................................................................. 51 12 Cumulative Project Locations and Peak Hour Traffic Volumes ...................................................................... 57 13 Near Term Peak Hour Traffic Volumes (PCE) .................................................................................................. 59 14 Near Term plus Project Peak Hour Traffic Volumes (PCE).............................................................................. 65 15 Horizon Year Peak Hour Traffic Volumes (PCE)............................................................................................... 69 16 Horizon Year plus Project Peak Hour Traffic Volumes (PCE).......................................................................... 71

APPENDICES
A Transportation Scoping Document
B VMT Mitigation Measures
C Traffic Counts
D Signal Timing Sheets
E Intersection LOS Worksheets – Existing Conditions
F Cumulative Projects Information
G Intersection LOS Worksheets – Near Term Conditions
H Intersection LOS Worksheets – Horizon Year

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 iv
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I Excerpt from AASHTO - Left Turn Lane Evaluation
J Conceptual Sketch - N. Woodside Avenue/ S. Woodside Avenue - SR-67 SB Off-Ramp Intersection K Queuing Worksheets
L Applicant Prepared Request for Finding of Overriding Social, Economic, and Pedestrian Safety Benefit 15138 1
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1 Introduction

1.1 Purpose and Scope
The purpose of this Transportation Impact Study (TIS) is to identify impacts associated with a proposed 300,145 square foot (SF) industrial/warehousing building (proposed project or project) in the City of Santee (City).

Pursuant to Senate Bill (SB) 743, the focus of transportation analyses has shifted from vehicle delay (and level of service [LOS]) to vehicle miles traveled (VMT) under the California Environmental Quality Act (CEQA). Given the need to prepare VMT-based CEQA transportation impact analyses per SB 743, the City’s VMT guidelines were released in April 2022. The need to evaluate the performance of the roadway system based on delay and LOS is for General Plan consistency requirements. The objectives of this study are to provide both, CEQA and non-CEQA assessments of the project per analysis methodology and guidelines adopted by the City. Therefore, this TIS has been prepared consistent with the City of Santee VMT Analysis Guidelines (April 13, 2022), Guidelines for Transportation Impact Studies in the San Diego Region (May 2019) and the City of Santee Mobility Element (October 2017).

The scope of the analysis was submitted to the City for approval prior to preparing this study. The approved scope is included in Appendix A.

CEQA Assessment
▪ Provide a VMT analysis per SB 743, CEQA requirements, and City’s VMT Analysis Guidelines. ▪ Identify mitigation measures for any significant transportation impacts.

The study area for the CEQA analysis is the San Diego region, and the SANDAG SB 743 VMT maps have been used in the project’s VMT analysis.

Non-CEQA Assessment
▪ Estimate trip generation, distribution, and assignment characteristics of the project. ▪ Document existing roadway, pedestrian, bicycle, and transit facilities in the study area. ▪ Document Existing, Near Term, and Horizon Year traffic conditions (without and with project), including intersection LOS and roadway segment capacity analysis. ▪ Analyze the potential for LOS and capacity effects to occur as a result of the project under the Existing Near Term and Horizon Year conditions.
▪ Provide evaluation of left turn at the project access driveway at Woodside Avenue. ▪ Describe if any operational or physical network improvements are needed. ▪ Provide findings and recommendations based on the non-CEQA assessment of the project.

The study area for the LOS analysis is generally based on the threshold of 50 or more AM or PM peak-hour project trips that pass through an intersection. Based on the project’s trip generation (Table 1) and trip distribution shown on Figure 3, the following roadway segments and intersections are proposed for the project’s LOS analysis:

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 2
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Roadway Segments

1. N. Woodside Avenue, between Project Driveway and Woodside Avenue

2. Woodside Avenue, between Magnolia Avenue and N. Woodside Avenue – Woodside Avenue

3. Magnolia Avenue, between Woodside Avenue-Mission Gorge Road and State Route (SR)-52 westbound on-ramp-SR-67 southbound on-ramp
Intersections

1. Magnolia Avenue/SR-52 eastbound off-ramp

2. Magnolia Avenue/SR-52 westbound on-ramp - SR-67 southbound on-ramp

3. Magnolia Avenue-Mission Gorge Road/Woodside Avenue

4. N. Woodside Avenue/Woodside Avenue – SR-67 southbound off-ramp

5. Hartley Road/N. Woodside Avenue

6. Wheatlands Avenue/N. Woodside Avenue

7. Project Access Roadway/N. Woodside Avenue
Figure 1, Project Location and Study Area, shows the project location and study area selected to assess the project’s potential traffic effects.

Analysis Scenarios
Roadway segment and intersection LOS analyses were prepared for the weekday 24-hour average daily traffic (ADT) condition and AM and PM peak hours at the study area roadway segments and intersections, respectively, for the following analysis scenarios:

Existing Conditions
The TIS includes a description of existing traffic conditions in the site vicinity, including existing roadway system, existing weekday AM and PM peak-hour traffic volumes, and operational analysis of the study area roadway segments and intersections. The existing condition is representative of the year 2023.

Existing plus Project
This condition includes analysis of traffic operations under existing conditions with project traffic added to the existing ADT and AM and PM peak hour intersection traffic volumes. The traffic effects specific to the project under this condition were used as the basis for determining the project’s direct effects.

Near Term Conditions
This condition includes analysis of traffic operations under Near Term conditions within a short-term horizon period of approximately three years where the proposed project is constructed and fully occupied. Near Term traffic volumes (ADT and AM and PM peak hour) include existing traffic volumes and traffic generated by other approved and pending projects in the study area. The approved or pending projects are developments in the review process, but not fully approved; or projects that have been approved, but not fully constructed or occupied.

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 3
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Near Term plus Project
This condition includes analysis of traffic operations under Near Term conditions with project traffic added to the Near-Term ADT and AM and PM peak hour intersection traffic volumes. The traffic effects specific to the project under this condition were used as the basis for determining the project’s short-term cumulative effects.

Horizon Year Conditions
This condition includes analysis of traffic operations under Horizon Year conditions within a long-term period and is generally consistent with Year 2035. The horizon Year traffic volumes (ADT and AM and PM peak hour) have been estimated using the recently approved Fanita Ranch Traffic Impact Study (LLG 2020).

Horizon Year plus Project
This condition includes analysis of traffic operations under Horizon Year conditions with project traffic added to the Horizon Year ADT and AM and PM peak hour intersection traffic volumes. Based on review of the SANDAG land use and trip rate used in the General Plan Mobility Element for the traffic analysis zone (TAZ) the project is located within, it was noted that the project trip generation exceeded the TAZ trip generation for allowable light industrial use by approximately 33.6%. Therefore, to account for the additional project trip generation, approximately, 33.6% of the project traffic was added to the Horizon Year intersections and roadway segments. The Horizon Year intersection volumes were not available for the entire study area along Woodside Avenue. Therefore, to provide a conservative analysis, 100% of the project trips were assigned to the project driveways and intersections along Woodside Avenue near the project site. The traffic effects specific to the project under this condition were used as the basis for determining the project’s long-term cumulative effects.

1.2 Project Description and Location
The proposed project includes the demolition of the existing drive-in theater and the construction of a 300,145 SF industrial/warehousing building as well as associated improvements including loading docks, trailer stalls, passenger vehicle parking spaces, and street, sidewalk, and landscape improvements. The building could be used for multiple tenants for warehousing and distribution, manufacturing, assembly, research and development, and related office uses. The project is located at 10990 Woodside Avenue in the City. The Assessor Parcel Number (APN) of the Project site is 381-070-5200. The City’s General Plan Land Use Map designates the project site the entire site as Light Industrial.

Figure 1 illustrates the project’s location. Regional access to the project site is available from SR-52 and SR-67 via Magnolia Avenue, Woodside Avenue, and Riverford Road. The Project would be accessed via a dedicated drive aisle on Woodside Avenue which leads to two 40-foot-wide driveways. These driveways and an on-site roadway would provide access to the vehicle parking lots and two truck courts. Vehicle parking for employees would be in parking lots along the periphery of the project site. The site plan of the proposed project is shown on Figure 2.

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 4
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1.3 Analysis Methodology

1.3.1 Vehicle Miles Traveled Analysis for CEQA
On September 27, 2013, SB 743 was signed into law, which creates a process to change the way that transportation impacts are analyzed under CEQA. SB 743 required the Governor’s Office of Planning and Research (OPR) to amend the CEQA Guidelines to provide an alternative to LOS for evaluating transportation impacts. Under the new transportation guidelines, LOS, or vehicle delay, will no longer be considered an environmental impact under CEQA. The updates to the CEQA Guidelines required under SB 743 were approved on December 28, 2018.

These guidelines identify VMT as the most appropriate measure of transportation impacts under CEQA and were required to be implemented on July 1, 2020.

The requirements to prepare a detailed transportation VMT analysis apply to all discretionary land development projects that are not exempt from CEQA, except those that meet at least one of the transportation screening criteria.

A project that meets at least one of the screening criteria below would be presumed to have a less than significant VMT impact due to project characteristics and/or location.

Per the City’s TIA guidelines, for project’s that do not screen out VMT should include analysis using the SANDAG Regional Travel Demand Model. The model outputs can be used to produce VMT/capita, VMT/employee, and Total VMT. For employment projects (Industrial/Non-industrial), the City’s VMT guidelines the following criteria:
▪ For projects that generate fewer than 2,400 daily unadjusted driveway trips: Identify the location of the project on the City’s VMT/employee map. The project’s VMT/employee will be considered the same as the VMT/capita of the TAZ as shown on the VMT/employee map. Compare the project’s VMT/employee to the threshold to determine if the impact is significant, or, if desired or requested by the City, input the project into the SANDAG Regional Travel Demand Model to determine the project’s VMT/employee. ▪ For projects that generate 2,400 or greater daily unadjusted driveway trips: Larger projects will typically be analyzed using a custom model run by inputting the project into the SANDAG Regional Travel Demand Model. To perform the analysis, all project land uses should be inputted, and the VMT/employee should be determined using the same method/scripts that SANDAG utilizes to calculate the VMT/employee threshold.

There may be some circumstances where the use of screening maps or other sketch modeling tools are appropriate for larger projects, especially if the project has the same characteristics of the land uses that are already contained in the TAZ where the project is located or if the project is unique in nature and project specific travel behavior information is available.

As shown in Section 2 Project Traffic, the project would generate less than 2,400 daily trips. As shown in Section 3.0, the project would not meet any VMT screening criteria, therefore, the project’s VMT evaluation has been conducted using the SANDAG SB 743 VMT maps.
1 2 3 4 5 6 7 Sep 18, 2023 - 1:16pm mpopovic P:\300.Environmental\15138_Santee Warehouse Project\02 Dudek Work Products\01 Documents\03 Technical Reports\Transportation\Graphics\AutoCAD Files\SanteeWarehouse.dwg Layout: Fig1-ProjLocation FIGURE 1
Palisade Santee Commerce Center Project
Project Location and Study Area n NOT TO SCALE
SOURCE: SanGIS, Open Street Maps
Legend
Project X Study Intersection

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 6
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INTENTIONALLY LEFT BLANK
Conceptual Site Plan
Palisades Santee Commerce Center Project
FIGURE 3-7
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1.3.2 Level of Service Analysis for Non-CEQA
In addition to a VMT analysis required under CEQA, the City determines the need for a transportation analysis in conformance with the land use and transportation elements of the General Plan. The City uses the criteria from the Guidelines for Transportation Impact Studies in the San Diego Region (May 2019).

Per the regional guidelines, a traffic analysis would be required if a project exceeds 500 ADT and is inconsistent with the adopted General Plan or exceeds 1,000 ADT and is consistent with the adopted General Plan.

As discussed in Section 2, the project is forecast to generate 1,440 passenger car equivalent [PCE] daily trips.

Therefore, this study provides a traffic analysis discussing operations of selected roadway segments and intersections, under existing, near-term, and horizon year conditions.

LOS is commonly used as a qualitative description of intersection operations and roadway segments and is based on the design capacity of the intersection configuration and roadway facility, compared to the volume of traffic using the facility. The acceptable LOS for the City is LOS D.

1.3.2.1 Roadway Segments
Roadway segment analysis is based upon the comparison of ADT to the City of Santee Mobility Element Roadway Classification LOS and Standards Table. This table provides level of service thresholds for different street classifications, based on traffic volumes, and roadway characteristics. Table 1 presents guidance on the levels of ADT that can be accommodated on various types of roadways, based on level of service.

Table 1. City of Santee Roadway Classifications and Standards Class Lanes
Level of Service (LOS)

A B C D E
Prime Arterial 6 25,000 35,000 50,000 55,000 60,000
Major Arterial 4 15,000 21,000 30,000 35,000 40,000
Parkway 4 15,000 21,000 30,000 35,000 40,000
2 lanes w/TWLTL 5,000 7,000 10,000 13,000 15,000
2 4,000 5,500 7,500 9,000 10,000
Collector 2 lanes w/TWLTL 5,000 7,000 10,000 13,000 15,000 2 2,500 3,500 5,000 6,500 8,000
2 2,500 3,500 5,000 6,500 8,000
Non-Circulation Element
Industrial Local 2 — — 2,200* — —
Residential Local 2 — — 2,200* — —
Cul-de-sac Street 2 — — 300* — —
Hillside Street 2 — — 700* — —
Source: City of Santee Mobility Element, Adopted by City Council October 25, 2017 (Resolution No. 114-2017) Notes:
* Represents design capacity of non-CE road. LOS does not apply to non-CE roads.

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1.3.2.2 Intersections
The Highway Capacity Manual, 6th Edition (HCM 6) methodology (Transportation Research Board 2016) was used to analyze the operation of the signalized study intersections. The HCM analysis methodology describes the operation of an intersection using a range of LOS from LOS A (free-flow conditions) to LOS F (severely congested conditions), based on the corresponding control delay experienced per vehicle. The Synchro 11 LOS software was used to determine intersection LOS. Synchro is consistent with the HCM 6 methodology.

Table 2 shows the LOS values by delay ranges for unsignalized and signalized intersections under the HCM methodology.

Table 2. Levels of Service for Intersections using HCM Methodology Level of Service
Unsignalized Intersections
Control Delay
(in seconds per vehicle)
Signalized Intersections
Control Delay
(in seconds per vehicle)
A < 10.0 < 10.0
B > 10.0 to < 15.0 > 10.0 to < 20.0
C > 15.0 to < 25.0 > 20.0 to < 35.0
D > 25.0 to < 35.0 > 35.0 to < 55.0
E > 35.0 to < 50.0 > 55.0 to < 80.0
F > 50.0 > 80.0
Source: HCM 6 (TRB 2016).

A queuing analysis using SimTraffic 11 software was conducted was conducted to determine the 95th percentile (design) queue and the average queue of the existing and proposed storage lanes at the N. Woodside Avenue/S.

Woodside Avenue – SR-67 SB Off-Ramp intersection. The 95th percentile and average queues are then compared to the provided storage lane lengths to determine whether the queue can be adequately stored.

1.4 Need for Roadway Improvements and
Mitigation Measures
Table 3 indicates when a project’s effect on the roadway system is considered to justify the need for roadway improvements. That is, if a project’s traffic effect causes the values in this table to be exceeded, roadway improvements should be considered.

Table 3. Determination of the Need for Roadway Improvements Level of Service with Project
Allowable change Due to Project Effect
Freeways Roadway Segments Intersections
V/C
Speed
(mph) V/C
Speed
(mph)
Delay
(Seconds)
LOS E and F 0.01 1 0.02 1 2
Source: Table 7-1 Determination of the Need for Roadway Improvements, Guidelines for San Diego Region. Guidelines for Transportation Impact Studies in the San Diego Region (May 2019).

Notes: V/C = Volume-to-Capacity, mph = miles per hour

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The San Diego region guidelines state that not all improvement measures can feasibly consist of roadway widening (new lanes or new capacity). Therefore, financing toward a defined Intelligent Transportation System project, enhanced traffic signal communications project, or active transportation projects should be considered.

Additionally, per City of Santee Mobility Element Policy 2.1, “The City shall encourage an automobile Level of Service “D” on street segments and at intersections throughout the circulation network while also maintaining or improving the effectiveness of the non-automotive components of the circulation system (i.e. pedestrians, bicyclists, and public transit). The City may approve a lower automobile Level of Service if it finds that the effectiveness of nonautomotive components of the circulation system would be maintain ed or improved as a result. In other cases, the City shall not approve any development that causes a drop in the level of service at a street segment or an intersection to LOS "E" or "F", after feasible mitigation, without overriding social, economic, or other benefits.

For impacts related to CEQA analysis, i.e., VMT analysis, mitigation measures may include Transportation Demand Management recommendations – transit facilities, bike facilities, telecommuting, rideshare programs, flex-time, carpool incentives, parking cash-out, complete or partial subsidization of transit passes, etc.

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2 Project Traffic
This section documents the trip generation, distribution, and assignment of project traffic in the study area. Due to discrepancies between industrial trip rates provided in SANDAG and ITE trip generation sources, the City allowed Dudek to conduct a Trip Generation Survey to determine the appropriate trip generation rates for the project. A trip generation survey of existing, similar industrial land uses was conducted to substantiate the use of trip rates from the current edition of the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition (2021). See Appendix A for details on the Trip Generation Survey and selection of ITE Industrial Park trip rate for the proposed project.

2.1 Trip Generation
Based on the driveway traffic count results, and the trip generation observed at all three industrial use sites (see Appendix A), the City approved the use of the ITE trip generation rate for the Industrial Park use (ITE Code 130) to estimate the project’s daily, AM peak hour, and PM peak hour trip generation. The ITE daily trip rate (3.37 trips/TSF) is higher than Site 1 which had the highest surveyed empirical rate (3.15 trips/TSF). Additionally, to provide a conservative estimate of truck trips, the warehouse truck fleet mix from the South Coast Air Quality Management District’s (SCAQMD) Warehouse Truck Trip Study Data Results and Usage (2014) was used to estimate projectrelated truck traffic. Based on the SCAQMD data, passenger cars would account for 72.5% trips of the total trips generated by a warehouse facility, and truck trips would account for approximately 27.5% of the total trips. The ITE and SCAQMD trip generation data are widely used for other industrial projects in southern California.

The total percentage of truck trips were further divided by 2-axle, 3-axle, and 4+ axle trucks per the SCAQMD study.

These truck trips generated by the project are provided in passenger car equivalence (PCE) trips by using appropriate PCE factors. PCE factors consistent with the standard practice were used to estimate the total PCE trips for the project.

Using the trip rate for an Industrial Park contained in the ITE Trip Generation Manual, the project’s daily, AM peak hour, and PM peak hour trips were estimated. As shown in Table 4, the proposed project would generate approximately 1,011 daily non-PCE trips, 102 AM peak hour trips (83 inbound and 19 outbound), and 103 PM peak hour trips (23 inbound and 80 outbound). Adjusting for PCE, the proposed project would generate approximately 1,440 daily PCE trips, 148 AM PCE peak hour trips (121 inbound and 27 outbound), and 146 PM PCE peak hour trips (30 inbound and 116 outbound).

2.2 Trip Distribution and Assignment
Project trip distribution percentages are based on logical travel paths to and from the project site, review of traffic studies conducted for nearby projects, and consideration of the traffic distribution patterns in the area. Figure 3 illustrates the proposed project trip distribution. As shown in the figure, approximately 80% of the passenger cars would west and 20% would travel east along Woodside Avenue from the project site. A majority of projectrelated trucks (approximately 90%) would travel west on Woodside Avenue to access the SR-52 ramps from Magnolia Avenue. The remaining 10% of project trucks would travel east on Woodside Avenue.

Based on the distribution percentage, Figures 4, 5, and 6 illustrate the project trip assignment for cars, trucks, and total trips (in PCE), respectively.

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 14
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Table 4. Project Trip Generation Summary
Land Use Daily Trip Rate/Unit
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Trip Rates and Trip Generation
Industrial Park1 3.37 trips/TSF 0.28 0.06 0.34 0.07 0.27 0.34 Land Use Units Daily
Project (300.145 TSF) Total Trips (non-PCE) 1,011 83 19 102 23 80 103 Passenger Cars 733 60 14 74 16 58 74
Trucks (non-PCE) 278 24 5 29 6 23 29
Trip Generation (Non-PCE)
Vehicle Mix2 Passenger Cars (72.5%) 733 60 14 74 16 58 74 2-axle Trucks (4.6%) 46 4 1 5 1 4 5
3-axle Trucks (5.7%) 58 5 1 6 1 5 6
4+axle Trucks (17.2%) 174 15 3 18 4 14 18
Non - PCE Trips 1,011 83 19 102 23 80 103
Trip Generation (PCE)
PCE Factor3 and PCE
Trips
Passenger Cars (72.5%) 733 60 14 74 16 58 74
2-axle Trucks (4.6%) 70 6 1 7 1 6 7
3-axle Trucks (5.7%) 115 10 2 12 2 10 12
4+axle Trucks (17.2%) 522 45 9 54 11 42 53
PCE Trips 1,440 121 27 148 30 116 146
Notes: TSF = thousand square feet, PCE = passenger car equivalent Some of the totals may not match exactly due to rounding. 1 Trip rates from the ITE.
2 Vehicle Mix from the SCAQMD 2014
3 Passenger Car Equivalent (PCE) factors are assumed to be 1.0 for passenger vehicles, 1.5 for 2-axle trucks, 2.0 for 3-axle trucks, and 3.0 for 4-axle trucks.
1 2
3 4
5 6
7 FIGURE 3
Palisade Santee Commerce Center Project
Project Trip Distribution n NOT TO SCALE
SOURCE: SanGIS, Open Street Maps
25%
90%
20%
5%
25%
25%
XX% Percentage Distribution - Cars
Legend
Project
X Study Intersection
XX% Percentage Distribution - Trucks
10%

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Palisade Santee Commerce Center Project
Project Trip Assignment (Cars) n NOT TO SCALE
SOURCE: SanGIS, Open Street Maps
Legend
Project X Study Intersection
(X) X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(15) 4 1
(3)
(1) 3
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps 5
(18)
(1) 3
(4) 14
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(15) 4
(18) 5
(4) 17
(4) 14
(4) 14
(15) 4
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (48) 13
(11) 46
Hartley Road 5 Woodside Avenue
(48) 13 (11) 46
Wheatlands Avenue 6 Woodside Avenue
(48) 13 (11) 46
Project Access Roadway 7 Woodside Avenue
(48) 13 (12) 3
(11) 46 (3) 12
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7 FIGURE 5
Palisade Santee Commerce Center Project
Project Trip Assignment (Trucks – PCE) n NOT TO SCALE
SOURCE: SanGIS, Open Street Maps
Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(55) 13
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
13 (55)
(11) 52
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(55) 13
(11) 52
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (55) 13
(11) 52
Hartley Road 5 Woodside Avenue
(55) 13 (11) 52
Wheatlands Avenue 6 Woodside Avenue
(55) 13 (11) 52
Project Access Roadway 7 Woodside Avenue
(55) 13 (6) 1
(11) 52 (1) 6
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3 4
5 6
7 FIGURE 6
Palisade Santee Commerce Center Project
Total Project Trip Assignment (Cars and Trucks – PCE) n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(70) 17
1 (3)
(1)
3 Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
18 (73)
(1)
3 (15) 66
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(15) 4
(73) 18
(15) 69
(4) 14
(4) 14
(15) 4
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (103) 26
(22) 98
Hartley Road 5 Woodside Avenue
(103) 26 (22) 98
Wheatlands Avenue 6 Woodside Avenue
(103) 26 (22) 98
Project Access Roadway 7 Woodside Avenue
(103) 26 (18) 4
(22) 98 (4) 18
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3 Existing Conditions
Characteristics of the adjacent existing street system roadways within the study area are described below. The existing traffic controls and geometrics at the study area intersections are shown in Figure 7.

3.1 Roadway System
Regional access to the project would be provided by SR-52 and SR-67. Local access to the project would be provided by Magnolia Avenue and Mission Gorge Road-Woodside Avenue. Both of these roadways are designated truck routes within the City.

Roadways
Characteristics of the adjacent existing street system roadways within the study area are described below.

Woodside Avenue
Woodside Avenue is an east-west roadway from Magnolia Avenue (where Mission Gorge Road ends) to Chestnut Street in Lakeside. Between Magnolia Avenue and SR-67 southbound-off ramp-Woodside Avenue intersection, Woodside Avenue is a Major Arterial, with four lanes and a center-two-way-left-turn lane (TWLTL). There are Class II bike lanes are provided on both sides of Woodside Avenue. The posted speed limit is 45 miles per hour (MPH).

Woodside Avenue splits into N. Woodside Avenue and Woodside Avenue east of the intersection with the SR-67 southbound off-ramp with N. Woodside Avenue paralleling SR-67 on the north and Woodside Avenue paralleling SR-67 on the south. N. Woodside Avenue is the segment between the SR-67 southbound-off ramp-Woodside Avenue intersection to Riverford Road in the Lakeside community of San Diego, and is designated as a Collector Road with a TWLTL. It is currently constructed with one lane in each direction with a center TWLTL and dedicated left-turn lanes at its intersections with Harley Road and Wheatlands Avenue. North of Wheatlands Avenue, the roadway is one lane in each direction without a TWLTL or dedicated left-turn lanes at intersections. There are Class II bike lanes on both sides of the N. Woodside Avenue. On-street parking is permitted along north side of N.

Woodside Avenue. There are intermittent sidewalks along the roadway. The posted speed limit in the vicinity of the project is 40 MPH.

Magnolia Avenue
Magnolia Avenue is a north-south roadway. It is classified as a Major Arterial north of Mission Gorge Road and Prime Arterial from Mission Gorge Road to Prospect Avenue. On-street parking is not permitted along the roadway from Mission Gorge Road to Prospect Avenue. There is paved sidewalk along Magnolia Avenue. The posted speed limit along the roadway is 45 miles per hour.

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3.2 Transit System
The San Diego Metropolitan Transit System (MTS) provides public transportation throughout Santee and northern San Diego County. Figure 8a illustrates the transit facilities in the vicinity of the proposed project. The nearest MTS bus routes serving the project are described below.
▪ Route 832 runs clockwise from Santee Town Center to northern Santee and back to Santee Town Center via Cuyamaca Street, and Magnolia Avenue. The route operates between 6:17am and 6:56pm on weekdays, with 30-minute headways, and between 8:25am and 4:45pm on weekends with 60-minute headways. The nearest bus stop is located west of the Magnolia Avenue and Mission Gorge Road – Woodside Avenue intersection, approximately 0.90 miles from the project site. ▪ Route 833 runs from the Santee Transit Center to the El Cajon Transit Center, via Mission Gorge Road, Magnolia Avenue, and Graves Avenue. The route operates between 5:52am and 6:12pm on weekdays, with 45-minute headways, and between 8:53am and 5:10pm on weekends, with 60-minute headways. The nearest bus stop is located west of Magnolia Avenue and Mission Gorge Road – Woodside Avenue intersection, approximately 0.90 miles from the project site. ▪ Route 834 runs in a loop, connecting the Santee Transit Center to the West Hills Parkway area, via Prospect Avenue and Carlton Oaks. The route operates only on weekdays from 6:33am to 3:30pm with 60-minuite headways. The nearest bus stop to the project site is approximately 2 miles away.

The City of Santee is served by the Green Line Trolley (Route 530), with the sole station within the City located at the Santee Transit Center. The Green Line connects Santee to the larger San Diego region and provides service into Downtown San Diego. The route operates from 5:00am to 1:00am with 15-minute headways on weekdays, and 30- minute headways on weekends. MTS ACCESS provides complementary, on-demand paratransit service to fulfill the unmet needs of residents such as seniors and persons with disabilities.

3.3 Pedestrian and Bicycle Facilities
The General Plan Circulation Element identifies the following bicycle facility classifications, as defined by Caltrans:
▪ Class I Bikeway (Bike Path) provide a completely separated right-of-way designated for the exclusive use of bicycles and pedestrians with crossflows by motor vehicles minimized. ▪ Class II Bikeway (Bike Lane) provides a striped lane designed for the exclusive or semi-exclusive use of bicycles with through travel by motor vehicles or pedestrians prohibited, but with pedestrian and motor vehicle crossflows permitted.
▪ Class III Bikeway (Bike Route) provides shared use of traffic lanes with cyclists and motor vehicles, identified by signage and street marking such as sharrows.
▪ Class IV Bikeway (Cycle Track) are separated bikeways that provide right-of-way designated exclusively for bicycle travel within the roadway and physically protected from vehicular traffic.

A Class II Bike Lane runs along Woodside Avenue; the bike lane along Woodside Avenue connects to bike route along Shadow Hill Road and Northcote Road, however, it does not connect to any other bicycle facility in the City.

The Planned Bicycle Network in the Mobility Element is based on Active Santee Plan (2021). It recommends Class II bike lanes along Mission Gorge Road between Riverview Parkway and Magnolia Avenue and along Magnolia DUDEK

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Avenue between Mast Boulevard and Mission Gorge Road. Figure 8b illustrates the existing and proposed bike facilities near the project.

Sidewalks and pedestrian facilities are provided along one side of Woodside Avenue, and adjacent roadways within one-half mile of the project site. While pedestrian facilities such are crosswalks are missing within the immediate project area, the Santee Active Transportation Plan has identified this area as in need and is committed to improve the area by installing missing segments of sidewalks, adding pedestrian ramps and crosswalks, and relocating utility facilities as needed.

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Intersection Control and Geometrics n NOT TO SCALE
SOURCE: SanGIS, Open Street Maps
Magnolia Avenue 1 SR-52 EB Ramps
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps Hartley Road 5 Woodside Avenue Wheatlands Avenue 6 Woodside AvenueProject Access Roadway 7 Woodside Avenue

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XD Number of lanes (divided roadway)
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Lane Geometrics
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FIGURE 8a
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Palisades Santee Commerce Center Project

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Existing Bicycle Facilities
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Class III Bike Route
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Palisades Santee Commerce Center Project
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4 Vehicle Miles Traveled
This section documents the VMT screening, analysis, and mitigation measures applicable to the project per City of Santee VMT Analysis Guidelines (April 13, 2022).

4.1 VMT Screening Analysis
The requirements to prepare a detailed transportation VMT analysis apply to all discretionary land development projects that are not exempt from CEQA, except those that meet at least one of the transportation screening criteria described below. A project that meets at least one of the screening criteria per City’s VMT guidelines below would be presumed to have a less than significant VMT impact due to project characteristics and/or location.

Projects Located in a Transit-Accessible Area
Projects located within a half-mile radius of an existing major transit stop or an existing stop along a high quality transit corridor1 may be presumed to have a less-than-significant impact absent substantial evidence to the contrary. A map of existing major transit stops and existing stops along high-quality transit corridors is provided in Appendix D of the City’s guidelines. The proposed project is not located within a half-mile radius of an existing transit priority area or an existing stop along a high-quality transit route, therefore it cannot be screened out using this criteria.

Small Projects
Projects generating 500 or fewer net new daily vehicle trips may be presumed to have a less-than significant impact absent substantial evidence to the contrary. Trips are based on the number of vehicle trips calculated using SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region or ITE trip generation rates with any alternative modes/location-based adjustments applied. As shown in Section 2, the project would generate 1440 PCE daily trips, therefore would not be considered a small project and cannot be screened out using this criteria.

Local Serving Retail Projects
Local serving retail generally improves the convenience of shopping close to home and has the effect of reducing vehicle travel. Local serving retail projects less than 50,000 square feet that are expected to draw approximately 75% of customers from the local area (roughly 3-miles) are presumed to have a less than significant impact absent substantial evidence to the contrary. Retail projects that are between 50,000 square feet and 125,000 square feet with similar customer attraction (approximately 75% from local area) may also be presumed locally-serving. The project does not propose retail uses, therefore it cannot be screened out using this criteria.

Local Serving Public Facilities
Public facilities that serve the surrounding community or public facilities that are passive use may be presumed to have a less-than-significant impact absent substantial evidence to the contrary. Transit centers, public schools, 1 Major transit stop: a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods. High quality transit corridor: a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute periods.

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libraries, post offices, park-and-ride-lots, police and fire facilities, parks and trailheads, government offices, passive public uses and other public uses are considered local serving public facilities. The project does not propose local serving public facilities, therefore it cannot be screened out using this criteria.

Redevelopment Projects with Lower Total VMT
A redevelopment project may be presumed to have a less-than-significant impact absent substantial evidence to the contrary if the proposed project’s total project VMT is less than the existing land use’s total VMT and the CEQA action includes closing the existing land use. Although the project would redevelop an existing site, this criterion was not applied to the project.

Infill Affordable Housing
City of Santee presumes deed-restricted affordable housing projects that meet the following conditions meet the City’s screening criteria and would not require a VMT analysis. ▪ Is an infill project (note that most of the City of Santee is presumed to be an infill location); ▪ Consists of a minimum of 52% affordable housing;
▪ Is within ½ mile radius of a transit stop or station; and ▪ Project-provided parking does not exceed parking required by the City’s Municipal Code The project does not propose infill affordable housing; therefore it cannot be screened out using this criteria.

Projects in a VMT-Efficient Area
A VMT-efficient area is any area within the City with an average VMT/capita or VMT/employee below the thresholds as compared to the baseline City/Regional VMT per capita for the TAZ that the project is located within. VMT efficient areas are accessed through SANDAG’s SB743 VMT maps2.

The project site is within Census Tract 166.07 under the current SANDAG Travel Demand model. Based on the San Diego Region SB743 VMT Maps and using City’s criteria for evaluation of Industrial projects, the project is within a high-VMT generating area for VMT per employee (i.e., greater than or equal to the regional mean). Compared to the regional mean of 18.9 VMT per employee, the VMT per employee of the project’s census tract is 22.2 VMT.

Therefore, it can be inferred that the proposed project is not located in a VMT-efficient area and would result in a significant VMT impact.

The significance threshold, project VMT, and mitigation measures are discussed below. 2 San Diego Region SB 743 VMT Map accessed at San Diego Region SB743 VMT Maps (arcgis.com) DUDEK

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4.2 VMT Threshold of Significance
The significant thresholds and specific VMT metrics used to measure VMT are described by land use type below:

Industrial Employment projects located within a VMT-efficient area may be presumed to have a less than-significant impact absent substantial evidence to the contrary. A VMT-efficient area for industrial employment projects is any area with an average VMT/employee at or below the baseline regional average for the TAZ that the project is located within.

4.3 Project VMT Analysis
Since the project’s daily trip generation estimate would be below 2,400 average daily trips, and the project’s census tract includes other employee-based uses, a project-specific model run by SANDAG would not be required. The results of the SANDAG SB 743 VMT maps have been used in the project’s VMT analysis. Compared to the regional mean of 18.9 VMT per employee, the VMT per employee of the project’s census tract is 22.2 VMT. Because the project’s VMT is higher than the regional average of the census tract it is located within, the project would result in a significant VMT impact. Table 5 provides project’s VMT summary. Figure 9 illustrates the SANDAG SB 743 VMT Map for the project site.

Table 5. Project VMT Summary
Criteria VMT/per Employee
Baseline Regional VMT/employee 18.9
VMT Threshold (at or below Baseline) 18.9
Project TAZ VMT/Employee 22.2
% Reduction Required 15%
Note: VMT = vehicle miles traveled

4.4 Cumulative VMT Impact
If a project is consistent with the assumptions in the SANDAG 2021 Regional Plan, the existing conditions projectlevel analysis is sufficient to determine cumulative impacts. If a project is not consistent with the assumptions in the SANDAG 2021 Regional Plan, a cumulative analysis may be necessary. A project effect on VMT under cumulative conditions would be considered significant if the cumulative VMT/capita or VMT/employee under the future year “plus project” condition exceeds the base year thresholds (i.e., 18.9).

The project is consistent with the General Plan land use of the project site and would provide employment as proposed in the traffic analysis zone. The VMT/employee under Year 2035 or cumulative conditions is 20.1, which exceeds the existing threshold of 18.9 VMT per employee. Therefore, it can be concluded that the project would also result in a significant cumulative impact.

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4.5 Mitigation Measures
To mitigate project’s VMT impacts, the project applicant must reduce VMT, which can be done by either reducing the number of automobile trips generated by the project or by reducing the distance that people drive. The following strategies are available to achieve this:

1. Modify the project’s built environment characteristics to reduce VMT generated by the project.

2. Implement TDM measures to reduce VMT generated by the project Strategies that reduce single-occupant automobile trips or reduce travel distances are called Transportation Demand Management (TDM) strategies. The City VMT guidelines recommend using strategies from the California Air Pollution Control Officers Association (CAPCOA) Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity (2021) (GHG Reduction Handbook) and the SANDAG Mobility Management Guidebook/VMT Reduction Calculator Tool.

The following table includes TDM strategies from CAPCOA 2021 and their applicability to the project.

Table 6. Transportation Demand Management Measures
Trip
Reduction
Program Description
Maximum
Reduction
Possible Project Reduction Possible
T-5 Implement Commute Trip Reduction
Program (CTR) (Voluntary): CTR programs
discourage single-occupancy vehicle
trips and encourage alternative modes of
transportation such as carpooling, taking
transit, walking, and biking, thereby
reducing VMT and GHG emissions.
4% Assuming 100% employees are
eligible for program, a 4% reduction
can be achieved.

T-6 Implement Commute Trip Reduction
Program (Mandatory Implementation
and Monitoring) (Must include T-6 - T-10)
26% Selected measures from T-6 to T-10
are included in this measure.

T-7 Implement Commute Trip Reduction
Marketing: This measure will implement
a marketing strategy to promote the
project site employer’s CTR program.

Information sharing and marketing
promote and educate employees about
their travel choices to the employment
location beyond driving such as
carpooling, taking transit, walking, and
biking, thereby reducing VMT and GHG
emissions.
4% Assuming 100% employees are
eligible for program, a 4% reduction
can be achieved by the project. See
Appendix B for details on project
VMT reduction.

T-8 Provide Ridesharing Program: This
measure will implement a ridesharing
program and establish a permanent
transportation management association
with funding requirements for employers.

Ridesharing encourages carpooled
vehicle trips in place of single-occupied
8% Assuming sub-urban location of the
project, 100% employees are eligible
for program, a 4% reduction can be
achieved by the project. See
Appendix B for details on project
VMT reduction.

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Table 6. Transportation Demand Management Measures
Trip
Reduction
Program Description
Maximum
Reduction
Possible Project Reduction Possible
vehicle trips, thereby reducing the
number of trips, VMT, and GHG
emissions.

T-9 Implement Subsidized or Discounted
Transit Program: This measure will
provide subsidized or discounted, or free
transit passes for employees and/or
residents. Reducing the out-of-pocket
cost for choosing transit improves the
competitiveness of transit against
driving, increasing the total number of
transit trips and decreasing vehicle trips.

This decrease in vehicle trips results in
reduced VMT and thus a reduction in
GHG emissions.

5.5% Assuming average transit fare of
$2.50 would be subsidized and
100% of the employees would be
eligible to participate in this
program. Because 72.5% of the
project trips are from employees,
approximately 72.5% of projectgenerated VMT can be as assumed to be from employees. Based on the
above inputs, a 0.74% VMT
reduction can be achieved by the
project. See Appendix B for details
on project VMT reduction.

T-10 Provide End of Trip Bicycle Facilities: This
measure will install and maintain end-oftrip facilities for employee use. End-oftrip facilities include bike parking, bike lockers, showers, and personal lockers.

The provision and maintenance of
secure bike parking and related facilities
encourages commuting by bicycle,
thereby reducing VMT and GHG
emissions.

4.4% For San Diego-Carlsbad area, a

0.57% reduction can be achieved.

See Appendix B for details on project
VMT reduction.

T-11 Provide Employer-Sponsored Van pool:

This measure will implement an
employer-sponsored vanpool service.

Vanpooling is a flexible form of public
transportation that provides groups of 5
to 15 people with a cost-effective and
convenient rideshare option for
commuting. The mode shift from longdistance, single-occupied vehicles to shared vehicles reduces overall
commute VMT, thereby reducing GHG
emissions.

20.4% It is likely that individual tenants may
have employees that sign up with the
SANDAG Sustainable Transportation
Services program, formerly known as
iCommute through ride-sharing
program. Therefore, only T-8 has
been included as reduction measure.

T-12 Price Workplace Parking: This measure
will price on-site parking at workplaces.

Because free employee parking is a
common benefit, charging employees to
park on site increases the cost of
choosing to drive to work. This is
expected to reduce single-occupancy
vehicle commute trips, resulting in
decreased VMT, thereby reducing
associated GHG emissions.
20% Not a suitable measure due to suburban project setting that provides few alternate transportation options
for employees.

PALISADE SANTEE COMMERCE CENTER PROJECT / TRANSPORTATION IMPACT STUDY 15138 38
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Table 6. Transportation Demand Management Measures
Trip
Reduction
Program Description
Maximum
Reduction
Possible Project Reduction Possible
T-13 Implement Employee Parking Cash-Out:

This measure will require project
employers to offer employee parking
cash-out. Cash-out is when employers
provide employees with a choice of
forgoing their current subsidized/free
parking for a cash payment equivalent to
or greater than the cost of the parking
space. This encourages employees to
use other modes of travel instead of
single occupancy vehicles. This mode
shift results in people driving less and
thereby reduces VMT and GHG
emissions.
12% Not a suitable measure due to suburban project setting that provides few alternate transportation options
for employees.

T-18 Provide Pedestrian Network
Improvement:

6.4% The project would add sidewalks
along its access road from Woodside
Avenue and at the Woodside
Avenue/S. Woodside Avenue - SR-67
SB Off-Ramp intersection. This would
result in approximately 0.6 miles
from existing 0.4 mile of sidewalk
between project driveway and the
Woodside Avenue/S. Woodside
Avenue - SR-67 SB Off-Ramp
intersection. Based on the above
inputs, a 2.51% VMT reduction can
be achieved by the project. See
Section 8.3.3. for more details on
proposed sidewalk improvement.

See Appendix B for details on project
VMT reduction.

Source: CAPCOA 2021 and Appendix B
Note: VMT = vehicle miles traveled
Based on the review of applicable trip reduction measures to the project, following measures as part of T-5 Commute Trip Reduction Program have been selected to calculate possible reduction:

T-5 Implement Commute Trip Reduction (CTR) Program to include the following measure and estimated project VMT reduction (in %):

T-7 Implement Commute Trip Reduction Marketing (4%)
T-8 Provide Ridesharing Program (4%)
T-9 Implement Subsidized or Discounted Transit Program (0.74%) T-10 Provide End of Trip Bicycle Facilities (0.57%)
T-18 Provide Pedestrian Network Improvements (2.51%)
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See Appendix B for calculation of project VMT reduction % corresponding to measures T-7, T-8, T-9, and T-10.

To calculate VMT reduction under each component, the following formula is used:

VMT Reduction% = 1 – [(1 – 4%) ∗ (1 – 4%) ∗ (1 – 0.74%) * (1 – 0.57%) * (1 – 2.51%)] = 11.3% A VMT reduction of 11.3% would be achieved through the implementation of CTR measures. A reduction of 15% is required to reduce the VMT per employee to at or below regional level. As shown in Section 9, MM-TRA-1 Trip Reduction Program would be implemented by the project’s tenants to reduce the project’s VMT. Because the project’s VMT would not be reduced to below significance threshold even with the implementation of MM-TRA-1 and MM-TRA-2 Construction of Sidewalk (see Chapter 9 below for details), the project’s VMT impact would remain significant and unavoidable.

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FIGURE
9 SANDAG SB 743 Map
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I Census Tract Year is 2016
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--- Cens
us Tract
166.07
Res dents/Employees Employees
3,227
VMT per Cepita 22.2
11 7.3%
x
Percent of Mean
m : ... ••··· •.... • : ', •••• t
Less than 50% of Regional Mean
No Data
Not Enough Data
~
2016 - ABM2+ / 2021 RP (Scenario 10 458)
Regiona l Me an = 18.9 VMT per Reside nt
Regional Mean .,, 18.9 VMT per Employee
2025 - ABM2+ / 2021 RP (Scenario 10 462)
Regional Mean = 17.7 VMT per Resident
Regionel Me&n = 17 .0 VMT per Employee
2035 - ABM2+ / 2021 RP (Scenario
ID 475)
Regional Meen .. 16.6 VMT
per Resident
Region.el Mean = 15.3 VMT per Employee
2050 - ABM2+ / 202 1 RP (Scenario 10 459)
Regional Mean = 16.0 VMT per Resident
Region
al Mean = 14.3 VMT per Employee
Archived Data
2016 - ABM2 / 2019 RTP (Scenario ID 434}
Regiona l Me en = 19.0VMT
per Reside nt
Regione l Me an = 27 .2 VMT per Employee
T
~ he maps prov
ided by SANDAG are an ime rpretation
o' the Senate Bill 743 Technical Ad visory guidelines
published by the California Office of Planning and
Research and are provided as a resource to the
jurisdictions in the Sa n Diego region to use as they see fit. Users of the data should exercise their professional judgme nt in reviewing, eveluating enc:! analyzing VMT
reduction estimate res ults from the tooL Each age ncy
should consult with CECA experts en d lega l counse l
regarding their own CEQA practices and updates to
loce! policies. Refer to full di.sclaimer and additional information relating to the use oft e SB 743 VMT Map
Web App
lication.

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5 Existing Traffic Conditions
This section details the traffic volumes and the roadway segment and intersection operations within the study area under Existing and Existing plus Project conditions.

5.1 Existing Traffic Volumes
Existing weekday peak hour turn movement counts at the study intersections and roadway segments were conducted in May 2023 during a typical non-holiday week while area schools were in-session. The traffic counts were collected for the AM (7:00 a.m. to 9:00 a.m.) and the PM (4:00 p.m. to 6:00 p.m.) peak periods and 24-hour average daily traffic conditions, for the study area intersections and roadway segments, respectively. The peak periods represent the highest volume of traffic for the adjacent street system. To provide a conservative analysis, existing PCE trips were used in the traffic analysis of the proposed project.

Raw traffic count worksheets are provided in Appendix C. Signal timing sheets for the signalized study intersections provided by Caltrans are included in Appendix D.

5.2 Existing Operations

5.2.1 Existing Roadway Operations
A roadway segment LOS analysis was prepared for the existing conditions using the roadway segment LOS methodologies as discussed in Section 1.3, Analysis Methodology. Table 7 shows the results of the existing conditions LOS analysis for the study roadway segments. As shown in the table, the study area roadway segments are currently operating LOS C or better under existing conditions.

Table 7. Existing Roadway Segment Analysis
No. Roadway Segment Capacity
Existing

ADT V/C LOS
1 Magnolia Avenue, south of Mission
Gorge - Woodside Avenue
60,000 32,381 0.54 B
2 Woodside Avenue, between
Magnolia Avenue and Woodside
Avenue
40,000 27,134 0.68 C
3 N. Woodside Avenue, between
Woodside Avenue to Project
Driveway
10,000 3,725 0.37 A
4 Project Driveway, north of Woodside
Avenue
2,200 117 NA NA
Notes: ADT = Average daily traffic; V/C = Volumes to Capacity ratio; LOS = Level of Service; NA = Not Applicable because LOS does not apply to non-CE roads
1 Classification and LOS determined from City of Santee Mobility Element, Adopted by City Council October 25, 2017 (Resolution No. 114-2017)
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5.2.2 Existing Intersection Operations
The Existing (PCE) peak hour traffic volumes are shown in Figure 10.

An intersection LOS analysis was prepared for the Existing conditions using HCM 6 methodology via the Synchro LOS software as discussed in Section 1.3. Table 8 shows the results of the Existing conditions analysis. LOS worksheets are provided in Appendix E.

As shown in the table, all intersections are currently operating with satisfactory levels of service (LOS D or better) under Existing conditions.

Table 8. Existing Peak Hour Intersection Level of Service No. Intersection LOS Method
Existing
AM Peak PM Peak
Delay1 LOS2 Delay1 LOS2
1 Magnolia Avenue/SR-52 EB OffRampsHCM/
Signalized

21.1 C 23.1 C
2 Magnolia Avenue/SR-52 WB OnRamp - SR-67 SB On-RampHCM/ Signalized

11.2 B 10.8 B
3 Magnolia Avenue - Mission Gorge
Road/Woodside Avenue
HCM/
Signalized

31.5 C 38.5 D
4 N. Woodside Avenue/S. Woodside
Avenue - SR-67 SB Off-Ramp
AWSC 22.7 C 23.3 C
5 Hartley Road/N. Woodside Avenue TWSC 9.8 A 13.7 B
6 Wheatlands Avenue/N. Woodside
Avenue
TWSC 9.6 A 12.7 B
7 Project Access Driveway/N.

Woodside Avenue
TWSC 0.0 A 0.0 A
Notes: HCM = Highway Capacity Manual; X – Unsatisfactory operating conditions/LOS; AWSC – All-Way Stop Control; TWSC – Two-Way Stop Control
1 Delay in seconds per vehicle
2 Level of Service (LOS)
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1 2 3 4 5 6 7 Sep 18, 2023 - 1:23pm mpopovic P:\300.Environmental\15138_Santee Warehouse Project\02 Dudek Work Products\01 Documents\03 Technical Reports\Transportation\Graphics\AutoCAD Files\SanteeWarehouse.dwg Layout: Fig10-EVol FIGURE 10
Palisade Santee Commerce Center Project
Existing Peak Hour Traffic Volumes (PCE) n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Legend
Project X Study Intersection
(X) X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(417) 458
(441) 505
1,377
(1,286)
(506)
557
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
(292) 232
1,445
(1,267)
(139) 146
(521) 592
(510)
558
(255) 317
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(91) 218
(221) 655
(157) 325
(212) 199
801
(615)
(403) 415
(353) 482
(574) 550
(202) 143
(226) 150
(789)
624
(158) 139
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (292) 139
(478) 936
(286) 285 7
(8)
(11) 4
(585) 370
(25) 14
(16)
30 (161) 440
Hartley Road 5 Woodside Avenue
(191) 18
(145) 115 (91) 369
(19) 3
(75) 136 (5) 17
Wheatlands Avenue 6 Woodside Avenue
(60) 26
(71) 114 (89) 303
(49) 20
(25) 59 (9) 46
Project Access Roadway 7 Woodside Avenue
(0) 0
(78) 161 (147) 327
(0) 1
(0) 0(0) 0
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0 0
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0 0
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5.3 Existing plus Project Traffic Operations
This section details the Existing plus Project traffic volumes and intersection operations within the study area.

The Existing plus Project traffic volumes were estimating by adding the appropriate percentage of average daily and peak hour project trips (shown in Table 4) to the existing traffic volumes for the study area roadway segments and intersections. Figure 11 illustrates the Existing plus Project Peak Hour Traffic Volumes.

5.3.1 Roadway Operations
A roadway segment LOS analysis was prepared for the Existing plus Project conditions using the roadway segment LOS methodologies as discussed in Section 1.3, Analysis Methodology. Table 9 shows the results of the Existing plus Project conditions LOS analysis for the study roadway segments. As shown in the table, the study area roadway segments of Woodside Avenue and Magnolia Avenue would continue to operate at LOS C or better under Existing plus Project conditions.

A project’s traffic effect is determined if it exceeds the volume to capacity ratio by 0.02 or more at roadway segments operating at LOS E or F. Because the roadway segments operate at LOS C or better and not at LOS E or F, the proposed project would not exceed the City’s criteria for project-specific traffic effect, which determines the needs for roadway improvements. Hence, no roadway improvements are proposed.

5.3.2 Intersection Operations
The total project trip assignments shown in Figure 6 were added to the Existing peak hour traffic volumes shown in Figure 10 to derive the Existing plus Project peak hour traffic condition. Figure 11 shows the Existing plus Project peak hour traffic volumes.

An intersection LOS analysis was prepared for the Existing plus Project condition using the HCM 6 methodology, and Table 10 summarizes the results of the Existing plus Project intersection analysis for the AM and PM peak hours. Detailed LOS calculation worksheets are included in Appendix E.

As shown in the table, with the exception of the Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection, all study area intersections would continue to operate at satisfactory levels of service (LOS D or better) under Existing plus Project conditions. The Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection would operate at LOS E in the AM and PM peak hour. The proposed project would increase the delay by more than 2 seconds at this intersection. Therefore, the proposed project would exceed the City’s criteria for project-specific traffic effect under Existing plus Project conditions. See Section 8 for project-specific improvements.

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Table 9. Existing and Existing plus Project Roadway Level of Service No. Roadway Segment Applicable ADT1
Existing
Project Trips (in PCE) 2
Existing plus Project
Change in V/C
Above Allowable
Change for Project
ADT V/C LOS ADT V/C LOS Traffic Effect
1 Magnolia Avenue, south of Mission Gorge - Woodside Avenue 60,000 32,381 0.54 B 856 33,237 0.55 B 0.01 No 2 Woodside Avenue, between Magnolia Avenue and Woodside Avenue 40,000 27,134 0.68 C 1,223 28,357 0.71 C 0.03 No 3 Woodside Avenue, between Woodside Avenue to Project Driveway 10,000 3,725 0.37 A 1,223 4,948 0.49 B 0.12 No 4 Project Driveway, north of Woodside Avenue 2,200 117 NA NA 1,439 1,556 NA NA NA No Notes: ADT = Average daily traffic; V/C = Volumes to Capacity ratio; LOS = Level of Service; NA = Not Applicable NA = Not Applicable because LOS does not apply to non-CE roads 1 Classification and LOS determined from City of Santee Mobility Element, Adopted by City Council October 25, 2017 (Resolution No. 114-2017) Table 10. Existing and Existing plus Project Peak Hour Intersection Level of Service No. Intersection LOS Method
Existing Existing plus Project
Change in Delay

Above Allowable Change for Project
AM Peak PM Peak AM Peak PM Peak Traffic Effect
Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 AM PM AM PM 1 Magnolia Avenue/SR-52 EB Off-Ramps HCM/Signalized 21.1 C 23.1 C 22.7 C 23.4 C 1.6 0.3 No No 2 Magnolia Avenue/SR-52 WB On-Ramp - SR-67 SB On-Ramp HCM/Signalized 11.2 B 10.8 B 10.8 B 10.8 B -0.4 0.0 No No 3 Magnolia Avenue - Mission Gorge Road/Woodside Avenue HCM/Signalized 31.5 C 38.5 D 32.1 C 40.8 D 0.6 2.3 No No 4 Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp AWSC 22.7 C 23.3 C 39.3 E 45.0 E 16.6 21.7 Yes Yes 5 Hartley Road/N. Woodside Avenue TWSC 9.8 A 13.7 B 10.2 B 16.0 C 0.4 2.3 No No 6 Wheatlands Avenue/N. Woodside Avenue TWSC 9.6 A 12.7 B 10.1 B 14.6 B 0.5 1.9 No No 7 Project Access Driveway/N. Woodside Avenue TWSC 0.0 A 0.0 A 10.1 A 13.3 B 10.1 13.3 No No Notes: HCM = Highway Capacity Manual; X – Unsatisfactory operating conditions/LOS; AWSC – All-Way Stop Control; TWSC – Two-Way Stop Control 1 Delay in seconds per vehicle
2 Level of Service (LOS)

I I I I I I I I
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1 2
3 4
5 6
7 FIGURE 11
Palisade Santee Commerce Center Project
Existing plus Project Peak Hour Traffic Volumes (PCE) n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(487) 475
(441) 505
1,378
(1,289)
(507)
560
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
(292) 232
1,463
(1,340)
(139) 146
(521) 592
(511)
561
(270) 383
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(91) 218
(236) 659
(157) 325
(212) 199
801
(615)
(476) 433
(368) 551
(578) 564
(206) 157
(241) 154
(789)
624
(158) 139
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (395) 165
(478) 936
(286) 285
7 (8)
(11) 4
(585) 370
(25) 14
(16)
30 (183) 538
Hartley Road 5 Woodside Avenue
(191) 18
(248) 141 (113) 467
(19) 3
(75) 136 (5) 17
Wheatlands Avenue 6 Woodside Avenue
(60) 26
(174) 140 (111) 401
(49) 20
(25) 59 (9) 46
Project Access Roadway 7 Woodside Avenue
(103) 26
(78) 161 (147) 327
(18) 5
(22) 98 (4) 18
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6 Near Term Conditions
This section presents the analysis of Near-Term traffic conditions when the project would be constructed and fully operational. The Near Term conditions are based on the addition of traffic from approved and pending projects added to the existing 2023 traffic volumes.

6.1 Cumulative Projects
The cumulative projects are projects that are proposed and in the review process, but not yet fully approved; or projects that have been approved, but not fully constructed or occupied. A review of cumulative projects list available at the City’s website was conducted. Per discussion with the City, eight cumulative projects were identified that would potentially add traffic to the study area. In addition to these development projects, the SR-67/Riverford Road interchange improvements, a transportation project which would consolidate three intersections into two roundabouts on Riverford Road on both sides of SR-67, is proposed approximately one mile north of the project site. The project’s study area does not include Riverford Road and its intersections with SR-67 because the project would not add 50 or more peak hour trips to those facilities. However, as shown in the State Route 67 and Riverford Road Intersection Control Evaluation Report, submitted to Caltrans in 2020, with the construction of proposed roundabouts, the closely spaced intersections of the SR-67 northbound off-ramp/Woodside Avenue, Woodside Avenue/Riverford Road, the and SR-67 southbound ramps/Riverford Road would operate at LOS D or better for all movements with no spillback onto SR-67 mainline. Therefore, the SR-67/Riverford Road interchange project will improve LOS and traffic operations in the vicinity of the project.

Figure 12 shows the locations of, and Table 11 provides a brief description of, the cumulative projects.

Table 11. Description of Cumulative Projects
No. Cumulative Project Location Description
1 Southwest Signal Building 10756 Rockvill Street 20,000 SF industrial building 2 Lantern Crest Ridge II 11000 Sunset Trail 62-unit memory care facility 3 Habitat for Humanity
Townhomes
8932 First Street 17-unit residential condominiums
4 Santee Auto Center 10335 Mission Gorge Road Two-car dealerships, auto body shop, and car wash
5 Popeyes 10308 Mission Gorge Road 1,740 SF drive-through restaurant 6 Super Star Car Wash 8837 Magnolia Avenue 4,980 SF car wash tunnel 7 Extra Space Storage 10815 Woodside Avenue 88,390 SF (3-story) storage building 8 Hillside Meadows/Parkside North and south of the western terminus of Mast Boulevard,
and south of El Nopal, Lakeside
92040
143 residential units and two
industrial lots
9 Riverford Road Interchange SR-67 and Riverford Road in the unincorporated area of San
Diego County within the
Community of Lakeside and a
portion in the City of Santee
Consolidate three intersections into
two roundabouts along Riverford
Road on either side of the SR-67
Source: City of Santee, 2024
-
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6.1.1 Trip Generation
The trip generation for the cumulative projects is shown in Table 12. As shown in the table, cumulative projects are forecast to generate approximately 7,612 daily trips, 518 AM peak hour trips, and 603 PM peak hour trips. Figure 12 also shows the cumulative project traffic volumes.

Table 12. Cumulative Projects Trip Generation Summary
No. Cumulative Project Land Use
Daily
Trips
AM Peak Hour PM Peak Hour
In Out Total In Out Total
1 Southwest Signal
Building1
Industrial 100 9 4 13 6 9 15
2 Lantern Crest Ridge II2 Residential 155 4 2 6 6 6 12
3 Habitat for Humanity
Townhomes1
Residential 136 2 9 11 10 4 14
4 Santee Auto Center3 Service 3,336 135 61 196 110 144 254 5 Popeyes1 Service 1,218 66 44 110 26 25 51
6 Super Star Car Wash1 Auto 900 18 18 36 41 40 81
7 Extra Space Storage1 Industrial 177 6 5 11 8 8 16
8 Hillside Meadows4 DU 1,590 50 85 135 105 55 160
Total Trip Generation 7,612 290 228 518 312 291 603
Notes:
1 Trip generation estimated using trip rates from SANDAG’s Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002.
2 Trip generation updated to reflect revised unit numbers compared to the Lantern Crest Ridge II Senior Care Project, Traffic Impact Study, prepared by Darnell & Associates, April 30, 2018 3 Trip generation from Traffic Impact Analysis for Santee Auto Center, prepared by LLG, April 20, 2023 4 Trip generation from Traffic Impact Analysis for Hillside Meadows, prepared by LLG, September 6, 2000

6.1.2 Trip Distribution and Assignment
Trip distributions and assignments for the cumulative projects were developed using the traffic study or assessment for these projects or by using professional judgment based on logical travel corridors. The trips generated by the cumulative projects were distributed and assigned through the study area network. Information on the cumulative projects regarding their trip generation and distribution is included in Appendix F.

6.2 Traffic Volumes
The Near-Term traffic volumes were estimating by adding the average daily and peak hour trips from the cumulative projects (shown in Table 12) to the existing traffic volumes for the study area roadway segments and intersections.

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6.3 Near Term Operations

6.3.1 Near Term Roadway Operations
A roadway segment LOS analysis was prepared for the Near-Term conditions using the roadway segment LOS methodologies as discussed in Section 1.3, Analysis Methodology. Table 13 shows the results of the Near Term conditions LOS analysis for the study roadway segments. As shown in the table, the study area roadway segments of Woodside Avenue and Magnolia Avenue are estimated to operate at LOS C or better under Near Term conditions.

6.3.2 Near Term Intersection Operations
Near Term traffic volumes include existing traffic and traffic from the addition of cumulative projects (Figure 12) in the vicinity of the project. Figure 13 illustrates the Near Term (no project) traffic volumes for peak hour conditions.

An intersection LOS analysis was prepared for the Near Term conditions using HCM 6 methodology via the Synchro LOS software as discussed in Section 1.3. Table 14 shows the results of the Near-Term conditions analysis. LOS worksheets are provided in Appendix G. As shown in the table, all intersections would continue to operate at satisfactory levels of service (LOS D or better) under Near Term conditions.

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1 2
3 4
5 6
7 FIGURE 12
Palisade Santee Commerce Center Project
Cumulative Project Location and Peak Hour Traffic Volumes n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Magnolia Avenue 1 SR-52 EB Ramps
(26) 31
(1) 1
18 (15)
(13)
15 Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
(0) 1
48 (40)
(13)
15 (23) 28
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(17) 30
(13) 19
(20) 32
(27) 32
42 (19)
(2) 3
(3) 3
(22) 17
(27)
33 (31) 22
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (13) 20
(1) 1
(1) 1
(24) 18
Hartley Road 5 Woodside Avenue
(13) 21
1 (1)
(25) 18
(1)
1 Wheatlands Avenue 6 Woodside Avenue
(13) 21
1 (1)
(25) 18
(1)
1 Project Access Roadway 7 Woodside Avenue
(13) 21
1 (1)
(25) 18
(1)
1 1
2 3
4 5
6 Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
X Cumulative Project
7 8
9 CJ
0 ■
0 0
J)
l)
JJ
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j
- -
1 J
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0 j
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- -
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1 2
3 4
5 6
7 FIGURE 13
Palisade Santee Commerce Center Project
Near Term Peak Hour Traffic Volumes (PCE) n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(443) 489
(442) 506
1,395
(1,301)
(519)
572
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
(292) 233
1,493
(1,307)
(139) 146
(521) 592
(523)
573
(278) 345
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(108) 248
(234) 674
(177) 357
(239) 231
843
(634)
(405) 418
(356) 485
(596) 567
(205) 148
(231) 154
(816)
657
(189) 161
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (305) 159
(479) 937
(287) 286
7 (8)
(11) 4
(585) 370
(25) 14
(16)
30 (185) 458
Hartley Road 5 Woodside Avenue
(191) 18
(158) 136 (116) 387
(19) 3
(75) 136 (5) 17
Wheatlands Avenue 6 Woodside Avenue
(60) 26
(84) 135 (114) 321
(49) 20
(25) 59 (9) 46
Project Access Roadway 7 Woodside Avenue
(0) 0
(91) 182 (172) 345
(0) 1
(0) 0(0) 0
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6.4 Near Term plus Project Traffic Operations
This section details Near Term plus Project traffic volumes and intersection operations within the study area. The total project trip assignments shown in Figure 6 were added to the Near Term peak hour traffic volumes shown in Figure 13 to derive the Near Term plus Project peak hour traffic condition. Figure 14 shows the Near Term plus Project peak hour traffic volumes.

6.4.1 Roadway Operations
A roadway segment LOS analysis was prepared for the Near Term plus Project conditions using the roadway segment LOS methodologies as discussed in Section 1.3, Analysis Methodology. Table 13 shows the results of the Near Term plus Project conditions LOS analysis for the study area roadway segments. As shown in the table, the study area roadway segments of Woodside Avenue and Magnolia Avenue would continue to operate at LOS C or better under Near Term plus Project conditions.

6.4.2 Intersection Operations
An intersection LOS analysis was prepared for the Near Term plus Project condition using the HCM 6 methodology, and Table 14 summarizes the results of the Near Term plus Project intersection analysis for the AM and PM peak hours. Detailed LOS calculation worksheets are included in Appendix G.

As shown in the table, with the exception of the Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection, all study area intersections would continue to operate at satisfactory levels of service (LOS D or better) under Near Term plus Project conditions. The Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection would operate at LOS E in the AM peak hour and LOS F in the PM peak hour. The proposed project would increase the delay by more than 2 seconds at this intersection. Therefore, the proposed project would exceed the City’s criteria for project-specific traffic effect under Near Term plus Project conditions. See Section 8 for projectspecific improvements.

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Table 13. Near Term Roadway Level of Service
No. Roadway Segment Applicable ADT1
Near Term
Project Trips (in PCE) 2
Near Term plus Project
Change in V/C
Above Allowable Change
ADT V/C LOS ADT V/C LOS for Project Traffic Effect
1 Magnolia Avenue, south of Mission Gorge - Woodside Avenue 60,000 34,137 0.57 B 856 34,993 0.58 B 0.01 No 2 Woodside Avenue, between Magnolia Avenue and Woodside Avenue 40,000 28,009 0.70 C 1,223 29,232 0.73 C 0.03 No 3 Woodside Avenue, between Woodside Avenue to Project Driveway 10,000 4,441 0.44 B 1,223 5,664 0.57 C 0.12 No 4 Project Driveway, north of Woodside Avenue 2,200 117 NA NA 1,439 1,556 NA NA NA No Notes: ADT = Average daily traffic; V/C = Volumes to Capacity ratio; LOS = Level of Service; NA = NA = Not Applicable because LOS does not apply to non-CE roads 1 Classification and LOS determined from City of Santee Mobility Element, Adopted by City Council October 25, 2017 (Resolution No. 114-2017) Table 14. Near Term Peak Hour Intersection Level of Service No. Intersection LOS Method
Near Term Near Term plus Project
Change in Delay
Above Allowable Change for
AM Peak PM Peak AM Peak PM Peak Project Traffic Effect
Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 AM PM AM PM 1 Magnolia Avenue/SR-52 EB Off-Ramps HCM/Signalized 21.7 C 24.1 C 23.8 C 24.5 C 2.1 0.4 No No 2 Magnolia Avenue/SR-52 WB On-Ramp - SR-67 SB On-Ramp HCM/Signalized 11.0 B 10.6 B 10.7 B 10.6 B -0.3 0.0 No No 3 Magnolia Avenue - Mission Gorge Road/Woodside Avenue HCM/Signalized 32.9 C 41.0 D 33.5 C 43.6 D 0.6 2.6 No No 4 N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp AWSC 25.3 D 28.6 D 45.1 E 53.5 F 19.8 24.9 Yes Yes 5 Hartley Road/N. Woodside Avenue TWSC 10.1 B 14.1 B 10.5 B 16.6 C 0.4 2.5 No No 6 Wheatlands Avenue/N. Woodside Avenue TWSC 9.9 A 13.1 B 10.4 B 15.2 C 0.5 2.1 No No 7 Project Access Driveway/N. Woodside Avenue TWSC 0.0 A 0.0 A 10.4 B 13.8 B 10.4 13.8 No No Notes: HCM = Highway Capacity Manual; X – Unsatisfactory operating conditions/LOS; AWSC – All-Way Stop Control; TWSC – Two-Way Stop Control 1 Delay in seconds per vehicle
2 Level of Service (LOS)
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3 4
5 6
7 FIGURE 14
Palisade Santee Commerce Center Project
Near Term plus Project Peak Hour Traffic Volumes (PCE) n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(513) 506
(442) 506
1,396
(1,304)
(520)
575
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
(292) 233
1,511
(1,380)
(139) 146
(521) 592
(524)
576
(293) 411
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(108) 248
(249) 678
(177) 357
(239) 231
843
(634)
(478) 436
(371) 554
(600) 581
(209) 162
(246) 158
(816)
657
(189) 161
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (408) 185
(479) 937
(287) 286
7 (8)
(11) 4
(585) 370
(25) 14
(16)
30 (207) 556
Hartley Road 5 Woodside Avenue
(191) 18
(261) 162 (138) 485
(19) 3
(75) 136 (5) 17
Wheatlands Avenue 6 Woodside Avenue
(60) 26
(187) 161 (136) 419
(49) 20
(25) 59 (9) 46
Project Access Roadway 7 Woodside Avenue
(103) 26
(91) 182 (172) 345
(18) 5
(22) 98 (4) 18
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7 Horizon Year Conditions
This section presents the analysis of Horizon Year traffic conditions when the project would be constructed and fully operational. The horizon year conditions are based on the year 2035 conditions that would exist in the study area.

7.1 Roadway Conditions
The roadway segment of Magnolia Avenue and Woodside Avenue are built out under existing conditions. Therefore, the capacity was assumed to be same as existing conditions. N. Woodside Avenue, between Woodside Avenue to Project Driveway was assumed to be improved to the standards of a Parkway (i.e., two lanes with a TWLTL). All intersection configurations, have been assumed to be preserved under the Horizon Year conditions, as shown in Figure 7. The Proposed Update to Existing Circulation Element Technical Report and Traffic Impact Study (July 2017) prepared for the City of Santee Mobility Element proposes a roundabout3 at the N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection, in its Preferred Circulation Plan. However, per discussions with the City staff, the proposed roundabout has been removed from their Capital Improvement Program. Therefore, the existing stop control operation has been assumed at the N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection in the Horizon Year roadway conditions.

7.2 Traffic Volumes
The Horizon Year traffic volumes (ADT and AM and PM peak hour) have been estimated based on review of forecast traffic volumes in the Fanita Ranch Traffic Impact Study (LLG 2020). The Horizon Year intersection volumes were not available for the entire study area along Woodside Avenue, therefore, for Intersection 4 through 7, a growth factor was estimated by comparing the existing ADT with the horizon year ADT along Woodside Avenue near the project site. Figure 15 illustrates the Horizon Year traffic volumes for the peak hour conditions.

7.3 Horizon Year Operations

7.3.1 Roadway Operations
A roadway segment LOS analysis was prepared for the Horizon Year conditions using the roadway segment LOS methodologies as discussed in Section 1.3, Analysis Methodology. Table 15 shows the results of the Horizon Year conditions LOS analysis for the study roadway segments. As shown in the table, the study area roadway segments of Woodside Avenue between Magnolia Avenue and N. Woodside Avenue and between N. Woodside Avenue and Project Driveway would operate at LOS E under Horizon Year conditions.

7.3.2 Intersection Operations
Figure 15 illustrates the Horizon Year traffic volumes for peak hour conditions. An intersection LOS analysis was prepared for the Horizon Year conditions using HCM 6 methodology via the Synchro LOS software as discussed in 3 Existing Circulation Element Technical Report and Traffic Impact Study (July 2017) pg. 159 “SR-67 Southbound Off-Ramp & Woodside Avenue - Convert this intersection to a roundabout with a northbound left-turn lane, a northbound right-turn bypass lane, an eastbound shared through/right-turn lane, and a westbound shared left/through-turn lane.” DUDEK

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Section 1.3. Table 15 shows the results of the Horizon Year conditions analysis. LOS worksheets are provided in Appendix H.

As shown in the table, the Magnolia Avenue - Mission Gorge Road/Woodside Avenue intersection would operate at LOS E in the AM and PM peak hour conditions under Horizon year conditions. The Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection would operate at LOS F in the AM peak hour and LOS F in the PM peak hour. All other intersections operate at acceptable LOS conditions.

7.4 Horizon Year plus Project Operations
This condition includes analysis of traffic operations under Horizon Year conditions with project traffic added to the Horizon Year ADT and AM and PM peak hour intersection traffic volumes. Based on review of SANDAG land use and trip rate used in the General Plan Mobility Element for the traffic analysis zone (TAZ) the project is located within, it was noted that the project trip generation exceeded the TAZ trip generation for allowable light industrial use by 33.%. Therefore, to account for the additional project trip generation, approximately, 33.6% of the project traffic was added to the Horizon Year intersections and roadway segments. The Horizon Year intersection volumes were not available for the entire study area along Woodside Avenue, therefore, to provide a conservative analysis, a 100% of the project trips were assigned to the project driveways and intersections along Woodside Avenue near the project site. The traffic effects specific to the project under this condition were used as the basis for determining the project’s long-term effects.

7.4.1 Roadway Operations
A roadway segment LOS analysis was prepared for the Horizon-Year conditions using the roadway segment LOS methodologies as discussed in Section 1.3, Analysis Methodology. Table 15 shows the results of the Horizon Year conditions LOS analysis for the study roadway segments. As shown in the table, the study area roadway segments of Woodside Avenue between Magnolia Avenue and N. Woodside Avenue and between N. Woodside Avenue and Project Driveway would operate at LOS E under Horizon Year plus conditions. Because the roadway segments operates at LOS E and the increase is greater than 0.02, the proposed project would exceed the City’s criteria for project-specific traffic effect at the roadway segment of N. Woodside Avenue between Woodside Avenue and Project Driveway. Since the roadway segment is constructed at buildout classification per the City’s Mobility Element, no further improvements to this roadway segment are recommended.

7.4.2 Intersection Operations
Figure 16 illustrates the Horizon Year traffic volumes for peak hour conditions. An intersection LOS analysis was prepared for the Horizon Year conditions using HCM 6 methodology via the Synchro LOS software as discussed in Section 1.3.

Table 16 shows the results of the Horizon Year conditions analysis. LOS worksheets are provided in Appendix H.

As shown in the table, the Magnolia Avenue - Mission Gorge Road/Woodside Avenue intersection would operate at LOS E in the AM and PM peak hour conditions under Horizon year plus Project conditions. However, the proposed project would not increase the delay by more than 2 seconds and therefore, not exceed the City’s criteria for projectspecific traffic effect under Horizon Year plus Project conditions. No improvements are required. The Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection would operate at LOS F in the AM peak hour and PM peak hour conditions. The proposed project would increase the delay by more than 2 seconds at this intersection. Therefore, the proposed project would exceed the City’s criteria for project-specific traffic effect under Horizon Year plus Project conditions. See Section 8 for project-specific improvements.

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5 6
7 FIGURE 15
Palisade Santee Commerce Center Project
Horizon Year Peak Hour Traffic Volumes (PCE) n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(300) 560
(260) 490
1,740
(1,638)
(641)
627
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
(445) 300
1,690
(1,268)
(250) 240
(643) 718
(651)
657
(370) 395
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(162) 423
(220) 700
(180) 435
(270) 310
1,150
(813)
(430) 495
(430) 595
(630) 635
(301) 347
(341) 288
(1,234)
670
(313) 232
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (412) 190
(478) 963
(360) 285
7 (10)
(11) 10
(591) 557
(40) 14
(16)
35 (207) 560
Hartley Road 5 Woodside Avenue
(191) 18
(190) 163 (139) 464
(19) 3
(75) 136 (5) 17
Wheatlands Avenue 6 Woodside Avenue
(60) 26
(101) 162 (137) 385
(49) 20
(25) 59 (9) 46
Project Access Roadway 7 Woodside Avenue
(0) 0
(109) 218 (206) 414
(0) 1
(0) 0(0) 0
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3 4
5 6
7 FIGURE 16
Palisade Santee Commerce Center Project
Horizon Year plus Project Peak Hour Traffic Volumes (PCE) n NOT TO SCALE SOURCE: SanGIS, Open Street Maps
Legend
Project
X Study Intersection
(X)
X
Weekday AM Peak Hour Traffic Volumes
Weekday PM Peak Hour Traffic Volumes
Magnolia Avenue 1 SR-52 EB Ramps
(319) 564
(260) 490
1,740
(1,640)
(641)
628
Magnolia Avenue 2 SR-52 WB Ramps - SR-67 SB Ramps
(445) 300
1,694
(1,288)
(250) 240
(643) 718
(651)
658
(374) 412
Magnolia Avenue - Mission Gorge Road 3 Woodside Avenue
(162) 423
(228) 702
(180) 435
(270) 310
1,150
(813)
(450) 499
(434) 614
(632) 642
(303) 354
(349) 290
(1,234)
670
(313) 232
N. Woodside Avenue 4 S. Woodside Avenue - SR-67 SB Ramps (448) 198
(478) 963
(360) 285
7 (10)
(11) 10
(591) 557
(40) 14
(16)
35 (214) 593
Hartley Road 5 Woodside Avenue
(191) 18
(293) 189 (161) 562
(19) 3
(75) 136 (5) 17
Wheatlands Avenue 6 Woodside Avenue
(60) 26
(204) 188 (159) 483
(49) 20
(25) 59 (9) 46
Project Access Roadway 7 Woodside Avenue
(103) 26
(109) 218 (206) 414
(18) 5
(22) 98 (4) 18
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Table 15. Horizon Year Roadway Level of Service
No. Roadway Segment Applicable ADT1
Horizon Year
Project Trips (in PCE) 2
Horizon Year plus Project
Change in V/C
Above Allowable Change
ADT V/C LOS ADT V/C LOS for Project Traffic Effect
1 Magnolia Avenue, south of Mission Gorge - Woodside Avenue 60,000 36,950 0.62 C 288 37,238 0.62 C 0.00 No 2 Woodside Avenue, between Magnolia Avenue and N. Woodside Avenue 40,000 36,600 0.92 E 411 37,011 0.93 E 0.01 No 3 N. Woodside Avenue, between Woodside Avenue to Project Driveway 15,000 13,000 0.87 E 411 13,411 0.89 E 0.02 Yes 4 Project Driveway, north of Woodside Avenue 2,200 117 — — 1,439 1,556 — — — No Notes: ADT = Average daily traffic; V/C = Volumes to Capacity ratio; LOS = Level of Service; NA = Not Applicable NA = Not Applicable because LOS does not apply to non-CE roads 1 Classification and LOS determined from City of Santee Mobility Element, Adopted by City Council October 25, 2017 (Resolution No. 114-2017) Table 16. Horizon Year Peak Hour Intersection Level of Service No. Intersection LOS Method
Horizon Year Horizon Year plus Project
Change in Delay
Above Allowable Change for
AM Peak PM Peak AM Peak PM Peak Project Traffic Effect
Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 Delay1 LOS2 AM PM AM PM 1 Magnolia Avenue/SR-52 EB Off-Ramps HCM/Signalized 13.3 B 44.0 D 14.1 B 44.3 D 0.8 0.3 No No 2 Magnolia Avenue/SR-52 WB On-Ramp - SR-67 SB On-Ramp HCM/Signalized 8.3 A 9.6 A 8.3 A 9.6 A 0.0 0.0 No No 3 Magnolia Avenue - Mission Gorge Road/Woodside Avenue HCM/Signalized 59.4 E 64.0 E 59.7 E 65.8 E 0.3 1.8 No No 4 N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp AWSC 62.9 F 70.1 F 76.4 F 84.2 13.5 14.1 Yes Yes 5 Hartley Road/N. Woodside Avenue TWSC 10.2 B 16.0 C 10.7 B -19.2 C 0.5 3.2 No No 6 Wheatlands Avenue/N. Woodside Avenue TWSC 9.9 A 14.5 B 10.4 B 17.0 C 0.5 2.5 No No 7 Project Access Driveway/N. Woodside Avenue TWSC 0.0 A 0.0 A 10.8 B 15.6 B 10.8 15.6 No No Notes: HCM = Highway Capacity Manual; X – Unsatisfactory operating conditions/LOS; AWSC – All-Way Stop Control; TWSC – Two-Way Stop Control 1 Delay in seconds per vehicle
2 Level of Service (LOS)
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8 Project Access, On-Site Circulation and
Improvement Measures
This section documents the project access evaluation to provide an eastbound left-turn lane along Woodside Avenue. The section also provides improvement measure for the N. Woodside Avenue/S. Woodside Avenue – SR-67 SB Off-Ramp intersection.

8.1 Project Access Evaluation
As mentioned in Section 1, the access to the proposed project would be from N. Woodside Avenue via the project access driveway (Intersection 7). Per City’s request, an evaluation for eastbound left turn lane at this access driveway was conducted. The left-turn lane evaluation was conducted using the methodology from the American Association of State Highway Transportation Officials’ (AASHTO, 2018) – Geometric Design of Highways and Streets (“Green Book”). Per Section 9.7.3 Design Treatments for Left-Turn Maneuvers, 9.7.3.1 Guidelines for Providing and Design of Left-Turn and Bypass Lanes, many factors enter into the choice of type of intersection and the extent of design of a given type, but the principal controls are the design-hour traffic volume, the character or composition of traffic, and the design speed. The character of traffic and design speed affects many details of design, but in choosing the type of intersection they are not as significant as the traffic volume. Of particular significance are the actual and relative volumes of traffic involved in various turning and through movements.

Traffic-volume-based guidelines for where left-turn lanes should be provided are presented in Table 9-24 and Figure 9-35 for arterials in urban areas (see Appendix I). This table and figure are applicable at unsignalized intersection with streets and driveways where the major road is uncontrolled and the minor-road approaches are stop- or yield-controlled.

Additionally, the HCM indicates that exclusive left-turn lanes should be considered where left-turn volumes exceed 100 vehicles/hour (veh/hr). As shown on Figures 5 and 6, during the AM peak hour, there are approximately 109 eastbound left turn vehicles from N. Woodside Avenue into the project site. Of the total 103 vehicles, 55 vehicles (in PCE) or 53% are trucks. Because the left-turning volumes at the exceed the AASHTO suggested left-tun lane guidance of 50 or more veh/hr (see Appendix I) and HCM guidance of 100 veh/hr and due to high truck volume, it is recommended that a dedicated eastbound left turn lane be constructed at the Project Access Driveway/Woodside Avenue.

8.2 On-Site Circulation and Parking
On-site circulation and access to the project will be provided by a circuitous roadway (see Figure 2) that would also serve as fire lane. The width of the internal roadway is between 30 feet to 40 feet. The on-site driveway will be designed per City’s Standard Drawings and requirements of the Fire Code to provide turn radii for fire truck and apparatus to access all parts of the site.

The parking ratio used to calculate on-site parking requirements is consistent with the Section 13.24.040 Parking requirements of the City of Santee Municipal Code4. Per code, for industrial uses that include warehousing and 4 City of Santee. https://library.qcode.us/lib/santee_ca/pub/municipal_code/item/title_13-chapter_13_24-13_24_040 DUDEK

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distribution, one parking space for 1,000 square feet of gross floor area should be provided. The project would require and proposes a total of 301 parking spaces for 301,445 square feet of industrial space.

Parking designated for electric vehicles (EV), including spaces associated with clean air vehicles have been provided per code requirement. Long-term and short-term bicycle parking5 would be provided per City’s code requirement.

As such, the project would provide adequate parking spaces.

8.3 Improvement Measures

8.3.1 Project Access Driveway/N Woodside Avenue
The following improvement measures would be constructed by the project to improve traffic flow near the project site:
▪ The project would construct a dedicated eastbound left turn lane at the Project Access Driveway/ Woodside Avenue.
▪ The project access driveway will be designed per City specifications for commercial driveway per City of Santee standard PW-216.
▪ The project would be responsible for constructing frontage improvements including sidewalks along the northern side of N. Woodside Avenue and connect to the existing sidewalk along N. Woodside Avenue that lies to the west of the project’s driveway. No sidewalk exists to the east and accordingly no new sidewalk is required to be constructed.
▪ The project would also install a crosswalk to improve pedestrian circulation at the Project Access Driveway/N. Woodside Avenue.

8.3.2 N. Woodside Avenue Roadway Segment
Although the roadway segment of N. Woodside Avenue near Project Driveway is forecast to operate at LOS E, as shown in Section 7, with the frontage and project access improvements described above, the operation of the Project Access Driveway/N. Woodside Avenue would facilitate traffic flow and truck turn movement along Woodside Avenue near the project site. Since the roadway segment is constructed at buildout classification per the City’s Mobility Element, no further improvements to this roadway segment are recommended. 5 Bicycles. All commercial and office areas shall provide adequate locking facilities for bicycle parking at any location convenient to the facility for which they are designated. Whenever possible, weatherproofing or facility covering should be used.

Short-Term Bicycle Parking. If the project is anticipated to generate visitor traffic, provide permanently anchored bicycle racks within 200 feet of the visitors’ entrance, readily visible to passers-by, for five percent of visitor motorized vehicle parking capacity, with a minimum of one two-bike capacity rack.

Long-Term Bicycle Parking. For buildings with over 10 tenant-occupants, provide secure bicycle parking for five percent of motorized vehicle parking capacity, with a minimum of one space. Acceptable parking facilities shall be convenient from the street and may include:
i. Covered, lockable enclosures with permanently anchored racks for bicycles; ii. Lockable bicycle rooms with permanently anchored racks; and iii. Lockable, permanently anchored bicycle lockers.
6 City of Santee. https://www.cityofsanteeca.gov/home/showpublisheddocument/18044/637048465192800000 DUDEK

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8.3.3 N. Woodside Avenue/S. Woodside Avenue - SR-67 SB
Off-Ramp Intersection
The proposed project would result in a traffic effect at the N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection, under Existing plus Project, Near Term plus Project conditions, and Horizon Year plus Project conditions.

Based on the Proposed Update to Existing Circulation Element Technical Report and Traffic Impact Study (July 2017) prepared for the City of Santee Mobility Element, a roundabout is proposed at this intersection in its Preferred Circulation Plan. However, per discussions with the City staff, the proposed roundabout has been removed from the City’s Capital Improvement Program. Therefore, the roundabout is not considered to be a feasible improvement for this intersection. Furthermore, Caltrans would not accept any lane addition (such as a dedicated right turn lane along N. Woodside Avenue adjacent to the current shared through-right turn lane) at this intersection, Therefore, no improvements to intersection lane geometry or control can be recommended at this time.

Based on discussions with the City staff, the project would construct a missing segment of sidewalk along N.

Woodside Avenue near the N. Woodside Avenue/Woodside Avenue - SR-67 SB Off-Ramp intersection and near the project driveway, for a total of 990 linear feet or approximately 0.2 miles. The project would also be responsible for pavement rehabilitation and restriping of N. Woodside Avenue to the satisfaction of the City Engineer from Caltrans right-of-way at the intersection of the SR-67 to the easternmost edge of the project driveway’s intersection with N.

Woodside Avenue. In addition, the project would install approximately 1,240 SF of new roadway to fill in an unpaved area between the edge of the existing roadway and the new proposed sidewalk. Although this improvement would not reduce delay or improve LOS at the Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection, it would improve non-vehicular circulation and pavement conditions along Woodside Avenue and would be considered an acceptable improvement by the City in lieu of improving delay or LOS.

A conceptual exhibit prepared by the applicant illustrating the proposed sidewalk and pavement rehabilitation at the N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection is included in Appendix J.

Per City’s request, an intersection lane queuing analysis was also conducted for informational purposes and is summarized in Section 8.3.4.

8.3.4 N. Woodside Avenue/S. Woodside Avenue - SR-67 SB
Off-Ramp Intersection Queuing Analysis
An intersection lane queuing analysis, using SimTraffic 11 software, was conducted to determine the 95th percentile (design) queue of the existing storage lanes at the N. Woodside Avenue/ Woodside Avenue – SR-67 SB Off-Ramp intersection. The intersection’s queues were calculated for the Existing, and Existing plus Project= = conditions. To account for actual vehicular volume with mix of traffic (cars and trucks) observed in the field, queuing analysis was conducted using non-PCE traffic volumes and heavy vehicle percentage for each turn movement. It should be noted that nominal pedestrian and bicycle activity was observed at this intersection as shown in Appendix C, Traffic Counts. The SimTraffic queuing reports and non-PCE peak hour intersection volumes, heavy vehicle percentages are provided in Appendix K.

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This analysis determined whether potential queuing and spillback would impact the SR-67 mainline as well as Woodside Avenue. The geometric configuration of the intersection was assumed to be the same under Existing conditions without the project and with Project conditions, Intersection Queuing Analysis
Tables 17 summarize the 95th percentile queuing analysis conducted for the intersection under Existing and NearTerm conditions. The 95th percentile (design) queue is the maximum queue that would only occur during a smaller portion of the peak hour and the analysis is provided for informational purposes.

As shown in Table 17, under Existing conditions, there are no movements where the 95th percentile queues would exceed their storage lengths during the weekday AM or weekday PM peak hours. Under Existing plus Project conditions, all movements would experience an increase in vehicular queues however, most queues would be accommodated in the storage length available. except for the eastbound left turn lane (during AM peak hour).

For the eastbound left turn lane queue, it should be noted that while the next intersection to the west, the entrance to the Mission Del Magnolia mobile home community, is approximately 820 feet away, there is still adequate length available along Woodside Avenue for vehicles to queue in the AM peak hour. The queue is likely to exceed 850 feet or one car length, as shown in Table 17, only 5 percent of the time during the AM peak hour. On an average, this queue length would be approximately 434 feet (see Appendix K). It should be noted that there is no specific criteria for assessing queuing impacts. However, it is recommended that “KEEP CLEAR’” pavement markings be installed west of this intersection to maintain vehicular ingress and egress to/from the Mission Del Magnolia community to eastbound Woodside Avenue.

Caltrans Off-Ramp Queues
Additionally, it should be noted that under Existing and Existing plus Project conditions analyzed, the westbound turn movements at the SR-67 off-ramp do not exceed the storage length available. The analysis indicates there are currently no queuing issues that may potentially spill back onto the SR-67 mainline.

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Table 17. Queuing Summary for Existing Conditions (95th Percentile Queue) Intersection Movement
Storage
Length1
Existing (w/o improvement) Existing plus Project
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
95th
percentile
Queue2
Exceeds
Storage
Length Queue2
Exceeds
Storage
Length Queue2
Exceeds
Storage
Length Queue2
Exceeds
Storage
Length
N. Woodside
Avenue/S.

Woodside Avenue
- SR-67 SB OffRamp
EBL3 820 208 No 410 No 850 Yes 257 No
EBR3 820 49 No 822 No 474 No 640 No
WBLT4 775 352 No 108 No 356 No 124 No
WBTR 265 245 No 69 No 278 No 77 No
NBLT3 725 259 No 159 No 344 No 154 No
SBTR3 480 83 No 465 No 98 No 464 No
Notes: SR = State Route; EBL = Eastbound left; EBR = Eastbound right; WBLT = Westbound Left-Through; WBLT = Westbound Through-Right; NBLR = Shared Northbound Left-Right; SBTR = Shared Southbound Through-Right; SBR = Southbound Right 1 Storage length is exceeded if the calculated distance is less than or equal to the storage length provided. 2 Based on 95th percentile queue length in SimTraffic 11. 3 Length measured from nearest driveway or intersection. 4 Length measured from the gore point of SR-67.

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8.3.5 Social, Economic and Pedestrian Safety Benefits of Proposed Improvement Measures
The applicant has prepared a detailed memorandum (Appendix L) describing project’s consistency, with the City’s Mobility Element goals and policies as well as outlining its social and economic benefits. The memorandum provides reasons to accept deficient LOS at this intersection which include the following:
▪ Feasibility of proposed improvement: The free-right turn proposed by the project to the City and Caltrans would have improved the LOS to D; however, Caltrans has denied this request. The only improvement measure acceptable to Caltrans is the installation of the full roundabout. The construction of a roundabout was deemed economically infeasible, as described in the memo. ▪ The effectiveness of non‐automotive components of the circulation system would be maintained or improved as a result: The project proposes to improve pedestrian circulation by installing a continuous sidewalk from N. Woodside Avenue on the east, through the street’s intersection with the SR-67 Southbound Off-ramp and then connect to the existing sidewalk on Woodside Avenue on the west. Currently the sidewalk is discontinuous through the intersection, leaving pedestrians to traverse approximately 130 feet of unimproved shoulder between sidewalks. Overriding economic benefits: The project would generate substantial economic and social benefits to the City, its residents, and its businesses. In summary, the project would generate approximately $1.8M direct income to the City over a 10 year period. In addition, economically, the project would generate $23.5M in wages paid to construction workers and then upon completion $42.9M of labor income annually. See Appendix L for detailed calculation of these benefits.

In addition, the project proposes to rehabilitate the pavement of N. Woodside Avenue starting from, on the west, where it meets the Caltrans right-of-way at the intersection of the SR-67 to the easternmost edge of the project driveway’s intersection with N. Woodside Avenue, to the satisfaction of the City Engineer. In addition, the project will install approximately 1,240 SF of new roadway to fill in an unpaved area between the edge of the existing roadway and the new proposed sidewalk.

This section of Woodside Avenue has deteriorated over decades of use by local and through traffic, as well as from the truck traffic servicing the industrial park to the north of N. Woodside Avenue. By funding and performing the repaving work, the project will create a significant public benefit, improving street conditions for both City residents and businesses in the industrial park and relieving this financial burden from the City of Santee. Refer to Appendix J for a conceptual exhibit prepared by the applicant illustrating the proposed sidewalk and pavement rehabilitation at the N. Woodside Avenue/S. Woodside Avenue - SR-67 SB Off-Ramp intersection and Appendix L for a detailed discussion on project’s consistency with Mobility Element policies.

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9 Project Design Feature and
Mitigation Measure
The proposed project would result in a traffic effect at the N. Woodside Avenue/S. Woodside Avenue - SR-67 SB OffRamp intersection, under Existing plus Project, Near Term plus Project and Buildout plus Project conditions, As explained in Section 8.3, PDF-TRA-1 Multi-modal Intersection Improvements will be implemented, consistent with City’s Mobility Element goals and policies as well as social and economic benefits in lieu of improving delay at the intersection:

PDF-TRA-1 Multi-modal Intersection Improvements: Prior to the issuance of a building permit, the project applicant will pay its traffic impact fees to the satisfaction of the City Engineer. Prior to the Certificate of Occupancy, the project will construct a new on-site sidewalk to connect the main entrance of the building with the existing sidewalk on N. Woodside Avenue. The project applicant will also rehabilitate the pavement with a full width and adequate structural section of N. Woodside Avenue starting from, on the west, where it meets the Caltrans right of way at the intersection of the SR-67 to the eastern most edge of the project driveway’s intersection with N. Woodside Avenue, to the satisfaction of the City Engineer. The project applicant will also install approximately 1,240 SF of new roadway to fill in an unpaved area between the edge of the existing roadway and the new proposed sidewalk near N.

Woodside Avenue’s intersection with the SR-67. The project will install “KEEP CLEAR’” pavement markings west of this intersection to maintain vehicular ingress and egress to/from the Mission Del Magnolia community to eastbound Woodside Avenue.

The following mitigation measures would be implemented to reduce the project’s VMT impact described in Section 4:

MM TRA 1 Trip Reduction Program: Prior to the issuance of first Certificate of Occupancy, the project tenant will prepare a Trip Reduction program. The program shall include the following components:

1. Implement Commute Trip Reduction Marketing:
a. Set-up a Transportation Kiosk, either physically on-site or online, with transportation information that employees could access at work or on their smart phones or personal computers. If an online kiosk, information can be available on the company’s website (or intranet, or internal website). The project developer or property manager will have responsibility for setting up and maintaining the information center. The Transportation Kiosk will have site-specific information about all the measures, services, and facilities discussed in this Program. In addition, the information center will include:
b. A summary of local bus routes and local bicycle facilities to provide further information about their routes and schedules and the incentive programs available to transit users. c. Information about ride matching services (SANDAG - Bike Services) and on-site ride matching) and the incentive programs available to carpools. d. Information about services such as Uber, Lyft, and other on-demand transportation services.
e. A local bikeways map and bicycling resources
f. Availability of bicycle parking such as lockers and amenities including bike pumps, repair stations, full coverage lighting and security cameras.

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g. Information about bicycle education classes taught by certified league instructors from the San Diego County Bicycle Coalition.

2. Provide Ridesharing Program: The project tenant will promote ride-sharing programs through a multi-faceted approach, such as designating a certain percentage of parking spaces for ridesharing vehicles, designating adequate passenger loading and unloading and waiting areas for ride-sharing vehicles, and/or providing a website or message board for coordinating rides. A designated employee may partner with SANDAG to use programs such as SANDAG Vanpool, Employer Commuter Program and Guaranteed Ride Home.

3. Implement Subsidized or Discounted Transit Program: The project tenant would provide or reimburse the cost of monthly transit passes (such as Pronto card or mobile app) to the employees who use bus or rail transit to work to create incentive programs that reward employees for utilizing non-single occupancy vehicles to commute.

4. Provide End of Trip Bicycle Facilities: The project will provide at least 15 bicycle parking spaces per City’s parking code requirement7. Where possible, appropriate designed electrical outlets will be included near the bicycle racks for charging electric bicycles (E-bikes).

MM TRA 2 Construction of Sidewalk: The Project will construct a new on-site sidewalk to connect the main entrance of the building with the existing sidewalk on N. Woodside Avenue. Together, with the sidewalk constructed per PDF-TRA-1, this will be a total of 990 linear feet of new sidewalk. 7 Per City’s code 5% of motorized parking should be bicycle parking, therefore 5% of 301 car parking spaces = 15 bicycle parking spaces.

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10 Findings and Recommendations
Based on the transportation analysis of the proposed project, the following findings on VMT analysis, study area roadway and intersection levels of service, and project effects and mitigation and improvement measures are made:

Project Description and Trip Generation
▪ The proposed project includes the demolition of the existing drive-in theater and the construction of a 300,145 SF industrial/warehousing building as well as associated improvements at 10990 Woodside Avenue in the City.
▪ The proposed project would generate approximately 1,011 daily non-PCE trips, 102 AM peak hour trips (83 inbound and 19 outbound), and 103 PM peak hour trips (23 inbound and 80 outbound). Adjusting for PCE, the proposed project would generate approximately 1,440 daily PCE trips, 148 AM peak hour trips (121 inbound and 27 outbound), and 146 PM peak hour trips (30 inbound and 116 outbound).

VMT Analysis and Mitigation Measures
▪ The proposed project would generate less than 2,400 ADT. Therefore, the project’s VMT analysis was conducted using the SANDAG SB 743 maps. Compared to the regional mean of 18.9 VMT per employee, the VMT per employee of the project’s census tract is 22.2 VMT. Because the project’s VMT is higher than the regional average of the census tract it is located within, the project would result in a significant VMT impact. ▪ A VMT reduction of 11.3% would be achieved through the implementation of Commute Trip Reduction Program measures and construction of sidewalk facilities along Woodside Avenue. A reduction of 15% is required to reduce the VMT per employee to at or below regional level. As shown in Section 9, MM-TRA-1 Trip Reduction Program would be implemented by the project’s tenants to reduce the project’s VMT and MM-TRA-2 Construction of Sidewalk would improve pedestrian network connectivity in the area. Because the project’s VMT would not be reduced to below significance threshold even with the implementation of MM-TRA-1 and MM-TRA-2, the project’s VMT impact would remain significant and unavoidable.

Traffic Analysis and Improvement Measures
▪ Under Existing plus Project conditions and Near Term plus Project conditions, all the study area roadway segments would operate at LOS D or better. Under Horizon Year and Horizon Year plus Project conditions, the roadway segment of Woodside Avenue between Magnolia Avenue and N. Woodside Avenue and N.

Woodside Avenue between Woodside Avenue to Project Driveway would operate at LOS E. A project’s traffic effect is determined if it exceeds the volume to capacity ratio by 0.02 or more at roadway segments operating at LOS E or F. Based on that criterion, the proposed project would exceed the City’s criteria for traffic effect at N. Woodside Avenue and N. Woodside Avenue between Woodside Avenue to Project Driveway, which determines the needs for roadway improvements. Project access driveway improvements and frontage improvements along N. Woodside Avenue would facilitate traffic flow and truck turn movement along Woodside Avenue near the project site. Since Woodside Avenue is constructed at buildout classification per the City’s Mobility Element, no further improvements to this roadway segment are recommended.

The proposed project would result in a traffic effect at the N. Woodside Avenue/S. Woodside Avenue – SR-67 SB Off-Ramp intersection, under Existing plus Project, Near Term plus Project and Buildout plus DUDEK

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Project conditions, PDF-TRA-1 Multi-modal Intersection Improvements (see Section 9) will be implemented, consistent with City’s Mobility Element goals and policies as well as social and economic benefits in lieu of improving delay at the intersection:
▪ The project would construct a dedicated eastbound left turn lane at the Project Access Driveway/ N. Woodside Avenue. The project access driveway will be designed per City specifications for commercial driveways. The project would be responsible for constructing frontage improvements including sidewalks along the northern side of Woodside Avenue and connect to the existing sidewalk along N. Woodside Avenue.

The project would also install crosswalks to improve pedestrian circulation at the Project Access Driveway/N. Woodside Avenue.

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11 References
AASHTO (American Association of State Highway and Transportation Officials). A policy on Geometric Design of Highways and Streets. 2018. 7th Edition
CAPCOA (California Air Pollution Control Officers Association). 2021. Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity.

City of Santee. 2017. Proposed Update to Existing Circulation Element (Mobility Element) Technical Report and Traffic Study. July 2017.

City of Santee. 2017. General Plan Mobility Element, Adopted October 25, 2017.

City of Santee. 2022. City of Santee VMT Analysis Guidelines. April 13, 2022 Transportation Impact Analysis Fanita Ranch, Santee, March 25, 2020 ITE (Institute of Transportation Engineers). 2021. Trip Generation Manual. 11th ed.

OPR (California Governor’s Office of Planning and Research). 2018. Technical Advisory on Evaluating Transportation Impacts in CEQA. December 2018. Accessed February 2021. http://opr.ca.gov/ docs/20190122-743_Technical_Advisory.pdf.

SANDAG (San Diego Association of Governments). 2002. Brief Guide of Vehicular Trip Generation Rates for the San Diego Region. April 2002.

TRB (Transportation Research Board). 2016. Highway Capacity Manual, Sixth Edition: A Guide for Multimodal Mobility Analysis.

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Appendix A
Transportation Scoping Document

MEMORANDUM
To: Minjie Mei, Principal Traffic Engineer, City of Santee From: Sabita Tewani, AICP, PTP, Transportation Planner
Subject: Revised Transportation Impact Study (TIS) Scoping for the Palisade Santee Commerce Center Project, City of Santee
Date: August 16, 2023, Updated September 2024
cc: Kristen Stoner, Dudek
Dennis Pascua, Dudek
Attachments: Figures 1-3
A – Observed Trip Rate Summary and Driveway Count Sheets B – Cumulative Projects and Santee Active Projects Map (June 2023 August 2024) C –VMT Scoping Form
The following memorandum provides the revised scope of work for the Transportation Impact Study (TIS) for the Palisade Commerce Santee Commerce Center Project (project). The scope revisions incorporate the City’s comments from April 2023 (April 19, 2023, Inter-Office Memo) as well as item discussed in subsequent calls with the City’s Traffic Engineers, Minjie Mei and Jeff Morgan, and include the following:
• An increase in square footage from 291,290 square feet (SF) to 300,145 SF (+8,855 SF). • A trip generation survey of existing, similar industrial land uses to substantiate the use of trip rates from the current edition of the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition (2021). • Revised vehicle miles traveled (VMT) findings based on use of the ITE trip rates for the project.

The proposed project site is located at 10990 N. Woodside Avenue in the City of Santee (City) on a site currently occupied by the Santee Drive In Theater. The following memorandum has been prepared consistent with the City of Santee Vehicle Miles Traveled (VMT) Analysis Guidelines (April 13, 2022) and the ITE Guidelines for Transportation Impact Studies in the San Diego Region (May 2019) which provide guidance on the requirements to evaluate transportation impacts using VMT and level of service (LOS) metrics for projects in the City. This memorandum provides the documentation related to selection of appropriate trip rates for the project, the resulting trip generation, proposed traffic study area and analysis scenarios, cumulative projects list, and the SANDAG VMT summary for the proposed project.
1 Project Description
The proposed project includes the demolition of the existing drive-in theater and the construction of a 300,145 SF industrial/warehousing building as well as associated improvements including loading docks, trailer stalls, passenger vehicle parking spaces, and street, sidewalk, and landscape improvements. The Assessor Parcel DUDEK

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Number (APN) of the Project site is 381-070-5200. The City’s General Plan Land Use Map designates the project site the entire site as Light Industrial.

Figure 1 illustrates the project’s location. Regional access to the project site is available from State Route (SR) 52 and SR 67 via Magnolia Avenue, Woodside Avenue, and Riverford Road. The Project would be accessed via a dedicated drive aisle on Woodside Avenue which leads to two 40-foot-wide driveways. These driveways and an onsite roadway would provide access to the vehicle parking lots and two truck courts. Vehicle parking for employees would be in parking lots along the periphery of the project site. The site plan of the proposed project is shown on Figure 2.
2 Project Traffic
The project would include construction of a 300,145 SF industrial building with approximately 10,000 SF of mezzanine space and up to 42 dock high doors. The building could be used for multiple tenants for warehousing and distribution, manufacturing, assembly, research and development, and related office uses. Therefore, Dudek reviewed available trip generation rates in SANDAG (2002) Brief Guide of Vehicular Trip Generation Rates for the San Diego Region and also compared them to the trip rates of industrial uses in the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition (2021). The SANDAG trip rates are significantly higher for warehousing (5 trips/TSF) and an industrial park use (8 trips/TSF) when compared to the current ITE Trip Generation Manual. Therefore, as directed by the City, Dudek conducted trip generation surveys of existing, similar industrial uses in the San Diego region. The surveys were conducted since there are large discrepancies between industrial land use trip rates reported in the SANDAG (2002) and ITE (2021) trip generation rate sources.

2.1 Trip Generation Survey
Dudek identified three industrial sites with warehousing, manufacturing, and/or research and development uses, in similar size and location to the proposed project and collected empirical data at those sites to establish an appropriate trip generation rates for the proposed project. The selected sites were representative of uses that might occupy the project site. If found to be appropriate by the City, the use of this empirical data to estimate daily and peak hour project traffic volumes for passenger cars and trucks would be utilized for the project’s transportation analysis. In discussion with the City, the following sites were selected for the trip generation surveys:
• Site 1. Vision Systems, Inc: an approximately 140,000 SF manufacturing/warehousing use (including outdoor materials yard) located at 11322 N. Woodside Avenue in the City of Santee. (see Attachment A, Figure a)
• Site 2. MagnaFlow: an approximately 330,000 SF research & development/manufacturing/warehousing use in two adjacent buildings (240,000 SF and 90,000 SF) located at 1901 Corporate Center Drive and 3937 Ocean Ranch Boulevard, respectively, in the City of Oceanside. (see Attachment A, Figure b) • Site 3. Veritiv Distribution Warehouse: an approximately 212,275 SF warehousing use located at 2005 Harmony Grove Rd in the City of Escondido. (see Attachment A, Figure c) 24-hour traffic counts were collected at the driveways of the sites listed above for two consecutive weekdays in the month of June 2023. The counts included all vehicles, bicyclists, and pedestrians that entered or exited these DUDEK

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sites. The driveway counts were classified by vehicle type (i.e., passenger-cars and light, medium, and heavy trucks) and by the time of the day for a period of two days. The driveway counts were summed and averaged over the two-day period and used to establish a vehicular trip rate for passenger cars and trucks per TSF of building area for the daily, AM peak hour and PM peak hour of the generator and the peak hour of adjacent street traffic for each site. See Attachment A for details on Observed Trip Rate Summary and Driveway Count Sheets.

As shown in Attachment A, the summary of Observed Trip Generation Rates at the sites surveyed in the San Diego region, the highest trip generation rate was at Site 1 (3.15 daily trips per TSF) and the lowest trip generation site was at Site 3 (0.41 daily trips per TSF). The percentage of truck trips of the total daily trips was also observed to be low at Site 1 (0.21 truck trips/TSF, or 6.8% of 3.15 daily trips/TSF) and Site 2 (0.15 truck trips/TSF, or 6.3% of

2.43 daily trips/TSF). The truck trips were noted to be higher at Site 3 (0.10 trips/TSF, or 25% of 0.41 daily trips/TSF).

2.2 Project Trip Generation
Based on the driveway counts results, and the low trip generation observed at all three industrial use sites, Dudek recommends using the ITE trip generation rate for the Industrial Park use (ITE Code 130) at 3.37 daily trips/TSF to estimate the project’s daily, AM peak hour, and PM peak hour trip generation. The ITE daily trip rate (3.37 trips/TSF) is higher than Site 1 which had the highest surveyed empirical rate (3.15 trips/TSF). Additionally, to provide a conservative estimate of truck trips, the warehouse truck fleet mix from the South Coast Air Quality Management District’s (SCAQMD) Warehouse Truck Trip Study Data Results and Usage (2014) be used to estimate project-related truck traffic. Based on the SCAQMD data, passenger cars would account for 72.5% trips of the total trips generated by a warehouse facility, and truck trips would account for approximately 27.5% of the total trips. The ITE and SCAQMD trip generation data are widely used for other industrial projects in southern California.

The total percentage of truck trips were further divided by 2-axle, 3-axle, and 4+ axle trucks per the SCAQMD study. These truck trips generated by the project are provided in PCE trips by using appropriate PCE factors. PCE factors consistent with the standard practice were used to estimate the total PCE trips for the project. Table 1 provides the project’s trip generation summary.

Table 1. Project Trip Generation Summary
Land Use Daily Trip Rate/Unit
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Trip Rates and Trip Generation
Industrial Park 1 3.37 trips/TSF 0.28 0.06 0.34 0.07 0.27 0.34 Land Use Units Daily
Project
(300.145 TSF) Total Trips (non-PCE) 1,011 83 19 102 23 80 103 Passenger Cars 733 60 14 74 16 58 74
Trucks (non-PCE) 278 24 5 29 6 23 29
Trucks (PCE)
Vehicle Mix2 Passenger Cars (72.5%) 733 60 14 74 16 58 74 DUDEK

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Table 1. Project Trip Generation Summary
Land Use Daily Trip Rate/Unit
AM Peak Hour PM Peak Hour
In Out Total In Out Total
and PCE Trips 2-axle Trucks (4.6%) 46 4 1 5 1 4 5
3-axle Trucks (5.7%) 58 5 1 6 1 5 6
4+axle Trucks (17.2%) 174 15 3 18 4 14 18
Non - PCE Trips 1,011 83 19 102 23 80 103
Trip Generation (PCE)
Vehicle Mix2
and PCE Trips
Passenger Cars (72.5%) 733 60 14 74 16 58 74
2-axle Trucks (4.6%) 70 6 1 7 1 6 7
3-axle Trucks (5.7%) 115 10 2 12 2 10 12
4+axle Trucks (17.2%) 522 45 9 54 11 42 53
PCE Trips 1,440 121 27 148 30 116 146
Notes: TSF = thousand square feet, PCE = passenger car equivalent Some of the totals may not match exactly due to rounding. 1 Trip rates from the ITE.
2 Vehicle Mix from the SCAQMD 2014.

As shown in Table 1, using the ITE and SCAQMD trip generation data, the proposed project would generate approximately 1,011 daily trips, 102 AM peak hour trips (83 inbound and 19 outbound), and 103 PM peak hour PCE trips (23 inbound and 80 outbound). With PCE conversion, the proposed project would generate approximately 1,440 daily PCE trips, 148 AM peak hour PCE trips (121 inbound and 27 outbound), and 146 PM peak hour PCE trips (30 inbound and 116 outbound).
3 LOS Analysis

3.1 Study Area
Per the ITE San Diego Regional guidelines, the study area for the LOS analysis should be based on the threshold of 50 or more AM or PM peak-hour project trips that pass through an intersection. Based on the project’s trip generation (Table 1) and trip distribution shown on Figure 3, the following intersections (shown on Figure 1) are proposed for the project’s LOS analysis:

1. Magnolia Avenue/SR-52 eastbound off-ramp

2. Magnolia Avenue/SR-52 westbound on-ramp - SR-67 southbound on-ramp

3. Magnolia Avenue-Mission Gorge Road/Woodside Avenue

4. N. Woodside Avenue/Woodside Avenue – SR 67 southbound off-ramp

5. Hartley Road/N. Woodside Avenue

6. Wheatlands Avenue/N. Woodside Avenue

7. Project Access Roadway/N. Woodside Avenue
The following roadway segments are proposed for the analysis:

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1. N. Woodside Avenue, between Project Driveway and Woodside Avenue

2. Woodside Avenue, between Magnolia Avenue and N. Woodside Avenue – Woodside Avenue

3. Magnolia Avenue, between Woodside Avenue-Mission Gorge Road and SR-52 westbound on-ramp-SR-67 southbound on-ramp

3.2 Study Scenarios
The following scenarios will be analyzed in the LOS analysis:
▪ Existing Conditions
▪ Existing Plus Project Conditions
▪ Near-Term Conditions
▪ Near-Term plus Project Conditions
▪ Horizon Year Conditions
▪ Horizon year plus Project Conditions
A buildout horizon year analysis is not proposed since the project is consistent with the City’s land use/zoning and is not proposing any roadway network changes that are not accounted for in the General Plan. Additionally, the project trip generation would not exceed the threshold of 2,400 ADT requiring a buildout SANDAG model run.

3.3 Existing and Near-Term Traffic Volumes
New traffic counts were collected during the AM and PM peak hours at the proposed study area intersections, and 24-hour daily counts at the roadway segments were collected on one typical weekday in May 2023 while nearby schools were in session. The Near-Term traffic volumes will be developed using information on cumulative projects in the vicinity of the project within the City. Dudek reviewed the currently available map of approved/pending projects. In consultation with the City, Dudek has prepared a list of six projects which would be included in the Near-Term conditions traffic analysis. See Attachment B for details on cumulative projects. The horizon Year traffic volumes (ADT and AM and PM peak hour) will be estimated using the recently approved Fanita Ranch Traffic Impact Study (LLG 2020).

3.4 Traffic Analysis
Intersection LOS and roadway segment capacity analyses will be analyzed consistent with the Highway Capacity Manual (HCM) methodology for the Existing and Near-Term conditions (with and without project). For any operational deficiencies found, per Table 7-1 – Determination of the Need for Roadway Improvements provided in the ITE guidelines, site or operational improvements will be provided to lessen the project’s LOS effects.

Dudek will qualitatively analyze the transit, pedestrian, and bicycle facilities that serve the project site. Project access and on-site circulation will be based on the City’s Standard Plans/Drawings for access and on-site circulation design requirements. Vehicular queuing at the project’s driveway intersection (Project Access Roadway/Woodside Avenue) will DUDEK

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be analyzed for adequacy based on the 95th percentile (design) queues. As requested by the City, Dudek will evaluate the need for a dedicated eastbound left turn into the Project Access Roadway from Woodside Avenue.

For any project related traffic effects found, Dudek will determine appropriate and feasible improvement measures. 4 VMT Analysis and Impact Determination
The City’s VMT scoping form is attached to this memorandum (Attachment C). The project site is within Census Tract 166.07 under the current SANDAG Travel Demand model. Since the project’s daily trip generation estimate would be below 2,400 average daily trips, and the project’s census tract includes other employee-based uses, a project-specific model run by SANDAG would not be required. Based on the San Diego Region SB743 VMT Maps and using City’s criteria for evaluation of Industrial projects, the project is within a high-VMT generating area for VMT per employee (i.e., greater than or equal to the regional mean). Compared to the regional mean of 18.9 VMT per employee, the VMT per employee of the project’s census tract is 22.2 VMT. Therefore, it can be inferred that the proposed project would result in a significant VMT impact.

To mitigate project’s VMT impacts, TDM strategies from the California Air Pollution Control Officers Association (CAPCOA) Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity (2021) (GHG Reduction Handbook) and the SANDAG Mobility Management Guidebook/VMT Reduction Calculator Tool will be provided in the TIS.

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Palisade Santee Commerce Center Project
Project Location and Study Area n NOT TO SCALE
SOURCE: SanGIS, Open Street Maps
Legend
Project X Study Intersection
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Palisades Santee Commerce Center Project
FIGURE 3-7
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Pali!iade Santee Commerce Ce Projed
1 2
3 4
5 6
7 FIGURE 3
Palisade Santee Commerce Center Project
Project Trip Distribution n NOT TO SCALE
SOURCE: SanGIS, Open Street Maps
25%
90%
20%
5%
25%
25%
XX% Percentage Distribution - Cars
Legend
Project
X Study Intersection
XX% Percentage Distribution - Trucks
10%
Attachment A
Trip Rate Summary and Driveway Count Sheets
Site 1
Palisade Santee Commerce Center Project
SOURCE: Bing Imagery 2021
Date: 7/14/2023 - Last saved by: uavteam - Path: Z:\Projects\j1513801\MAPDOC\DOCUMENT\Transportation\FigureA_Site1_BoundaryAndDriveway.mxd n

FIGURE A
0 80 160
Feet
ef) /
DUDEK
Site 2
Palisade Santee Commerce Center Project
SOURCE: Bing Imagery 2021
Date: 7/14/2023 - Last saved by: uavteam - Path: Z:\Projects\j1513801\MAPDOC\DOCUMENT\Transportation\FigureB_Site2_BoundaryAndDriveway.mxd n

FIGURE B
0 112.5 225
Feet
\
DUDEK
Site 3
Palisade Santee Commerce Center Project
SOURCE: Bing Imagery 2021
Date: 7/14/2023 - Last saved by: uavteam - Path: Z:\Projects\j1513801\MAPDOC\DOCUMENT\Transportation\FigureC_Site3_BoundaryAndDriveway.mxd n

FIGURE C
0 105 210 DUDEK Feet
Site Information
Owner Vision Systems
Address 11322 N. Woodside Ave, Santee, CA 92071
Use Manufacturing/Warehouse
Size 140,000 SF
Driveway 1 - Woodside Avenue Driveway 1 - Woodside Avenue AM Peak Hour PM Peak Hour
AM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL PM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator 4:15-5:15 Day 1 70 1 0 0 0 0 71 4 0 0 0 0 0 4 Generator 14:45 - 15:45 Day 1 14 1 0 0 0 0 15 56 1 0 0 0 0 57 Generator 4:15-5:15 Day 2 73 0 0 0 0 0 73 5 0 0 0 0 0 5 Generator 15:00 - 16:00 Day 2 12 0 0 0 0 0 12 69 1 0 0 0 0 70 Average 72 1 0 0 0 0 72 5 0 0 0 0 0 5 Average 13 1 0 0 0 0 14 63 1 0 0 0 0 64 Adjacent Street 8:45-9:45 Day 1 11 1 1 3 0 0 16 11 0 1 1 0 0 13 Adjacent Street 16:00-17:00 Day 1 0 0 0 0 0 0 0 10 0 0 0 0 0 10 Adjacent Street 8:45-9:45 Day 2 5 1 0 2 0 0 8 8 1 1 1 0 0 11 Adjacent Street 16:00-17:00 Day 2 0 0 0 0 0 0 0 12 0 0 0 0 0 12 Average 8 1 1 3 0 0 12 10 1 1 1 0 0 12 Average 0 0 0 0 0 0 0 11 0 0 0 0 0 11 AM PM
Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator Peak Hour Trips 72 1 0 0 0 0 72 5 0 0 0 0 0 5 Generator Peak Hour Trips 13 1 0 0 0 0 14 63 1 0 0 0 0 64 Adj Street Peak Hour Trips 8 1 1 3 0 0 12 10 1 1 1 0 0 12 Adj Street Peak Hour Trips 0 0 0 0 0 0 0 11 0 0 0 0 0 11 Generator Peak Hour In Out Total In Out Total Adj Street Peak Hour In Out Total In Out Total Cars 72 5 77 14 64 77 Cars 9 10 19 0 11 11
Heavy Vehicles 0 0 0 0 0 0 Heavy Vehicles 3 2 5 0 0 0
Combined 72 5 77 14 64 77 Combined 12 12 24 0 11 11
94% 6% 18% 82% 50% 50% 0% 100%
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 364 37 8 14 0 0 423
Day 2 398 24 6 32 0 0 460
Average 381 31 7 23 0 0 442
Generator
Cars 412 2.94 77 0.55 77 0.55
Heavy Vehicles 30 0.21 0 0.00 0 0.00
Combined 442 3.15 77 0.55 77 0.55
Adj Street
Cars 412 2.94 19 0.14 11 0.08
Heavy Vehicles 30 0.21 5 0.04 0 0.00
Combined 442 3.15 24 0.17 11 0.08
Daily Trips/TSF In Out Total In Out Total In Out Total

3.15 0.09 0.00 0.08 0.08 0.10 0.45 0.55
AM Peak Hour PM Peak Hour Peak Hour Generator
Driveway 1
Daily
Trips
Trip
Rate
AM
Trips
Trip
Rate
PM
Trips
Trip
Rate
PM
Trips
Trip
Rate
Daily
Trips
Trip
Rate
AM
Trips
Trip
Rate
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
In Out In Out
In Out In Out
Site 1: Driveway Count Summary and Observed Trip Rate

0.09 0.18
-1 I
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Site Information
Owner MagnaFlow
Address 1901 Corporate Center Drive, Oceanside, CA 92056 2B 3937 Ocean Ranch Boulevard Use R&D/Manufacturing/Warehouse
Size 330,000 SF
2A 240,000
2B 90,000
Driveway 1 (w/o Corporate Dr.) Driveway 1 (w/o Corporate Dr.) AM Peak Hour PM Peak Hour
AM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL PM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator 4:45-5:45 Day 1 73 2 0 0 0 0 75 1 0 0 0 0 0 1 Generator 14:00-15:00 Day 1 16 3 1 2 0 0 22 78 2 1 1 0 0 82 Generator 4:45-5:45 Day 2 75 0 0 0 0 0 75 75 0 0 0 0 0 75 Generator 12:00-13:00 Day 2 20 5 0 2 0 0 27 20 5 0 2 0 0 27 Average 74 1 0 0 0 0 75 38 0 0 0 0 0 38 Average 18 4 1 2 0 0 25 49 4 1 2 0 0 55 Adjacent Street 7:15-8:15 Day 1 37 0 0 0 0 0 37 6 0 0 0 0 0 6 Adjacent Street 16:00 - 17:00 Day 1 0 1 0 0 0 0 1 32 2 0 1 0 0 35 Adjacent Street 7:30-8:30 Day 2 36 1 0 1 0 0 38 36 1 0 1 0 0 38 Adjacent Street 16:45 - 17:45 Day 2 4 1 0 1 0 0 6 4 1 0 1 0 0 6 Average 37 1 0 1 0 0 38 21 1 0 1 0 0 22 Average 2 1 0 1 0 0 4 18 2 0 1 0 0 21 Driveway 2 (Western Ocean Ranch Blvd) Driveway 2 (Western Ocean Ranch Blvd) AM Peak Hour PM Peak Hour
AM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL PM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator 10:00-11:00 Day 1 5 0 0 0 0 0 5 6 0 1 0 0 0 7 Generator 14:00-15:00 Day 1 0 0 0 0 0 0 0 26 0 0 0 0 0 26 Generator 10:15-11:15 Day 2 4 2 0 0 0 0 6 6 1 0 2 0 0 9 Generator 13:45-14:45 Day 2 3 0 0 0 0 0 3 27 0 0 2 0 0 29 Average 5 1 0 0 0 0 6 6 1 1 1 0 0 8 Average 2 0 0 0 0 0 2 27 0 0 1 0 0 28 Adjacent Street 7:15-8:15 Day 1 4 0 0 0 0 0 4 0 2 0 0 0 0 2 Adjacent Street 16:00 - 17:00 Day 1 1 0 0 0 0 0 1 1 0 0 0 0 0 1 Adjacent Street 8:30-9:30 Day 2 4 0 0 0 0 0 4 1 2 0 1 0 0 4 Adjacent Street 16:00 - 17:00 Day 2 0 0 0 0 0 0 0 4 0 0 0 0 0 4 Average 4 0 0 0 0 0 4 1 2 0 1 0 0 3 Average 1 0 0 0 0 0 1 3 0 0 0 0 0 3 Driveway 3 (Eastern Ocean Ranch Blvd) Driveway 3 (Eastern Ocean Ranch Blvd) AM Peak Hour PM Peak Hour
AM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL PM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator 5:00-6:00 Day 1 25 1 0 0 0 0 26 0 0 0 0 0 0 0 Generator 13:30-14:30 Day 1 9 0 1 1 0 0 11 7 0 0 0 0 0 7 Generator 5:00-6:00 Day 2 25 0 0 0 0 0 25 0 0 0 0 0 0 0 Generator 13:15-14:15 Day 2 9 1 0 2 0 0 12 5 0 0 1 0 0 6 Average 25 1 0 0 0 0 26 0 0 0 0 0 0 0 Average 9 1 1 2 0 0 12 6 0 0 1 0 0 7 Adjacent Street 7:30-8:30 Day 1 4 2 0 1 0 0 7 0 0 0 0 0 0 0 Adjacent Street 16:00 - 17:00 Day 1 0 0 0 0 0 0 0 3 0 0 0 0 0 3 Adjacent Street 8:45-9:45 Day 2 5 1 0 1 0 0 7 3 0 0 0 0 0 3 Adjacent Street 16:30 - 17:30 Day 2 1 0 0 0 0 0 1 2 0 0 0 0 0 2 Average 5 2 0 1 0 0 7 2 0 0 0 0 0 2 Average 1 0 0 0 0 0 1 3 0 0 0 0 0 3 Total (D1+D2+D3) Total (D1+D2+D3)
AM PM
Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator Peak Hour Trips 104 3 0 0 0 0 106 44 1 1 1 0 0 46 Generator Peak Hour Trips 29 5 1 4 0 0 38 82 4 1 3 0 0 89 Adj Street Peak Hour Trips 45 2 0 2 0 0 49 23 3 0 1 0 0 27 Adj Street Peak Hour Trips 3 1 0 1 0 0 5 23 2 0 1 0 0 26 Generator Peak Hour In Out Total In Out Total Adj Street Peak Hour In Out Total In Out Total Cars 106 45 151 33 85 118 Cars 47 26 73 4 25 29
Heavy Vehicles 0 2 2 5 4 8 Heavy Vehicles 2 1 3 1 1 2
Combined 106 46 152 38 89 126 Combined 49 27 75 5 26 30 70% 30% 30% 70% 65% 35% 15% 85%
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 517 30 3 22 0 4 576
Day 2 518 40 2 30 0 0 590
Average 518 35 3 26 0 2 583
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 93 9 1 6 0 0 109
Day 2 114 8 0 9 0 0 131
Average 104 9 1 8 0 0 120
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 74 8 5 9 0 0 96
Day 2 90 3 2 8 0 0 103
Average 82 6 4 9 0 0 100
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 684 47 9 37 0 4 781
Day 2 722 51 4 47 0 0 824
Average 703 49 7 42 0 2 803
Generator
Cars 752 2.28 151 0.46 118 0.36
Heavy Vehicles 51 0.15 2 0.00 8 0.02
Combined 803 2.43 152 0.46 126 0.38
Adj Street
Cars 752 2.28 73 0.22 29 0.09
Heavy Vehicles 51 0.15 3 0.01 2 0.00
Combined 803 2.43 75 0.23 30 0.09
Daily Trips/TSF In Out Total In Out Total In Out Total

2.43 0.15 0.08 0.23 0.01 0.08 0.09 0.32 0.14 0.46
PM Trips Trip Rate
AM Peak Hour PM Peak Hour Peak Hour Generator
Daily Trips Trip Rate AM Trips Trip Rate
Driveway 3 (Eastern Ocean Ranch Boulevard)
Driveway 1 (w/o Corporate Drive)
Driveway 2 (Western Ocean Ranch Blvd)
D1+D2+D3
Daily Trips Trip Rate AM Trips Trip Rate PM Trips Trip Rate In Out In Out
In Out In Out
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
In Out In Out
In Out In Out
Site 2: Driveway Count Summary and Observed Trip Rate
I
I
Site Information
Owner Vertiv Distribution Warehouse
Address 2005 Harmony Grove Rd, Escondido, CA 92029
Use Warehousing Use
Size 212,275 SF
Driveway 1 (e/o Harmony Drive) Driveway 1 (e/o Harmony Drive) AM Peak Hour PM Peak Hour
AM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL PM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator 8:45-9:45 Day 1 2 0 0 1 0 0 3 1 0 0 0 0 0 1 Generator 12:00-13:00 Day 1 1 0 0 0 0 0 1 3 1 0 0 0 0 4 Generator 7:00-8:00 Day 2 4 0 0 0 0 0 4 1 0 0 0 0 0 1 Generator 12:30-13:30 Day 2 3 1 0 0 0 0 4 3 1 0 0 0 0 4 Average 3 0 0 1 0 0 4 1 0 0 0 0 0 1 Average 2 1 0 0 0 0 3 3 1 0 0 0 0 4 Adjacent Street 8:45-9:45 Day 1 2 0 0 1 0 0 3 1 0 0 0 0 0 1 Adjacent Street 16:45 - 17:45 Day 1 1 0 0 0 0 0 1 2 0 0 0 0 0 2 Adjacent Street 7:00-8:00 Day 2 4 0 0 0 0 0 4 1 0 0 0 0 0 1 Adjacent Street 16:00-17:00 Day 2 3 0 0 0 0 0 3 2 0 0 0 0 0 2 Average 3 0 0 1 0 0 4 1 0 0 0 0 0 1 Average 2 0 0 0 0 0 2 2 0 0 0 0 0 2 Driveway 2 (s/o Harmony Drive) Driveway 2 (s/o Harmony Drive) AM Peak Hour PM Peak Hour
AM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL PM Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator 9:15-10:15 Day 1 1 0 0 1 0 0 2 2 1 0 2 0 0 5 Generator 12:00-13:00 Day 1 4 1 0 0 0 0 5 3 1 0 1 0 0 5 Generator 9:45-10:45 Day 2 0 1 0 2 0 0 3 3 0 0 2 0 0 5 Generator 12:15-13:15 Day 2 3 0 0 0 0 0 3 2 0 0 1 0 0 3 Average 1 1 0 2 0 0 3 3 1 0 2 0 0 5 Average 4 1 0 0 0 0 4 3 1 0 1 0 0 4 Adjacent Street 8:30-9:30 Day 1 0 0 0 2 0 0 2 0 0 0 3 0 0 3 Adjacent Street 16:45 - 17:45 Day 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Adjacent Street 8:30-9:30 Day 2 1 0 0 1 0 0 2 1 0 0 0 0 0 1 Adjacent Street 16:00-17:00 Day 2 1 0 0 0 0 0 1 1 0 0 0 0 0 1 Average 1 0 0 2 0 0 2 1 0 0 2 0 0 2 Average 1 0 0 0 0 0 1 1 0 0 0 0 0 1 Total (D1+D2) Total (D1+D2)
AM PM
Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Class 1 2 3 4 5 6 TOTAL 1 2 3 4 5 6 TOTAL Generator Peak Hour Trips 4 1 0 2 0 0 6 4 1 0 2 0 0 6 Generator Peak Hour Trips 6 1 0 0 0 0 7 6 2 0 1 0 0 8 Adj Street Peak Hour Trips 4 0 0 2 0 0 6 2 0 0 2 0 0 3 Adj Street Peak Hour Trips 3 0 0 0 0 0 3 3 0 0 0 0 0 3 Generator Peak Hour In Out Total In Out Total Adj Street Peak Hour In Out Total In Out Total Cars 4 4 8 7 7 14 Cars 4 2 5 3 3 5
Heavy Vehicles 2 2 4 0 1 1 Heavy Vehicles 2 2 4 0 0 0
Combined 6 6 12 7 8 15 Combined 6 3 9 3 3 5
50% 50% 45% 55% 65% 35% 50% 50%
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 26 2 0 2 0 0 30
Day 2 53 2 0 0 0 0 55
Average 40 2 0 1 0 0 43
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 17 5 2 20 0 0 44
Day 2 24 3 0 19 0 0 46
Average 21 4 1 20 0 0 45
Daily
Class 1 2 3 4 5 6 TOTAL
Day 1 43 7 2 22 0 0 74
Day 2 77 5 0 19 0 0 101
Average 60 6 1 21 0 0 88
Generator
Cars 66 0.31 8 0.04 14 0.06
Heavy Vehicles 22 0.10 4 0.02 1 0.00
Combined 88 0.41 12 0.06 15 0.07
Adj Street
Cars 66 0.31 5 0.02 5 0.02
Heavy Vehicles 22 0.10 4 0.02 0 0.00
Combined 88 0.41 9 0.04 5 0.02
Daily Trips/TSF In Out Total In Out Total In Out Total

0.41 0.03 0.01 0.04 0.01 0.01 0.02 0.03 0.04 0.07
PM Peak Hour AM Peak Hour PM Peak Hour
Peak Hour Generator
AM Trips Trip Rate PM Trips Trip Rate
AM Peak Hour PM Peak Hour
In Out
Driveway 1 (e/o Harmony Drive)
Driveway 2 (s/o Harmony Drive)
Total (D1+D2)
Daily
Trips Trip Rate AM Trips Trip Rate PM Trips Trip Rate
Daily
Trips Trip Rate
AM Peak Hour
In Out In Out
In Out In Out
In Out
Site 3: Driveway Count Summary and Observed Trip Rate
Site 1 Vision Systems11322 N. Woodside Ave, Santee, CA 92071 Use Manufacturing/Warehouse
Size 140,000 SF
Daily Trips/TSF In Out Total In Out Total In Out Total

3.15 0.09 0.09 0.00 0.08 0.08 0.10 0.45 0.55
Site 2 MagnaFlow1901 Corporate Center Drive, Oceanside, CA 92056 Use R&D/Manufacturing/Warehouse
Size 330,000 SF
Daily Trips/TSF In Out Total In Out Total In Out Total

2.43 0.15 0.08 0.23 0.01 0.08 0.09 0.32 0.14 0.46
Site 3 Vertiv Distribution Warehouse2005 Harmony Grove Rd, Escondido, CA 92029 Use Warehousing Use
Size 212,275 SF
Daily Trips/TSF In Out Total In Out Total In Out Total

0.41 0.03 0.01 0.04 0.01 0.01 0.02 0.03 0.04 0.07
AM Peak Hour (Adj Street) PM Peak Hour (Adj Street) Peak Hour of the Generator AM Peak Hour (Adj Street) PM Peak Hour (Adj Street) Peak Hour of the Generator AM Peak Hour (Adj Street) PM Peak Hour (Adj Street) Peak Hour of the Generator Observed Trip Generation Rate at sites surveyed in the San Diego Region

0.18 CLASS 1 PASSENGER VEHICLES
CLASS 2 2-AXLE TRUCKS
CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
Vehicle Classification for Driveway Counts
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS1 DWY north of Woodside.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 0 1 0 0 0 3
0:15 0 0 0 0 0 0 0 12:15 0 0 0 0 0 0 0
0:30 0 0 0 0 0 0 0 12:30 2 1 0 0 0 0 3
0:45 1 0 0 0 0 0 1 12:45 1 1 0 1 0 0 3
1:00 0 0 0 0 0 0 0 13:00 1 2 0 0 0 0 3
1:15 0 0 0 0 0 0 0 13:15 1 1 0 0 0 0 2
1:30 1 0 0 0 0 0 1 13:30 2 0 0 0 0 0 2
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 1 0 0 0 0 0 1 14:00 2 0 0 0 0 0 2
2:15 0 0 0 0 0 0 0 14:15 1 1 0 0 0 0 2
2:30 1 0 0 0 0 0 1 14:30 3 0 0 0 0 0 3
2:45 0 0 0 0 0 0 0 14:45 4 1 0 0 0 0 5
3:00 1 0 0 0 0 0 1 15:00 2 0 0 0 0 0 2
3:15 1 0 0 0 0 0 1 15:15 6 0 0 0 0 0 6
3:30 0 0 0 0 0 0 0 15:30 2 0 0 0 0 0 2
3:45 3 0 0 0 0 0 3 15:45 0 0 0 0 0 0 0
4:00 4 0 0 0 0 0 4 16:00 0 0 0 0 0 0 0
4:15 6 0 0 0 0 0 6 16:15 0 0 0 0 0 0 0
4:30 15 0 0 0 0 0 15 16:30 0 0 0 0 0 0 0
4:45 41 1 0 0 0 0 42 16:45 0 0 0 0 0 0 0
5:00 8 0 0 0 0 0 8 17:00 0 0 0 0 0 0 0
5:15 1 1 0 0 0 0 2 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 3 0 0 1 0 0 4 17:45 0 0 0 0 0 0 0
6:00 1 0 0 0 0 0 1 18:00 0 0 0 0 0 0 0
6:15 3 1 0 0 0 0 4 18:15 0 0 0 0 0 0 0
6:30 4 0 0 0 0 0 4 18:30 0 0 0 0 0 0 0
6:45 3 1 0 0 0 0 4 18:45 0 0 0 0 0 0 0
7:00 1 0 0 0 0 0 1 19:00 0 0 0 0 0 0 0
7:15 5 1 0 0 0 0 6 19:15 0 0 0 0 0 0 0
7:30 2 1 0 0 0 0 3 19:30 1 0 0 0 0 0 1
7:45 2 1 0 1 0 0 4 19:45 1 0 0 0 0 0 1
8:00 4 0 1 0 0 0 5 20:00 0 0 0 0 0 0 0
8:15 1 0 0 0 0 0 1 20:15 1 0 0 0 0 0 1
8:30 1 0 0 0 0 0 1 20:30 2 0 0 0 0 0 2
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 2 0 1 0 0 0 3 21:00 0 0 0 0 0 0 0
9:15 5 0 0 2 0 0 7 21:15 0 0 0 0 0 0 0
9:30 4 1 0 1 0 0 6 21:30 0 0 0 0 0 0 0
9:45 8 1 0 0 0 0 9 21:45 1 0 0 0 0 0 1
10:00 1 0 0 1 0 0 2 22:00 1 0 0 0 0 0 1
10:15 3 0 1 0 0 0 4 22:15 0 0 0 0 0 0 0
10:30 0 1 0 0 0 0 1 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 4 0 0 0 0 0 4 23:00 0 0 0 0 0 0 0
11:15 0 1 0 0 0 0 1 23:15 0 0 0 0 0 0 0
11:30 3 0 0 0 0 0 3 23:30 0 0 0 0 0 0 0
11:45 4 0 0 0 0 0 4 23:45 0 0 0 0 0 0 0
TOTAL 149 11 3 6 0 0 169 TOTAL 36 7 1 1 0 0 45
AM PEAK HOUR 4:15 AM AM PEAK HOUR 2:30 PM
AM PEAK VOLUME 71 AM PEAK VOLUME 16
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 185 18 4 7 0 0 214 CLASS 2 2-AXLE TRUCKS % OF TOTAL 86.4% 8.4% 1.9% 3.3% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 364 37 8 14 0 0 423
CLASS 6 Buses % OF TOTAL 86.1% 8.7% 1.9% 3.3% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS1 DWY north of Woodside.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 1 0 0 0 0 0 1 12:00 1 0 1 0 0 0 2
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 0 2 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 1 0 0 1
1:15 0 0 0 0 0 0 0 13:15 4 3 0 0 0 0 7
1:30 0 0 0 0 0 0 0 13:30 18 0 0 0 0 0 18
1:45 3 0 0 0 0 0 3 13:45 5 1 0 0 0 0 6
2:00 9 0 0 0 0 0 9 14:00 0 0 0 1 0 0 1
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 7 0 0 0 0 0 7
2:45 0 0 0 0 0 0 0 14:45 4 0 0 0 0 0 4
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 11 0 0 0 0 0 11
3:30 0 0 0 0 0 0 0 15:30 39 1 0 0 0 0 40
3:45 0 0 0 0 0 0 0 15:45 5 0 0 0 0 0 5
4:00 0 0 0 0 0 0 0 16:00 5 0 0 0 0 0 5
4:15 0 0 0 0 0 0 0 16:15 4 0 0 0 0 0 4
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 4 0 0 0 0 0 4 16:45 1 0 0 0 0 0 1
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 1 0 0 0 0 1 17:15 3 0 0 0 0 0 3
5:30 1 1 0 0 0 0 2 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 1 0 0 0 0 0 1 18:15 0 0 0 0 0 0 0
6:30 1 0 0 1 0 0 2 18:30 0 0 0 0 0 0 0
6:45 1 1 0 0 0 0 2 18:45 0 0 0 0 0 0 0
7:00 0 2 0 0 0 0 2 19:00 0 0 0 0 0 0 0
7:15 0 1 0 0 0 0 1 19:15 1 0 0 0 0 0 1
7:30 2 0 0 0 0 0 2 19:30 1 0 0 0 0 0 1
7:45 1 1 0 0 0 0 2 19:45 3 0 0 0 0 0 3
8:00 1 1 0 0 0 0 2 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 1 0 1 0 0 0 2 20:30 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 1 0 0 1 0 0 2 21:00 0 0 0 0 0 0 0
9:15 5 0 1 0 0 0 6 21:15 0 0 0 0 0 0 0
9:30 5 0 0 0 0 0 5 21:30 0 0 0 0 0 0 0
9:45 3 0 0 0 0 0 3 21:45 0 0 0 0 0 0 0
10:00 3 1 0 0 0 0 4 22:00 0 0 0 0 0 0 0
10:15 2 0 1 1 0 0 4 22:15 1 0 0 0 0 0 1
10:30 1 1 0 1 0 0 3 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 3 1 0 0 0 0 4 23:00 0 0 0 0 0 0 0
11:15 3 0 0 0 0 0 3 23:15 0 0 0 0 0 0 0
11:30 6 1 0 1 0 0 8 23:30 0 0 0 0 0 0 0
11:45 2 0 0 0 0 0 2 23:45 1 0 0 0 0 0 1
TOTAL 61 12 3 5 0 0 81 TOTAL 118 7 1 2 0 0 128
AM PEAK HOUR 9:15 AM AM PEAK HOUR 3:15 PM
AM PEAK VOLUME 18 AM PEAK VOLUME 61
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 179 19 4 7 0 0 209 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.6% 9.1% 1.9% 3.3% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS1 DWY north of Woodside.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 1 0 0 0 0 0 1 12:00 3 0 2 0 0 0 5
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 3 1 0 0 0 0 4
0:45 1 0 0 0 0 0 1 12:45 1 3 0 1 0 0 5
1:00 0 0 0 0 0 0 0 13:00 1 2 0 1 0 0 4
1:15 0 0 0 0 0 0 0 13:15 5 4 0 0 0 0 9
1:30 1 0 0 0 0 0 1 13:30 20 0 0 0 0 0 20
1:45 3 0 0 0 0 0 3 13:45 5 1 0 0 0 0 6
2:00 10 0 0 0 0 0 10 14:00 2 0 0 1 0 0 3
2:15 0 0 0 0 0 0 0 14:15 1 1 0 0 0 0 2
2:30 1 0 0 0 0 0 1 14:30 10 0 0 0 0 0 10
2:45 0 0 0 0 0 0 0 14:45 8 1 0 0 0 0 9
3:00 1 0 0 0 0 0 1 15:00 4 0 0 0 0 0 4
3:15 1 0 0 0 0 0 1 15:15 17 0 0 0 0 0 17
3:30 0 0 0 0 0 0 0 15:30 41 1 0 0 0 0 42
3:45 3 0 0 0 0 0 3 15:45 5 0 0 0 0 0 5
4:00 4 0 0 0 0 0 4 16:00 5 0 0 0 0 0 5
4:15 6 0 0 0 0 0 6 16:15 4 0 0 0 0 0 4
4:30 15 0 0 0 0 0 15 16:30 0 0 0 0 0 0 0
4:45 45 1 0 0 0 0 46 16:45 1 0 0 0 0 0 1
5:00 8 0 0 0 0 0 8 17:00 0 0 0 0 0 0 0
5:15 1 2 0 0 0 0 3 17:15 3 0 0 0 0 0 3
5:30 1 1 0 0 0 0 2 17:30 0 0 0 0 0 0 0
5:45 3 0 0 1 0 0 4 17:45 0 0 0 0 0 0 0
6:00 1 0 0 0 0 0 1 18:00 0 0 0 0 0 0 0
6:15 4 1 0 0 0 0 5 18:15 0 0 0 0 0 0 0
6:30 5 0 0 1 0 0 6 18:30 0 0 0 0 0 0 0
6:45 4 2 0 0 0 0 6 18:45 0 0 0 0 0 0 0
7:00 1 2 0 0 0 0 3 19:00 0 0 0 0 0 0 0
7:15 5 2 0 0 0 0 7 19:15 1 0 0 0 0 0 1
7:30 4 1 0 0 0 0 5 19:30 2 0 0 0 0 0 2
7:45 3 2 0 1 0 0 6 19:45 4 0 0 0 0 0 4
8:00 5 1 1 0 0 0 7 20:00 0 0 0 0 0 0 0
8:15 1 0 0 0 0 0 1 20:15 1 0 0 0 0 0 1
8:30 2 0 1 0 0 0 3 20:30 2 0 0 0 0 0 2
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 3 0 1 1 0 0 5 21:00 0 0 0 0 0 0 0
9:15 10 0 1 2 0 0 13 21:15 0 0 0 0 0 0 0
9:30 9 1 0 1 0 0 11 21:30 0 0 0 0 0 0 0
9:45 11 1 0 0 0 0 12 21:45 1 0 0 0 0 0 1
10:00 4 1 0 1 0 0 6 22:00 1 0 0 0 0 0 1
10:15 5 0 2 1 0 0 8 22:15 1 0 0 0 0 0 1
10:30 1 2 0 1 0 0 4 22:30 0 0 0 0 0 0 0
10:45 2 0 0 0 0 0 2 22:45 0 0 0 0 0 0 0
11:00 7 1 0 0 0 0 8 23:00 0 0 0 0 0 0 0
11:15 3 1 0 0 0 0 4 23:15 0 0 0 0 0 0 0
11:30 9 1 0 1 0 0 11 23:30 0 0 0 0 0 0 0
11:45 6 0 0 0 0 0 6 23:45 1 0 0 0 0 0 1
TOTAL 210 23 6 11 0 0 250 TOTAL 154 14 2 3 0 0 173
AM PEAK HOUR 4:15 AM AM PEAK HOUR 2:45 PM
AM PEAK VOLUME 75 AM PEAK VOLUME 72
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 364 37 8 14 0 0 423 CLASS 2 2-AXLE TRUCKS % OF TOTAL 86.1% 8.7% 1.9% 3.3% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS1 DWY north of Woodside.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 1 0 0 1 0 0 2
0:15 0 0 0 0 0 0 0 12:15 2 0 0 0 0 0 2
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 0 0 0 2 0 0 2
1:00 1 0 0 0 0 0 1 13:00 3 0 1 0 0 0 4
1:15 0 0 0 0 0 0 0 13:15 2 1 0 1 0 0 4
1:30 1 0 0 0 0 0 1 13:30 2 0 0 0 0 0 2
1:45 1 0 0 1 0 0 2 13:45 0 0 1 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 2 1 0 0 0 0 3
2:15 0 0 0 0 0 0 0 14:15 2 0 0 0 0 0 2
2:30 0 0 0 0 0 0 0 14:30 3 0 0 0 0 0 3
2:45 2 0 0 0 0 0 2 14:45 5 1 0 0 0 0 6
3:00 2 0 0 0 0 0 2 15:00 5 0 0 0 0 0 5
3:15 0 0 0 0 0 0 0 15:15 7 0 0 0 0 0 7
3:30 1 0 0 0 0 0 1 15:30 0 0 0 0 0 0 0
3:45 4 0 0 0 0 0 4 15:45 0 0 0 0 0 0 0
4:00 4 0 0 0 0 0 4 16:00 0 0 0 0 0 0 0
4:15 8 0 0 0 0 0 8 16:15 0 0 0 0 0 0 0
4:30 13 0 0 0 0 0 13 16:30 0 0 0 0 0 0 0
4:45 41 0 0 0 0 0 41 16:45 0 0 0 0 0 0 0
5:00 11 0 0 0 0 0 11 17:00 1 0 0 0 0 0 1
5:15 1 0 0 0 0 0 1 17:15 1 0 0 0 0 0 1
5:30 6 0 0 0 0 0 6 17:30 2 0 0 0 0 0 2
5:45 4 0 0 0 0 0 4 17:45 0 0 0 0 0 0 0
6:00 0 1 0 0 0 0 1 18:00 0 0 0 0 0 0 0
6:15 3 1 0 1 0 0 5 18:15 0 0 0 0 0 0 0
6:30 4 0 0 0 0 0 4 18:30 0 0 0 0 0 0 0
6:45 3 2 0 0 0 0 5 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 4 0 0 0 0 0 4 19:15 2 0 0 0 0 0 2
7:30 2 0 0 0 0 0 2 19:30 1 0 0 0 0 0 1
7:45 3 0 0 2 0 0 5 19:45 1 0 0 0 0 0 1
8:00 1 0 0 1 0 0 2 20:00 0 0 0 0 0 0 0
8:15 1 0 0 0 0 0 1 20:15 0 0 0 0 0 0 0
8:30 2 0 1 0 0 0 3 20:30 1 0 0 0 0 0 1
8:45 1 0 0 1 0 0 2 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 3 1 0 1 0 0 5 21:15 0 0 0 0 0 0 0
9:30 1 0 0 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 6 0 0 0 0 0 6 21:45 0 0 0 0 0 0 0
10:00 4 1 0 0 0 0 5 22:00 1 0 0 0 0 0 1
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 1 0 0 0 0 0 1 22:30 0 0 0 0 0 0 0
10:45 3 1 0 1 0 0 5 22:45 0 0 0 0 0 0 0
11:00 0 0 0 1 0 0 1 23:00 0 0 0 0 0 0 0
11:15 1 1 0 0 0 0 2 23:15 0 0 0 0 0 0 0
11:30 4 0 0 3 0 0 7 23:30 0 0 0 0 0 0 0
11:45 8 0 0 0 0 0 8 23:45 0 0 0 0 0 0 0
TOTAL 156 8 1 12 0 0 177 TOTAL 44 3 2 4 0 0 53
AM PEAK HOUR 4:15 AM AM PEAK HOUR 2:30 PM
AM PEAK VOLUME 73 AM PEAK VOLUME 21
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 200 11 3 16 0 0 230 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.0% 4.8% 1.3% 7.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 398 24 6 32 0 0 460
CLASS 6 Buses % OF TOTAL 86.5% 5.2% 1.3% 7.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS1 DWY north of Woodside.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 1 0 0 0 0 0 1 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 2 1 0 2 0 0 5
0:30 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 2 0 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 1 0 0 1 0 0 2
1:15 0 0 0 0 0 0 0 13:15 3 0 1 0 0 0 4
1:30 0 0 0 0 0 0 0 13:30 25 1 0 1 0 0 27
1:45 6 0 0 0 0 0 6 13:45 5 0 0 1 0 0 6
2:00 8 0 0 0 0 0 8 14:00 1 1 1 0 0 0 3
2:15 0 0 0 0 0 0 0 14:15 1 0 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 3 0 0 0 0 0 3
2:45 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 6 0 0 0 0 0 6
3:15 0 0 0 0 0 0 0 15:15 8 0 0 0 0 0 8
3:30 0 0 0 0 0 0 0 15:30 47 1 0 0 0 0 48
3:45 0 0 0 0 0 0 0 15:45 8 0 0 0 0 0 8
4:00 1 0 0 0 0 0 1 16:00 5 0 0 0 0 0 5
4:15 0 0 0 0 0 0 0 16:15 2 0 0 0 0 0 2
4:30 0 0 0 0 0 0 0 16:30 3 0 0 0 0 0 3
4:45 4 0 0 0 0 0 4 16:45 2 0 0 0 0 0 2
5:00 1 0 0 0 0 0 1 17:00 1 0 0 0 0 0 1
5:15 3 0 0 0 0 0 3 17:15 1 0 0 0 0 0 1
5:30 4 0 0 0 0 0 4 17:30 1 0 0 0 0 0 1
5:45 1 2 0 0 0 0 3 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 1 1 0 0 0 0 2 18:15 1 0 0 0 0 0 1
6:30 0 1 0 1 0 0 2 18:30 0 0 0 0 0 0 0
6:45 2 0 0 1 0 0 3 18:45 1 0 0 0 0 0 1
7:00 0 1 0 0 0 0 1 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 1 0 0 0 0 0 1
7:30 0 1 0 0 0 0 1 19:30 1 0 0 0 0 0 1
7:45 0 0 0 0 0 0 0 19:45 2 0 0 0 0 0 2
8:00 0 0 0 1 0 0 1 20:00 0 0 0 0 0 0 0
8:15 1 0 0 2 0 0 3 20:15 0 0 0 0 0 0 0
8:30 1 0 0 0 0 0 1 20:30 0 0 0 0 0 0 0
8:45 0 0 1 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 1 0 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 2 1 0 1 0 0 4 21:15 0 0 0 0 0 0 0
9:30 5 0 0 0 0 0 5 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 2 0 0 0 0 0 2 22:00 0 0 0 0 0 0 0
10:15 2 0 0 1 0 0 3 22:15 0 0 0 0 0 0 0
10:30 1 0 0 0 0 0 1 22:30 0 0 0 0 0 0 0
10:45 0 1 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 4 0 0 2 0 0 6 23:15 0 0 0 0 0 0 0
11:30 3 1 0 0 0 0 4 23:30 0 0 0 0 0 0 0
11:45 5 0 0 2 0 0 7 23:45 1 0 0 0 0 0 1
TOTAL 61 9 1 11 0 0 82 TOTAL 137 4 2 5 0 0 148
AM PEAK HOUR 11:00 AM AM PEAK HOUR 3:00 PM
AM PEAK VOLUME 18 AM PEAK VOLUME 70
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 198 13 3 16 0 0 230 CLASS 2 2-AXLE TRUCKS % OF TOTAL 86.1% 5.7% 1.3% 7.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS1 DWY north of Woodside.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 1 0 0 0 0 0 1 12:00 1 0 0 1 0 0 2
0:15 0 0 0 0 0 0 0 12:15 4 1 0 2 0 0 7
0:30 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 2 0 0 2 0 0 4
1:00 1 0 0 0 0 0 1 13:00 4 0 1 1 0 0 6
1:15 0 0 0 0 0 0 0 13:15 5 1 1 1 0 0 8
1:30 1 0 0 0 0 0 1 13:30 27 1 0 1 0 0 29
1:45 7 0 0 1 0 0 8 13:45 5 0 1 1 0 0 7
2:00 8 0 0 0 0 0 8 14:00 3 2 1 0 0 0 6
2:15 0 0 0 0 0 0 0 14:15 3 0 0 0 0 0 3
2:30 0 0 0 0 0 0 0 14:30 6 0 0 0 0 0 6
2:45 2 0 0 0 0 0 2 14:45 6 1 0 0 0 0 7
3:00 2 0 0 0 0 0 2 15:00 11 0 0 0 0 0 11
3:15 0 0 0 0 0 0 0 15:15 15 0 0 0 0 0 15
3:30 1 0 0 0 0 0 1 15:30 47 1 0 0 0 0 48
3:45 4 0 0 0 0 0 4 15:45 8 0 0 0 0 0 8
4:00 5 0 0 0 0 0 5 16:00 5 0 0 0 0 0 5
4:15 8 0 0 0 0 0 8 16:15 2 0 0 0 0 0 2
4:30 13 0 0 0 0 0 13 16:30 3 0 0 0 0 0 3
4:45 45 0 0 0 0 0 45 16:45 2 0 0 0 0 0 2
5:00 12 0 0 0 0 0 12 17:00 2 0 0 0 0 0 2
5:15 4 0 0 0 0 0 4 17:15 2 0 0 0 0 0 2
5:30 10 0 0 0 0 0 10 17:30 3 0 0 0 0 0 3
5:45 5 2 0 0 0 0 7 17:45 0 0 0 0 0 0 0
6:00 0 1 0 0 0 0 1 18:00 1 0 0 0 0 0 1
6:15 4 2 0 1 0 0 7 18:15 1 0 0 0 0 0 1
6:30 4 1 0 1 0 0 6 18:30 0 0 0 0 0 0 0
6:45 5 2 0 1 0 0 8 18:45 1 0 0 0 0 0 1
7:00 0 1 0 0 0 0 1 19:00 0 0 0 0 0 0 0
7:15 4 0 0 0 0 0 4 19:15 3 0 0 0 0 0 3
7:30 2 1 0 0 0 0 3 19:30 2 0 0 0 0 0 2
7:45 3 0 0 2 0 0 5 19:45 3 0 0 0 0 0 3
8:00 1 0 0 2 0 0 3 20:00 0 0 0 0 0 0 0
8:15 2 0 0 2 0 0 4 20:15 0 0 0 0 0 0 0
8:30 3 0 1 0 0 0 4 20:30 1 0 0 0 0 0 1
8:45 1 0 1 1 0 0 3 20:45 0 0 0 0 0 0 0
9:00 1 0 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 5 2 0 2 0 0 9 21:15 0 0 0 0 0 0 0
9:30 6 0 0 0 0 0 6 21:30 0 0 0 0 0 0 0
9:45 7 0 0 0 0 0 7 21:45 0 0 0 0 0 0 0
10:00 6 1 0 0 0 0 7 22:00 1 0 0 0 0 0 1
10:15 3 0 0 1 0 0 4 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 3 2 0 1 0 0 6 22:45 0 0 0 0 0 0 0
11:00 1 0 0 1 0 0 2 23:00 0 0 0 0 0 0 0
11:15 5 1 0 2 0 0 8 23:15 0 0 0 0 0 0 0
11:30 7 1 0 3 0 0 11 23:30 0 0 0 0 0 0 0
11:45 13 0 0 2 0 0 15 23:45 1 0 0 0 0 0 1
TOTAL 217 17 2 23 0 0 259 TOTAL 181 7 4 9 0 0 201
AM PEAK HOUR 4:15 AM AM PEAK HOUR 3:00 PM
AM PEAK VOLUME 78 AM PEAK VOLUME 82
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 398 24 6 32 0 0 460 CLASS 2 2-AXLE TRUCKS % OF TOTAL 86.5% 5.2% 1.3% 7.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

COMBINED COMBINED
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 1 1 1 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 0 14:00 0 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 0
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 1 1
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 1 0 1 2
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 1 0 16:30 0 0 0 0
4:45 0 0 0 0 0 1 0 0 1 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 1 1 1 1 2 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 0 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 1 1 1
8:00 0 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0 0
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 0 0 0 21:30 0 0 0 0
9:45 0 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 2 0 0 22:30 0 0 0 0
10:45 2 2 0 2 0 0 0 0 4 22:45 0 0 0 0 0 0 0 0
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 0 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0 0
Total Vol. 2 2 2 2 8 0 0 1 2 3
IN OUT IN OUT Combined
2 2 3 4 11
Split % 25.0% 25.0% 25.0% 25.0% 72.7% 0.0% 0.0% 33.3% 66.7% 27.3% Peak Hour 10:00 9:45 3:45 1:00 10:00 14:30 14:30 14:30
Volume 2 2 1 1 4 1 1 2
P.H.F. 0.25 0.25 0.25 0.25 0.50 0.25 0.25 0.25
Tuesday, June 13, 2023 SC4085
Rev_PB_1 DWY north of Woodside. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 1 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 0 0 13:45 0 0 0 1 0 0 0 0 1
2:00 0 0 0 0 14:00 0 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 0
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 1
3:30 0 0 0 0 15:30 0 0 1 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 1 0 1 2
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 1 1 0 0 1 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 0 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 1 1 1
8:00 1 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 1 0 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0 0
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 0 0 0 21:30 0 0 0 0
9:45 0 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 2 0 0 22:30 0 0 0 0
10:45 2 2 0 2 0 0 0 0 4 22:45 0 0 0 0 0 0 0 0
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 0 23:30 0 0 0 0
11:45 0 0 1 1 0 0 0 0 1 23:45 0 0 0 0 0 0 0 0
Total Vol. 3 3 1 0 7 0 1 1 2 4
IN OUT IN OUT Combined
3 4 2 2 11
Split % 42.9% 42.9% 14.3% 0.0% 63.6% 0.0% 25.0% 25.0% 50.0% 36.4% Peak Hour 10:00 9:45 4:00 10:00 12:15 14:45 14:30 14:45 Volume 2 2 1 4 1 1 1 2
P.H.F. 0.25 0.25 0.25 0.50 0.25 0.25 0.25 0.50
Wednesday, June 14, 2023 SC4085
Rev_PB_1 DWY north of Woodside. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS21 DWY west of Corporate Center.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 5 1 0 0 0 0 6
0:15 0 0 0 0 0 0 0 12:15 6 1 0 1 0 0 8
0:30 0 0 0 0 0 0 0 12:30 4 0 0 0 0 0 4
0:45 0 0 0 0 0 0 0 12:45 7 1 0 0 0 0 8
1:00 0 0 0 0 0 0 0 13:00 3 0 0 0 0 0 3
1:15 0 0 0 0 0 0 0 13:15 6 1 0 1 0 0 8
1:30 0 0 0 0 0 0 0 13:30 2 0 0 1 0 0 3
1:45 0 0 0 0 0 0 0 13:45 2 1 0 0 0 0 3
2:00 0 0 0 0 0 0 0 14:00 3 0 1 0 0 0 4
2:15 0 0 0 0 0 0 0 14:15 13 1 0 1 0 0 15
2:30 0 0 0 0 0 0 0 14:30 0 2 0 0 0 0 2
2:45 0 0 0 0 0 0 0 14:45 0 0 0 1 0 0 1
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 1 0 0 1 0 0 2
3:30 2 0 0 0 0 0 2 15:30 0 0 0 0 0 0 0
3:45 1 0 0 0 0 0 1 15:45 0 0 0 0 0 0 0
4:00 2 0 0 0 0 0 2 16:00 0 1 0 0 0 0 1
4:15 4 0 0 0 0 0 4 16:15 0 0 0 0 0 0 0
4:30 5 0 0 0 0 0 5 16:30 0 0 0 0 0 0 0
4:45 13 0 0 0 0 0 13 16:45 0 0 0 0 0 0 0
5:00 25 2 0 0 0 0 27 17:00 0 0 0 0 0 0 0
5:15 22 0 0 0 0 0 22 17:15 0 0 0 0 0 0 0
5:30 13 0 0 0 0 0 13 17:30 1 0 0 2 0 0 3
5:45 13 0 0 0 0 0 13 17:45 0 0 0 0 0 0 0
6:00 1 0 0 0 0 0 1 18:00 0 0 0 0 0 0 0
6:15 3 0 0 0 0 0 3 18:15 0 0 0 0 0 0 0
6:30 2 0 0 0 0 0 2 18:30 0 0 0 0 0 0 0
6:45 6 0 0 0 0 0 6 18:45 3 0 0 0 0 0 3
7:00 4 0 0 0 0 0 4 19:00 0 0 0 0 0 0 0
7:15 9 0 0 0 0 0 9 19:15 0 0 0 0 0 0 0
7:30 8 0 0 0 0 0 8 19:30 0 0 0 0 0 0 0
7:45 7 0 0 0 0 0 7 19:45 0 0 0 0 0 0 0
8:00 13 0 0 0 0 0 13 20:00 0 0 0 0 0 0 0
8:15 7 0 0 0 0 0 7 20:15 0 0 0 0 0 0 0
8:30 3 0 0 0 0 0 3 20:30 0 0 0 0 0 0 0
8:45 8 1 0 0 0 0 9 20:45 0 0 0 0 0 0 0
9:00 3 0 0 0 0 0 3 21:00 0 0 0 0 0 0 0
9:15 4 0 0 0 0 0 4 21:15 0 0 0 0 0 0 0
9:30 3 0 0 1 0 0 4 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 1 0 0 1
10:00 5 0 0 1 0 1 7 22:00 0 0 0 0 0 0 0
10:15 1 0 0 1 0 0 2 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 7 0 0 0 0 0 7 22:45 0 0 0 0 0 0 0
11:00 2 1 0 0 0 0 3 23:00 0 0 0 0 0 0 0
11:15 2 2 0 0 0 1 5 23:15 0 0 0 0 0 0 0
11:30 6 0 0 0 0 0 6 23:30 0 0 0 0 0 0 0
11:45 1 1 0 0 0 0 2 23:45 0 0 0 0 0 0 0
TOTAL 208 7 0 3 0 2 220 TOTAL 56 9 1 9 0 0 75
AM PEAK HOUR 5:00 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 75 AM PEAK VOLUME 26
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 264 16 1 12 0 2 295 CLASS 2 2-AXLE TRUCKS % OF TOTAL 89.5% 5.4% 0.3% 4.1% 0.0% 0.7% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 517 30 3 22 0 4 576
CLASS 6 Buses % OF TOTAL 89.8% 5.2% 0.5% 3.8% 0.0% 0.7% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS21 DWY west of Corporate Center.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 7 3 0 0 0 0 10
0:15 0 0 0 0 0 0 0 12:15 5 2 0 0 0 0 7
0:30 0 0 0 0 0 0 0 12:30 7 0 0 0 0 0 7
0:45 0 0 0 0 0 0 0 12:45 2 0 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 3 0 0 0 0 0 3
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 1 1 0 1 0 0 3
1:45 0 0 0 0 0 0 0 13:45 2 0 0 0 0 0 2
2:00 0 0 0 0 0 0 0 14:00 36 0 0 0 0 0 36
2:15 0 0 0 0 0 0 0 14:15 16 1 1 0 0 0 18
2:30 0 0 0 0 0 0 0 14:30 19 0 0 1 0 0 20
2:45 0 0 0 0 0 0 0 14:45 7 1 0 0 0 0 8
3:00 0 0 0 0 0 0 0 15:00 6 0 0 2 0 0 8
3:15 0 0 0 0 0 0 0 15:15 6 0 0 0 0 0 6
3:30 0 0 0 0 0 0 0 15:30 7 0 0 0 0 0 7
3:45 0 0 0 0 0 0 0 15:45 4 0 0 0 0 0 4
4:00 0 0 0 0 0 0 0 16:00 11 0 0 1 0 0 12
4:15 0 0 0 0 0 0 0 16:15 8 0 0 0 0 0 8
4:30 0 0 0 0 0 0 0 16:30 4 2 0 0 0 0 6
4:45 0 0 0 0 0 0 0 16:45 9 0 0 0 0 0 9
5:00 0 0 0 0 0 0 0 17:00 11 0 0 0 0 0 11
5:15 1 0 0 0 0 0 1 17:15 5 0 0 0 0 0 5
5:30 0 0 0 0 0 0 0 17:30 4 0 0 0 0 0 4
5:45 0 0 0 0 0 0 0 17:45 2 0 0 1 0 0 3
6:00 0 0 0 0 0 0 0 18:00 4 0 0 1 0 0 5
6:15 0 0 0 1 0 0 1 18:15 1 0 0 0 0 0 1
6:30 0 0 0 0 0 0 0 18:30 4 0 0 0 0 0 4
6:45 0 0 0 0 0 0 0 18:45 4 0 0 0 0 0 4
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 2 0 0 0 0 0 2 19:30 0 0 0 0 0 0 0
7:45 3 0 0 0 0 0 3 19:45 0 0 0 0 0 0 0
8:00 1 0 0 0 0 0 1 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 1 1 0 0 0 0 2 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 1 0 0 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 4 0 0 0 0 0 4 21:45 0 0 0 0 0 0 0
10:00 2 0 0 0 0 0 2 22:00 0 0 0 0 0 0 0
10:15 0 0 0 1 0 1 2 22:15 0 0 0 0 0 0 0
10:30 5 0 0 0 0 0 5 22:30 0 0 0 0 0 0 0
10:45 3 0 0 0 0 0 3 22:45 1 0 0 0 0 0 1
11:00 5 0 0 1 0 0 6 23:00 16 0 0 0 0 0 16
11:15 2 2 1 0 0 0 5 23:15 1 0 0 0 0 0 1
11:30 5 1 0 0 0 1 7 23:30 0 0 0 0 0 0 0
11:45 5 0 0 0 0 0 5 23:45 0 0 0 0 0 0 0
TOTAL 40 4 1 3 0 2 50 TOTAL 213 10 1 7 0 0 231
AM PEAK HOUR 11:00 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 23 AM PEAK VOLUME 82
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 253 14 2 10 0 2 281 CLASS 2 2-AXLE TRUCKS % OF TOTAL 90.0% 5.0% 0.7% 3.6% 0.0% 0.7% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS21 DWY west of Corporate Center.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 12 4 0 0 0 0 16
0:15 0 0 0 0 0 0 0 12:15 11 3 0 1 0 0 15
0:30 0 0 0 0 0 0 0 12:30 11 0 0 0 0 0 11
0:45 0 0 0 0 0 0 0 12:45 9 1 0 0 0 0 10
1:00 0 0 0 0 0 0 0 13:00 6 0 0 0 0 0 6
1:15 0 0 0 0 0 0 0 13:15 6 1 0 1 0 0 8
1:30 0 0 0 0 0 0 0 13:30 3 1 0 2 0 0 6
1:45 0 0 0 0 0 0 0 13:45 4 1 0 0 0 0 5
2:00 0 0 0 0 0 0 0 14:00 39 0 1 0 0 0 40
2:15 0 0 0 0 0 0 0 14:15 29 2 1 1 0 0 33
2:30 0 0 0 0 0 0 0 14:30 19 2 0 1 0 0 22
2:45 0 0 0 0 0 0 0 14:45 7 1 0 1 0 0 9
3:00 0 0 0 0 0 0 0 15:00 6 0 0 2 0 0 8
3:15 0 0 0 0 0 0 0 15:15 7 0 0 1 0 0 8
3:30 2 0 0 0 0 0 2 15:30 7 0 0 0 0 0 7
3:45 1 0 0 0 0 0 1 15:45 4 0 0 0 0 0 4
4:00 2 0 0 0 0 0 2 16:00 11 1 0 1 0 0 13
4:15 4 0 0 0 0 0 4 16:15 8 0 0 0 0 0 8
4:30 5 0 0 0 0 0 5 16:30 4 2 0 0 0 0 6
4:45 13 0 0 0 0 0 13 16:45 9 0 0 0 0 0 9
5:00 25 2 0 0 0 0 27 17:00 11 0 0 0 0 0 11
5:15 23 0 0 0 0 0 23 17:15 5 0 0 0 0 0 5
5:30 13 0 0 0 0 0 13 17:30 5 0 0 2 0 0 7
5:45 13 0 0 0 0 0 13 17:45 2 0 0 1 0 0 3
6:00 1 0 0 0 0 0 1 18:00 4 0 0 1 0 0 5
6:15 3 0 0 1 0 0 4 18:15 1 0 0 0 0 0 1
6:30 2 0 0 0 0 0 2 18:30 4 0 0 0 0 0 4
6:45 6 0 0 0 0 0 6 18:45 7 0 0 0 0 0 7
7:00 4 0 0 0 0 0 4 19:00 0 0 0 0 0 0 0
7:15 9 0 0 0 0 0 9 19:15 0 0 0 0 0 0 0
7:30 10 0 0 0 0 0 10 19:30 0 0 0 0 0 0 0
7:45 10 0 0 0 0 0 10 19:45 0 0 0 0 0 0 0
8:00 14 0 0 0 0 0 14 20:00 0 0 0 0 0 0 0
8:15 7 0 0 0 0 0 7 20:15 0 0 0 0 0 0 0
8:30 3 0 0 0 0 0 3 20:30 0 0 0 0 0 0 0
8:45 8 1 0 0 0 0 9 20:45 0 0 0 0 0 0 0
9:00 4 1 0 0 0 0 5 21:00 0 0 0 0 0 0 0
9:15 4 0 0 0 0 0 4 21:15 0 0 0 0 0 0 0
9:30 4 0 0 1 0 0 5 21:30 0 0 0 0 0 0 0
9:45 5 0 0 0 0 0 5 21:45 0 0 0 1 0 0 1
10:00 7 0 0 1 0 1 9 22:00 0 0 0 0 0 0 0
10:15 1 0 0 2 0 1 4 22:15 0 0 0 0 0 0 0
10:30 7 0 0 0 0 0 7 22:30 0 0 0 0 0 0 0
10:45 10 0 0 0 0 0 10 22:45 1 0 0 0 0 0 1
11:00 7 1 0 1 0 0 9 23:00 16 0 0 0 0 0 16
11:15 4 4 1 0 0 1 10 23:15 1 0 0 0 0 0 1
11:30 11 1 0 0 0 1 13 23:30 0 0 0 0 0 0 0
11:45 6 1 0 0 0 0 7 23:45 0 0 0 0 0 0 0
TOTAL 248 11 1 6 0 4 270 TOTAL 269 19 2 16 0 0 306
AM PEAK HOUR 5:00 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 76 AM PEAK VOLUME 104
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 517 30 3 22 0 4 576 CLASS 2 2-AXLE TRUCKS % OF TOTAL 89.8% 5.2% 0.5% 3.8% 0.0% 0.7% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS21 DWY west of Corporate Center.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 3 2 0 1 0 0 6
0:15 0 0 0 0 0 0 0 12:15 7 1 0 0 0 0 8
0:30 0 0 0 0 0 0 0 12:30 5 2 0 0 0 0 7
0:45 0 0 0 0 0 0 0 12:45 5 0 0 1 0 0 6
1:00 0 0 0 0 0 0 0 13:00 4 0 0 0 0 0 4
1:15 0 0 0 0 0 0 0 13:15 7 1 0 0 0 0 8
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 3 1 0 0 0 0 4
2:00 0 0 0 0 0 0 0 14:00 5 0 0 0 0 0 5
2:15 0 0 0 0 0 0 0 14:15 12 1 0 2 0 0 15
2:30 0 0 0 0 0 0 0 14:30 2 0 0 0 0 0 2
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 1 1 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 1 1 0 0 0 0 2
3:30 1 0 0 0 0 0 1 15:30 1 0 0 1 0 0 2
3:45 1 0 0 0 0 0 1 15:45 2 0 0 0 0 0 2
4:00 2 0 0 0 0 0 2 16:00 0 0 0 1 0 0 1
4:15 3 0 0 0 0 0 3 16:15 0 1 0 0 0 0 1
4:30 5 0 0 0 0 0 5 16:30 0 1 0 0 0 0 1
4:45 16 0 0 0 0 0 16 16:45 1 0 0 0 0 0 1
5:00 25 0 0 0 0 0 25 17:00 2 1 0 0 0 0 3
5:15 22 0 0 0 0 0 22 17:15 0 0 0 0 0 0 0
5:30 12 0 0 0 0 0 12 17:30 1 0 0 1 0 0 2
5:45 10 0 0 0 0 0 10 17:45 1 0 0 0 0 0 1
6:00 5 0 1 2 0 0 8 18:00 0 0 0 0 0 0 0
6:15 5 0 0 0 0 0 5 18:15 0 0 0 0 0 0 0
6:30 1 0 0 1 0 0 2 18:30 1 0 0 0 0 0 1
6:45 5 0 0 0 0 0 5 18:45 1 0 0 0 0 0 1
7:00 4 0 0 0 0 0 4 19:00 0 0 0 0 0 0 0
7:15 6 0 0 0 0 0 6 19:15 0 0 0 0 0 0 0
7:30 7 0 0 0 0 0 7 19:30 0 0 0 0 0 0 0
7:45 12 0 0 0 0 0 12 19:45 0 0 0 0 0 0 0
8:00 5 0 0 0 0 0 5 20:00 0 0 0 0 0 0 0
8:15 12 1 0 1 0 0 14 20:15 0 0 0 0 0 0 0
8:30 2 0 0 1 0 0 3 20:30 0 0 0 0 0 0 0
8:45 4 0 0 0 0 0 4 20:45 0 0 0 0 0 0 0
9:00 4 0 0 0 0 0 4 21:00 0 0 0 0 0 0 0
9:15 5 0 0 0 0 0 5 21:15 0 0 0 0 0 0 0
9:30 2 0 0 0 0 0 2 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 1 0 0 1
10:00 0 1 0 1 0 0 2 22:00 0 0 0 0 0 0 0
10:15 3 1 0 0 0 0 4 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 2 2 0 0 0 0 4 23:00 0 0 0 0 0 0 0
11:15 3 1 0 0 0 0 4 23:15 0 0 0 0 0 0 0
11:30 2 0 0 1 0 0 3 23:30 0 0 0 0 0 0 0
11:45 5 1 0 0 0 0 6 23:45 0 0 0 0 0 0 0
TOTAL 194 7 1 7 0 0 209 TOTAL 65 13 0 8 0 0 86
AM PEAK HOUR 4:45 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 75 AM PEAK VOLUME 27
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 259 20 1 15 0 0 295 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.8% 6.8% 0.3% 5.1% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 518 40 2 30 0 0 590
CLASS 6 Buses % OF TOTAL 87.8% 6.8% 0.3% 5.1% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS21 DWY west of Corporate Center.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 3 2 0 1 0 0 6
0:15 0 0 0 0 0 0 0 12:15 7 1 0 0 0 0 8
0:30 0 0 0 0 0 0 0 12:30 5 2 0 0 0 0 7
0:45 0 0 0 0 0 0 0 12:45 5 0 0 1 0 0 6
1:00 0 0 0 0 0 0 0 13:00 4 0 0 0 0 0 4
1:15 0 0 0 0 0 0 0 13:15 7 1 0 0 0 0 8
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 3 1 0 0 0 0 4
2:00 0 0 0 0 0 0 0 14:00 5 0 0 0 0 0 5
2:15 0 0 0 0 0 0 0 14:15 12 1 0 2 0 0 15
2:30 0 0 0 0 0 0 0 14:30 2 0 0 0 0 0 2
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 1 1 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 1 1 0 0 0 0 2
3:30 1 0 0 0 0 0 1 15:30 1 0 0 1 0 0 2
3:45 1 0 0 0 0 0 1 15:45 2 0 0 0 0 0 2
4:00 2 0 0 0 0 0 2 16:00 0 0 0 1 0 0 1
4:15 3 0 0 0 0 0 3 16:15 0 1 0 0 0 0 1
4:30 5 0 0 0 0 0 5 16:30 0 1 0 0 0 0 1
4:45 16 0 0 0 0 0 16 16:45 1 0 0 0 0 0 1
5:00 25 0 0 0 0 0 25 17:00 2 1 0 0 0 0 3
5:15 22 0 0 0 0 0 22 17:15 0 0 0 0 0 0 0
5:30 12 0 0 0 0 0 12 17:30 1 0 0 1 0 0 2
5:45 10 0 0 0 0 0 10 17:45 1 0 0 0 0 0 1
6:00 5 0 1 2 0 0 8 18:00 0 0 0 0 0 0 0
6:15 5 0 0 0 0 0 5 18:15 0 0 0 0 0 0 0
6:30 1 0 0 1 0 0 2 18:30 1 0 0 0 0 0 1
6:45 5 0 0 0 0 0 5 18:45 1 0 0 0 0 0 1
7:00 4 0 0 0 0 0 4 19:00 0 0 0 0 0 0 0
7:15 6 0 0 0 0 0 6 19:15 0 0 0 0 0 0 0
7:30 7 0 0 0 0 0 7 19:30 0 0 0 0 0 0 0
7:45 12 0 0 0 0 0 12 19:45 0 0 0 0 0 0 0
8:00 5 0 0 0 0 0 5 20:00 0 0 0 0 0 0 0
8:15 12 1 0 1 0 0 14 20:15 0 0 0 0 0 0 0
8:30 2 0 0 1 0 0 3 20:30 0 0 0 0 0 0 0
8:45 4 0 0 0 0 0 4 20:45 0 0 0 0 0 0 0
9:00 4 0 0 0 0 0 4 21:00 0 0 0 0 0 0 0
9:15 5 0 0 0 0 0 5 21:15 0 0 0 0 0 0 0
9:30 2 0 0 0 0 0 2 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 1 0 0 1
10:00 0 1 0 1 0 0 2 22:00 0 0 0 0 0 0 0
10:15 3 1 0 0 0 0 4 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 2 2 0 0 0 0 4 23:00 0 0 0 0 0 0 0
11:15 3 1 0 0 0 0 4 23:15 0 0 0 0 0 0 0
11:30 2 0 0 1 0 0 3 23:30 0 0 0 0 0 0 0
11:45 5 1 0 0 0 0 6 23:45 0 0 0 0 0 0 0
TOTAL 194 7 1 7 0 0 209 TOTAL 65 13 0 8 0 0 86
AM PEAK HOUR 4:45 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 75 AM PEAK VOLUME 27
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 259 20 1 15 0 0 295 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.8% 6.8% 0.3% 5.1% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS21 DWY west of Corporate Center.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 6 4 0 2 0 0 12
0:15 0 0 0 0 0 0 0 12:15 14 2 0 0 0 0 16
0:30 0 0 0 0 0 0 0 12:30 10 4 0 0 0 0 14
0:45 0 0 0 0 0 0 0 12:45 10 0 0 2 0 0 12
1:00 0 0 0 0 0 0 0 13:00 8 0 0 0 0 0 8
1:15 0 0 0 0 0 0 0 13:15 14 2 0 0 0 0 16
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 6 2 0 0 0 0 8
2:00 0 0 0 0 0 0 0 14:00 10 0 0 0 0 0 10
2:15 0 0 0 0 0 0 0 14:15 24 2 0 4 0 0 30
2:30 0 0 0 0 0 0 0 14:30 4 0 0 0 0 0 4
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 2 2 0 0 0 0 4
3:15 0 0 0 0 0 0 0 15:15 2 2 0 0 0 0 4
3:30 2 0 0 0 0 0 2 15:30 2 0 0 2 0 0 4
3:45 2 0 0 0 0 0 2 15:45 4 0 0 0 0 0 4
4:00 4 0 0 0 0 0 4 16:00 0 0 0 2 0 0 2
4:15 6 0 0 0 0 0 6 16:15 0 2 0 0 0 0 2
4:30 10 0 0 0 0 0 10 16:30 0 2 0 0 0 0 2
4:45 32 0 0 0 0 0 32 16:45 2 0 0 0 0 0 2
5:00 50 0 0 0 0 0 50 17:00 4 2 0 0 0 0 6
5:15 44 0 0 0 0 0 44 17:15 0 0 0 0 0 0 0
5:30 24 0 0 0 0 0 24 17:30 2 0 0 2 0 0 4
5:45 20 0 0 0 0 0 20 17:45 2 0 0 0 0 0 2
6:00 10 0 2 4 0 0 16 18:00 0 0 0 0 0 0 0
6:15 10 0 0 0 0 0 10 18:15 0 0 0 0 0 0 0
6:30 2 0 0 2 0 0 4 18:30 2 0 0 0 0 0 2
6:45 10 0 0 0 0 0 10 18:45 2 0 0 0 0 0 2
7:00 8 0 0 0 0 0 8 19:00 0 0 0 0 0 0 0
7:15 12 0 0 0 0 0 12 19:15 0 0 0 0 0 0 0
7:30 14 0 0 0 0 0 14 19:30 0 0 0 0 0 0 0
7:45 24 0 0 0 0 0 24 19:45 0 0 0 0 0 0 0
8:00 10 0 0 0 0 0 10 20:00 0 0 0 0 0 0 0
8:15 24 2 0 2 0 0 28 20:15 0 0 0 0 0 0 0
8:30 4 0 0 2 0 0 6 20:30 0 0 0 0 0 0 0
8:45 8 0 0 0 0 0 8 20:45 0 0 0 0 0 0 0
9:00 8 0 0 0 0 0 8 21:00 0 0 0 0 0 0 0
9:15 10 0 0 0 0 0 10 21:15 0 0 0 0 0 0 0
9:30 4 0 0 0 0 0 4 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 2 0 0 2
10:00 0 2 0 2 0 0 4 22:00 0 0 0 0 0 0 0
10:15 6 2 0 0 0 0 8 22:15 0 0 0 0 0 0 0
10:30 4 0 0 0 0 0 4 22:30 0 0 0 0 0 0 0
10:45 2 0 0 0 0 0 2 22:45 0 0 0 0 0 0 0
11:00 4 4 0 0 0 0 8 23:00 0 0 0 0 0 0 0
11:15 6 2 0 0 0 0 8 23:15 0 0 0 0 0 0 0
11:30 4 0 0 2 0 0 6 23:30 0 0 0 0 0 0 0
11:45 10 2 0 0 0 0 12 23:45 0 0 0 0 0 0 0
TOTAL 388 14 2 14 0 0 418 TOTAL 130 26 0 16 0 0 172
AM PEAK HOUR 4:45 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 150 AM PEAK VOLUME 54
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 518 40 2 30 0 0 590 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.8% 6.8% 0.3% 5.1% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS22 DWY Western south of Ocean Ranch.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 1 1 0 0 0 0 2
0:15 0 0 0 0 0 0 0 12:15 3 0 0 0 0 0 3
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 1 0 0 0 0 0 1
1:45 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 1
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 1 0 0 0 0 0 1 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 6 0 0 0 0 0 6 17:15 0 0 0 0 0 0 0
5:30 1 0 0 0 0 0 1 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 1 0 0 0 0 0 1 18:00 0 0 0 0 0 0 0
6:15 1 0 0 0 0 0 1 18:15 0 0 0 0 0 0 0
6:30 2 0 0 0 0 0 2 18:30 0 0 0 0 0 0 0
6:45 1 0 0 0 0 0 1 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 3 0 0 0 0 0 3 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 2 0 0 0 0 0 2 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 1 0 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 24 0 0 0 0 0 24 TOTAL 7 1 0 0 0 0 8
AM PEAK HOUR 5:15 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 8 AM PEAK VOLUME 5
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 31 1 0 0 0 0 32 CLASS 2 2-AXLE TRUCKS % OF TOTAL 96.9% 3.1% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 93 9 1 6 0 0 109
CLASS 6 Buses % OF TOTAL 85.3% 8.3% 0.9% 5.5% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS22 DWY Western south of Ocean Ranch.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 0 0 0 0 0 2
0:15 0 0 0 0 0 0 0 12:15 2 2 0 0 0 0 4
0:30 0 0 0 0 0 0 0 12:30 3 0 0 0 0 0 3
0:45 0 0 0 0 0 0 0 12:45 3 0 0 0 0 0 3
1:00 0 0 0 0 0 0 0 13:00 1 0 0 0 0 0 1
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 0 0 0 1 0 0 1
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 13 0 0 0 0 0 13
2:15 0 0 0 0 0 0 0 14:15 3 0 0 0 0 0 3
2:30 0 0 0 0 0 0 0 14:30 8 0 0 0 0 0 8
2:45 0 0 0 0 0 0 0 14:45 2 0 0 0 0 0 2
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 4 0 0 0 0 0 4
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 1
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 2 0 0 0 0 0 2 17:00 0 0 0 0 0 0 0
5:15 1 0 0 0 0 0 1 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 1 0 0 0 0 0 1 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 2 0 0 0 0 2 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 0 1 0 1 0 0 2 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 1 0 2 0 0 3 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 2 0 0 0 0 0 2 22:00 0 0 0 0 0 0 0
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 1 0 0 0 0 0 1 22:30 3 0 0 0 0 0 3
10:45 2 0 1 0 0 0 3 22:45 1 0 0 0 0 0 1
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 1 1 0 0 0 0 2 23:15 0 0 0 0 0 0 0
11:30 1 0 0 1 0 0 2 23:30 0 0 0 0 0 0 0
11:45 0 1 0 1 0 0 2 23:45 0 0 0 0 0 0 0
TOTAL 13 6 1 5 0 0 25 TOTAL 49 2 0 1 0 0 52
AM PEAK HOUR 10:45 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 7 AM PEAK VOLUME 26
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 62 8 1 6 0 0 77 CLASS 2 2-AXLE TRUCKS % OF TOTAL 80.5% 10.4% 1.3% 7.8% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS22 DWY Western south of Ocean Ranch.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 3 1 0 0 0 0 4
0:15 0 0 0 0 0 0 0 12:15 5 2 0 0 0 0 7
0:30 0 0 0 0 0 0 0 12:30 3 0 0 0 0 0 3
0:45 0 0 0 0 0 0 0 12:45 3 0 0 0 0 0 3
1:00 0 0 0 0 0 0 0 13:00 1 0 0 0 0 0 1
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 1 0 0 1 0 0 2
1:45 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 13 0 0 0 0 0 13
2:15 0 0 0 0 0 0 0 14:15 3 0 0 0 0 0 3
2:30 0 0 0 0 0 0 0 14:30 8 0 0 0 0 0 8
2:45 0 0 0 0 0 0 0 14:45 2 0 0 0 0 0 2
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 4 0 0 0 0 0 4
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 2 0 0 0 0 0 2
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 1 0 0 0 0 0 1 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 2 0 0 0 0 0 2 17:00 0 0 0 0 0 0 0
5:15 7 0 0 0 0 0 7 17:15 0 0 0 0 0 0 0
5:30 1 0 0 0 0 0 1 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 1 0 0 0 0 0 1 18:00 1 0 0 0 0 0 1
6:15 1 0 0 0 0 0 1 18:15 0 0 0 0 0 0 0
6:30 3 0 0 0 0 0 3 18:30 0 0 0 0 0 0 0
6:45 1 0 0 0 0 0 1 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 3 0 0 0 0 0 3 19:45 0 0 0 0 0 0 0
8:00 0 2 0 0 0 0 2 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 1 1 0 1 0 0 3 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 1 0 2 0 0 3 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 4 0 0 0 0 0 4 22:00 0 0 0 0 0 0 0
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 3 0 0 0 0 0 3 22:30 3 0 0 0 0 0 3
10:45 3 0 1 0 0 0 4 22:45 1 0 0 0 0 0 1
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 1 1 0 0 0 0 2 23:15 0 0 0 0 0 0 0
11:30 1 0 0 1 0 0 2 23:30 0 0 0 0 0 0 0
11:45 1 1 0 1 0 0 3 23:45 0 0 0 0 0 0 0
TOTAL 37 6 1 5 0 0 49 TOTAL 56 3 0 1 0 0 60
AM PEAK HOUR 10:00 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 12 AM PEAK VOLUME 26
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 93 9 1 6 0 0 109 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.3% 8.3% 0.9% 5.5% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS22 DWY Western south of Ocean Ranch.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 0 0 0 0 0 2
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 0 0 0 1 0 0 1
0:45 0 0 0 0 0 0 0 12:45 2 0 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 2 0 0 0 0 0 2
1:30 0 0 0 0 0 0 0 13:30 1 0 0 0 0 0 1
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 2 0 0 0 0 0 2
2:30 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 2 0 0 0 0 0 2
3:30 1 0 0 0 0 0 1 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 1 0 0 0 0 0 1 16:30 0 0 0 0 0 0 0
4:45 2 0 0 0 0 0 2 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 4 0 0 0 0 0 4 17:15 0 0 0 0 0 0 0
5:30 1 0 0 0 0 0 1 17:30 0 0 0 0 0 0 0
5:45 1 0 0 0 0 0 1 17:45 0 0 0 0 0 0 0
6:00 1 0 0 0 0 0 1 18:00 0 0 0 0 0 0 0
6:15 1 0 0 0 0 0 1 18:15 0 0 0 0 0 0 0
6:30 2 0 0 0 0 0 2 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 1 0 0 0 0 0 1 19:00 0 0 0 0 0 0 0
7:15 2 0 0 0 0 0 2 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 1 0 0 0 0 1 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 2 0 0 0 0 0 2 20:30 0 0 0 0 0 0 0
8:45 2 0 0 0 0 0 2 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 1 1 0 0 0 0 2 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 0 1 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 1 0 0 0 0 0 1 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 26 3 0 0 0 0 29 TOTAL 14 0 0 1 0 0 15
AM PEAK HOUR 5:15 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 7 AM PEAK VOLUME 6
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 40 3 0 1 0 0 44 CLASS 2 2-AXLE TRUCKS % OF TOTAL 90.9% 6.8% 0.0% 2.3% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 114 8 0 9 0 0 131
CLASS 6 Buses % OF TOTAL 87.0% 6.1% 0.0% 6.9% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS22 DWY Western south of Ocean Ranch.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 1 0 0 0 0 0 1
0:15 0 0 0 0 0 0 0 12:15 2 0 0 0 0 0 2
0:30 0 0 0 0 0 0 0 12:30 1 1 0 0 0 0 2
0:45 0 0 0 0 0 0 0 12:45 2 0 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 1 0 0 1
1:15 0 0 0 0 0 0 0 13:15 1 0 0 0 0 0 1
1:30 0 0 0 0 0 0 0 13:30 0 1 0 0 0 0 1
1:45 0 0 0 0 0 0 0 13:45 2 0 0 0 0 0 2
2:00 0 0 0 0 0 0 0 14:00 11 0 0 1 0 0 12
2:15 0 0 0 0 0 0 0 14:15 3 0 0 1 0 0 4
2:30 0 0 0 0 0 0 0 14:30 11 0 0 0 0 0 11
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 6 0 0 0 0 0 6
3:15 0 0 0 0 0 0 0 15:15 4 0 0 0 0 0 4
3:30 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1
4:00 0 0 0 0 0 0 0 16:00 2 0 0 0 0 0 2
4:15 0 0 0 0 0 0 0 16:15 2 0 0 0 0 0 2
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 1 0 0 0 0 0 1 16:45 0 0 0 0 0 0 0
5:00 1 0 0 0 0 0 1 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 2 0 0 0 0 0 2 18:00 0 0 0 0 0 0 0
6:15 0 0 0 1 0 0 1 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 1 0 0 0 0 0 1 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 1 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 1 0 0 1 20:30 0 0 0 0 0 0 0
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 1 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 0 1 0 0 0 0 1 21:15 0 0 0 0 0 0 0
9:30 1 0 0 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 1 0 0 0 0 0 1 22:00 0 0 0 0 0 0 0
10:15 2 1 0 1 0 0 4 22:15 0 0 0 0 0 0 0
10:30 3 0 0 0 0 0 3 22:30 4 0 0 0 0 0 4
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 1 0 0 1 0 0 2 23:00 0 0 0 0 0 0 0
11:15 1 0 0 1 0 0 2 23:15 0 0 0 0 0 0 0
11:30 2 0 0 0 0 0 2 23:30 0 0 0 0 0 0 0
11:45 1 0 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 20 3 0 5 0 0 28 TOTAL 54 2 0 3 0 0 59
AM PEAK HOUR 10:15 AM AM PEAK HOUR 1:45 PM
AM PEAK VOLUME 9 AM PEAK VOLUME 29
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 74 5 0 8 0 0 87 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.1% 5.7% 0.0% 9.2% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS22 DWY Western south of Ocean Ranch.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 3 0 0 0 0 0 3
0:15 0 0 0 0 0 0 0 12:15 3 0 0 0 0 0 3
0:30 0 0 0 0 0 0 0 12:30 1 1 0 1 0 0 3
0:45 0 0 0 0 0 0 0 12:45 4 0 0 0 0 0 4
1:00 0 0 0 0 0 0 0 13:00 0 0 0 1 0 0 1
1:15 0 0 0 0 0 0 0 13:15 3 0 0 0 0 0 3
1:30 0 0 0 0 0 0 0 13:30 1 1 0 0 0 0 2
1:45 0 0 0 0 0 0 0 13:45 2 0 0 0 0 0 2
2:00 0 0 0 0 0 0 0 14:00 11 0 0 1 0 0 12
2:15 0 0 0 0 0 0 0 14:15 5 0 0 1 0 0 6
2:30 0 0 0 0 0 0 0 14:30 12 0 0 0 0 0 12
2:45 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 6 0 0 0 0 0 6
3:15 0 0 0 0 0 0 0 15:15 6 0 0 0 0 0 6
3:30 1 0 0 0 0 0 1 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1
4:00 0 0 0 0 0 0 0 16:00 2 0 0 0 0 0 2
4:15 0 0 0 0 0 0 0 16:15 2 0 0 0 0 0 2
4:30 1 0 0 0 0 0 1 16:30 0 0 0 0 0 0 0
4:45 3 0 0 0 0 0 3 16:45 0 0 0 0 0 0 0
5:00 1 0 0 0 0 0 1 17:00 0 0 0 0 0 0 0
5:15 4 0 0 0 0 0 4 17:15 0 0 0 0 0 0 0
5:30 1 0 0 0 0 0 1 17:30 0 0 0 0 0 0 0
5:45 1 0 0 0 0 0 1 17:45 0 0 0 0 0 0 0
6:00 3 0 0 0 0 0 3 18:00 0 0 0 0 0 0 0
6:15 1 0 0 1 0 0 2 18:15 0 0 0 0 0 0 0
6:30 2 0 0 0 0 0 2 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 2 0 0 0 0 0 2 19:00 0 0 0 0 0 0 0
7:15 2 0 0 0 0 0 2 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 1 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0
8:00 0 1 0 0 0 0 1 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 2 0 0 1 0 0 3 20:30 0 0 0 0 0 0 0
8:45 3 0 0 0 0 0 3 20:45 0 0 0 0 0 0 0
9:00 0 1 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 0 1 0 0 0 0 1 21:15 0 0 0 0 0 0 0
9:30 1 0 0 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 1 0 0 0 0 0 1 22:00 0 0 0 0 0 0 0
10:15 3 2 0 1 0 0 6 22:15 0 0 0 0 0 0 0
10:30 5 0 0 0 0 0 5 22:30 4 0 0 0 0 0 4
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 1 1 0 1 0 0 3 23:00 0 0 0 0 0 0 0
11:15 1 0 0 1 0 0 2 23:15 0 0 0 0 0 0 0
11:30 3 0 0 0 0 0 3 23:30 0 0 0 0 0 0 0
11:45 1 0 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 46 6 0 5 0 0 57 TOTAL 68 2 0 4 0 0 74
AM PEAK HOUR 10:15 AM AM PEAK HOUR 1:45 PM
AM PEAK VOLUME 15 AM PEAK VOLUME 32
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 114 8 0 9 0 0 131 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.0% 6.1% 0.0% 6.9% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS23 DWY Eastern south of Ocean Ranch.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 0 0 0 0 0 2
0:15 0 0 0 0 0 0 0 12:15 0 1 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 1 0 0 0 0 0 1
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 4 0 0 1 0 0 5
1:45 0 0 0 0 0 0 0 13:45 2 0 1 0 0 0 3
2:00 0 0 0 0 0 0 0 14:00 2 0 0 0 0 0 2
2:15 0 0 0 0 0 0 0 14:15 1 0 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 1 0 0 0 0 0 1
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 1 0 0 0 0 0 1 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 8 1 0 0 0 0 9 17:00 0 0 0 0 0 0 0
5:15 10 0 0 0 0 0 10 17:15 0 0 0 0 0 0 0
5:30 3 0 0 0 0 0 3 17:30 0 0 0 0 0 0 0
5:45 4 0 0 0 0 0 4 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 1 0 0 1 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 1 0 0 1 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 1 1 0 0 0 0 2 19:45 0 0 0 0 0 0 0
8:00 0 1 0 0 0 0 1 20:00 0 0 0 0 0 0 0
8:15 2 0 0 1 0 0 3 20:15 0 0 0 0 0 0 0
8:30 0 1 0 0 0 0 1 20:30 0 0 0 0 0 0 0
8:45 0 0 1 0 0 0 1 20:45 1 0 0 0 0 0 1
9:00 0 0 1 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 1 1 0 1 0 0 3 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 2 0 0 0 0 0 2 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 0 0 1 1 0 0 2 22:15 0 0 0 0 0 0 0
10:30 1 0 0 0 0 0 1 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 1 0 0 1 23:15 0 0 0 0 0 0 0
11:30 1 0 0 1 0 0 2 23:30 0 0 0 0 0 0 0
11:45 0 1 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 37 6 3 7 0 0 53 TOTAL 16 1 1 1 0 0 19
AM PEAK HOUR 5:00 AM AM PEAK HOUR 1:30 PM
AM PEAK VOLUME 26 AM PEAK VOLUME 11
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 53 7 4 8 0 0 72 CLASS 2 2-AXLE TRUCKS % OF TOTAL 73.6% 9.7% 5.6% 11.1% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 74 8 5 9 0 0 96
CLASS 6 Buses % OF TOTAL 77.1% 8.3% 5.2% 9.4% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS23 DWY Eastern south of Ocean Ranch.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 2 0 0 0 0 0 2
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 0 1 0 0 0 0 1
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 5 0 0 0 0 0 5
2:15 0 0 0 0 0 0 0 14:15 2 0 0 0 0 0 2
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 1 0 0 0 0 0 1
3:15 0 0 0 0 0 0 0 15:15 2 0 0 0 0 0 2
3:30 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 1
4:15 0 0 0 0 0 0 0 16:15 2 0 0 0 0 0 2
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 1 0 0 0 0 0 1
5:30 0 0 0 0 0 0 0 17:30 1 0 0 0 0 0 1
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 1 0 0 0 0 0 1
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 1 0 0 0 0 0 1
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 1 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 0 0 0 1 0 0 1 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 1 0 0 0 0 0 1 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 1 0 1 1 0 0 3 TOTAL 20 1 0 0 0 0 21
AM PEAK HOUR 9:30 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 2 AM PEAK VOLUME 7
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 21 1 1 1 0 0 24 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.5% 4.2% 4.2% 4.2% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS23 DWY Eastern south of Ocean Ranch.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 0 0 0 0 0 2
0:15 0 0 0 0 0 0 0 12:15 2 1 0 0 0 0 3
0:30 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 1 1 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 4 0 0 1 0 0 5
1:45 0 0 0 0 0 0 0 13:45 2 0 1 0 0 0 3
2:00 0 0 0 0 0 0 0 14:00 7 0 0 0 0 0 7
2:15 0 0 0 0 0 0 0 14:15 3 0 0 0 0 0 3
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 2 0 0 0 0 0 2
3:30 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 1
4:15 0 0 0 0 0 0 0 16:15 2 0 0 0 0 0 2
4:30 1 0 0 0 0 0 1 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 8 1 0 0 0 0 9 17:00 0 0 0 0 0 0 0
5:15 10 0 0 0 0 0 10 17:15 1 0 0 0 0 0 1
5:30 3 0 0 0 0 0 3 17:30 1 0 0 0 0 0 1
5:45 4 0 0 0 0 0 4 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 1 0 0 1 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 1 0 0 1 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 1 1 0 0 0 0 2 19:45 0 0 0 0 0 0 0
8:00 0 1 0 0 0 0 1 20:00 1 0 0 0 0 0 1
8:15 2 0 0 1 0 0 3 20:15 0 0 0 0 0 0 0
8:30 0 1 0 0 0 0 1 20:30 1 0 0 0 0 0 1
8:45 0 0 1 0 0 0 1 20:45 1 0 0 0 0 0 1
9:00 0 0 1 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 1 1 0 1 0 0 3 21:15 0 0 0 0 0 0 0
9:30 0 0 1 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 2 0 0 0 0 0 2 21:45 0 0 0 0 0 0 0
10:00 0 0 0 1 0 0 1 22:00 0 0 0 0 0 0 0
10:15 0 0 1 1 0 0 2 22:15 0 0 0 0 0 0 0
10:30 1 0 0 0 0 0 1 22:30 0 0 0 0 0 0 0
10:45 1 0 0 0 0 0 1 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 1 0 0 1 0 0 2 23:15 0 0 0 0 0 0 0
11:30 1 0 0 1 0 0 2 23:30 0 0 0 0 0 0 0
11:45 0 1 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 38 6 4 8 0 0 56 TOTAL 36 2 1 1 0 0 40
AM PEAK HOUR 5:00 AM AM PEAK HOUR 1:30 PM
AM PEAK VOLUME 26 AM PEAK VOLUME 18
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 74 8 5 9 0 0 96 CLASS 2 2-AXLE TRUCKS % OF TOTAL 77.1% 8.3% 5.2% 9.4% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS23 DWY Eastern south of Ocean Ranch.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 0 0 1 0 0 3
0:15 0 0 0 0 0 0 0 12:15 0 0 0 0 0 0 0
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 1 0 1 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 1 0 0 1
1:15 0 0 0 0 0 0 0 13:15 3 0 0 0 0 0 3
1:30 0 0 0 0 0 0 0 13:30 3 1 0 1 0 0 5
1:45 0 0 0 0 0 0 0 13:45 2 0 0 0 0 0 2
2:00 0 0 0 0 0 0 0 14:00 1 0 0 1 0 0 2
2:15 0 0 0 0 0 0 0 14:15 1 0 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 3 0 0 0 0 0 3 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 1 0 0 0 0 0 1 16:45 0 0 0 0 0 0 0
5:00 6 0 0 0 0 0 6 17:00 0 0 0 0 0 0 0
5:15 11 0 0 0 0 0 11 17:15 1 0 0 0 0 0 1
5:30 5 0 0 0 0 0 5 17:30 0 0 0 0 0 0 0
5:45 3 0 0 0 0 0 3 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 1 0 0 1 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 3 0 0 0 0 0 3 19:45 0 0 0 0 0 0 0
8:00 2 0 0 0 0 0 2 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 1 0 0 0 0 0 1
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 2 0 0 0 0 0 2 20:45 0 0 0 0 0 0 0
9:00 1 1 0 0 0 0 2 21:00 0 0 0 0 0 0 0
9:15 1 0 0 1 0 0 2 21:15 0 0 0 0 0 0 0
9:30 1 0 0 0 0 0 1 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 2 0 0 0 0 0 2 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 1 0 0 1 22:45 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 3 0 0 0 0 0 3 23:45 0 0 0 0 0 0 0
TOTAL 45 1 0 3 0 0 49 TOTAL 16 1 1 4 0 0 22
AM PEAK HOUR 5:00 AM AM PEAK HOUR 1:15 PM
AM PEAK VOLUME 25 AM PEAK VOLUME 12
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 61 2 1 7 0 0 71 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.9% 2.8% 1.4% 9.9% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 90 3 2 8 0 0 103
CLASS 6 Buses % OF TOTAL 87.4% 2.9% 1.9% 7.8% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS23 DWY Eastern south of Ocean Ranch.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 1 0 0 0 0 1
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0
1:00 0 0 0 0 0 0 0 13:00 1 0 1 0 0 0 2
1:15 0 0 0 0 0 0 0 13:15 0 0 0 1 0 0 1
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 5 0 0 0 0 0 5
2:15 0 0 0 0 0 0 0 14:15 3 0 0 0 0 0 3
2:30 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 3 0 0 0 0 0 3
3:15 0 0 0 0 0 0 0 15:15 1 0 0 0 0 0 1
3:30 0 0 0 0 0 0 0 15:30 2 0 0 0 0 0 2
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 2 0 0 0 0 0 2
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 1 0 0 0 0 0 1
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 2 0 0 0 0 0 2
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 2 0 0 0 0 0 2 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 1 0 0 0 0 0 1
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 1 0 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 6 0 0 0 0 0 6 TOTAL 23 1 1 1 0 0 26
AM PEAK HOUR 9:30 AM AM PEAK HOUR 2:00 PM
AM PEAK VOLUME 3 AM PEAK VOLUME 9
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 29 1 1 1 0 0 32 CLASS 2 2-AXLE TRUCKS % OF TOTAL 90.6% 3.1% 3.1% 3.1% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS23 DWY Eastern south of Ocean Ranch.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 1 0 1 0 0 4
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 1 0 1 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 1 0 1 1 0 0 3
1:15 0 0 0 0 0 0 0 13:15 3 0 0 1 0 0 4
1:30 0 0 0 0 0 0 0 13:30 3 1 0 1 0 0 5
1:45 0 0 0 0 0 0 0 13:45 2 0 0 0 0 0 2
2:00 0 0 0 0 0 0 0 14:00 6 0 0 1 0 0 7
2:15 0 0 0 0 0 0 0 14:15 4 0 0 0 0 0 4
2:30 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 3 0 0 0 0 0 3
3:15 0 0 0 0 0 0 0 15:15 1 0 0 0 0 0 1
3:30 3 0 0 0 0 0 3 15:30 3 0 0 0 0 0 3
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 1 0 0 0 0 0 1 16:45 0 0 0 0 0 0 0
5:00 6 0 0 0 0 0 6 17:00 2 0 0 0 0 0 2
5:15 11 0 0 0 0 0 11 17:15 1 0 0 0 0 0 1
5:30 5 0 0 0 0 0 5 17:30 0 0 0 0 0 0 0
5:45 3 0 0 0 0 0 3 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 1 0 0 1 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 3 0 0 0 0 0 3 19:45 1 0 0 0 0 0 1
8:00 2 0 0 0 0 0 2 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 3 0 0 0 0 0 3
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 3 0 0 0 0 0 3 20:45 0 0 0 0 0 0 0
9:00 1 1 0 0 0 0 2 21:00 0 0 0 0 0 0 0
9:15 1 0 0 1 0 0 2 21:15 0 0 0 0 0 0 0
9:30 3 0 0 0 0 0 3 21:30 0 0 0 0 0 0 0
9:45 2 0 0 0 0 0 2 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 2 0 0 0 0 0 2 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 1 0 0 0 0 0 1
10:45 0 0 0 1 0 0 1 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 4 0 0 0 0 0 4 23:45 0 0 0 0 0 0 0
TOTAL 51 1 0 3 0 0 55 TOTAL 39 2 2 5 0 0 48
AM PEAK HOUR 5:00 AM AM PEAK HOUR 1:30 PM
AM PEAK VOLUME 25 AM PEAK VOLUME 18
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 90 3 2 8 0 0 103 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.4% 2.9% 1.9% 7.8% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

COMBINED COMBINED
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 1 1 0 0
0:15 0 0 0 0 12:15 1 0 0 0
0:30 0 0 0 0 12:30 0 1 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 2 0 2 0 0 0 0 4
1:00 0 0 0 0 13:00 1 1 0 0
1:15 0 0 0 0 13:15 2 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 0 0 13:45 0 3 0 1 0 0 0 0 4
2:00 0 0 0 0 14:00 0 4 0 2
2:15 0 0 0 0 14:15 1 2 0 0
2:30 0 0 0 0 14:30 2 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 1 4 0 6 0 0 2 4 14
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0 0
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 1 0 17:00 0 0 0 0
5:15 1 0 0 0 17:15 0 0 0 0
5:30 1 0 0 0 17:30 0 0 0 0
5:45 0 2 0 0 0 1 0 0 3 17:45 0 0 1 1 0 0 0 0 1
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 1 0 0 19:30 0 0 0 0
7:45 0 0 0 1 0 0 0 0 1 19:45 0 0 0 0 0 0 0 0
8:00 1 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 1 0 0 20:30 0 0 0 0
8:45 1 2 0 1 0 0 0 0 3 20:45 0 0 0 0 0 0 0 0
9:00 1 1 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 1 0 0 21:30 0 0 0 0
9:45 1 2 1 3 0 0 0 0 5 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 1 1 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 1 0 1 0 0 0 0 2 22:45 0 0 0 0 0 0 0 0
11:00 3 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 1 0 0 23:30 0 0 0 0
11:45 0 3 0 1 0 0 1 1 5 23:45 0 0 0 0 0 0 0 0
Total Vol. 10 7 1 1 19 9 10 0 4 23
IN OUT IN OUT Combined
19 17 1 5 42
Split % 52.6% 36.8% 5.3% 5.3% 45.2% 39.1% 43.5% 0.0% 17.4% 54.8% Peak Hour 10:15 9:00 4:15 11:00 9:00 14:00 13:30 14:00 14:00 Volume 4 3 1 1 5 4 6 4 14
P.H.F. 0.33 0.75 0.25 0.25 0.63 0.63 0.38 0.50 0.58
Tuesday, June 13, 2023 SC4085
PB_21 DWY west of Corporate Center. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 2 0 0
0:15 0 0 0 0 12:15 1 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 1 0 2 0 0 0 0 3
1:00 0 0 0 0 13:00 1 1 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 2 0 0
1:45 0 0 0 0 0 0 0 0 13:45 1 2 1 4 0 0 0 0 6
2:00 0 0 0 0 14:00 0 2 0 2
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 1 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 0 1 4 0 0 0 2 6
3:00 0 0 0 0 15:00 1 0 0 0
3:15 0 0 0 0 15:15 2 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 3 0 0 0 0 0 0 3
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 1 1 0 0 1 16:45 0 0 1 1 0 0 0 0 1
5:00 1 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 1 0 0 0 17:30 0 0 0 0
5:45 0 2 0 0 0 0 0 0 2 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 0 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 0
8:00 1 0 0 2 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 1 0 0 0 0 0 2 3 20:45 0 0 0 0 0 0 0 0
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 1 0 0 3 21:30 0 0 0 0
9:45 2 3 0 0 0 0 0 3 6 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 1 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 1 0 0 0 23:30 0 0 0 0
11:45 0 2 0 0 0 0 0 0 2 23:45 0 0 0 0 0 0 0 0
Total Vol. 8 0 1 0 14 6 11 0 2 19
IN OUT IN OUT Combined
14 11 1 2 33
Split % 57.1% 0.0% 7.1% 0.0% 42.4% 31.6% 57.9% 0.0% 10.5% 57.6% Peak Hour 9:00 11:15 4:00 8:45 9:00 14:30 13:15 13:15 13:15 Volume 3 2 1 3 6 3 5 2 8
P.H.F. 0.38 0.25 0.25 0.25 0.38 0.50 0.63 0.25 0.50
Wednesday, June 14, 2023 SC4085
PB_21 DWY west of Corporate Center. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 0 14:00 2 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 2 0 0 0 0 0 0 2
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0 0
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 1 1 0 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0 0
8:00 0 1 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 0 0 1 0 0 0 0 1 20:45 0 0 0 0 0 0 0 0
9:00 1 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 0 0 0 21:30 0 0 0 0
9:45 0 1 0 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 0 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0 0
Total Vol. 2 1 0 0 3 2 0 0 0 2
IN OUT IN OUT Combined
4 1 0 0 5
Split % 66.7% 33.3% 0.0% 0.0% 60.0% 100.0% 0.0% 0.0% 0.0% 40.0% Peak Hour 7:00 7:15 7:15 13:15 13:15
Volume 1 1 2 2 2
P.H.F. 0.25 0.25 0.50 0.25
Tuesday, June 13, 2023 SC4085
PB_22 DWY Western south of Ocean Ranch. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 0 14:00 0 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 1 1 0 0 0 0 0 0 1
3:00 0 0 0 0 15:00 0 1 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 1 0 0 0 0 1
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 0 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 0
8:00 0 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0 0
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 1 0 0 0 21:30 0 0 0 0
9:45 0 1 0 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 0 2 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 1 1 0 2 0 0 0 0 3 23:45 0 0 0 0 0 0 0 0
Total Vol. 2 2 0 0 4 1 1 0 0 2
IN OUT IN OUT Combined
3 3 0 0 6
Split % 50.0% 50.0% 0.0% 0.0% 66.7% 50.0% 50.0% 0.0% 0.0% 33.3% Peak Hour 8:45 10:15 11:00 14:00 14:15 14:15
Volume 1 2 3 1 1 2
P.H.F. 0.25 0.25 0.38 0.25 0.50
Wednesday, June 14, 2023 SC4085
PB_22 DWY Western south of Ocean Ranch. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 0 14:00 0 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 0
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0 0
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 1 1 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 0 1 0 1 0 0 0 0 2 19:45 0 0 0 0 0 0 0 0
8:00 0 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0 0
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 2 0 0 21:15 0 0 0 0
9:30 2 0 0 0 21:30 0 0 0 0
9:45 0 2 0 2 0 0 0 0 4 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 0 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0 0
Total Vol. 3 3 0 0 6 0 0 0 0
IN OUT IN OUT Combined
3 3 0 0 6
Split % 50.0% 50.0% 0.0% 0.0% #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Peak Hour 8:45 8:30 8:45
Volume 2 2 4
P.H.F. 0.25 0.25 0.50
Tuesday, June 13, 2023 SC4085
PB_23 DWY Eastern south of Ocean Ranch. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 0 14:00 0 0 1 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 1 0 0 1
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0 0
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 0 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 0
8:00 0 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0 0
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 1 0 0 21:15 0 0 0 0
9:30 1 0 0 0 21:30 0 0 0 0
9:45 0 1 0 1 0 0 0 0 2 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 0 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0 0
Total Vol. 1 1 0 0 2 0 0 1 0 1
IN OUT IN OUT Combined
1 1 1 0 3
Split % 50.0% 50.0% 0.0% 0.0% 66.7% 0.0% 0.0% 100.0% 0.0% 33.3% Peak Hour 8:45 8:30 8:45 13:15 13:15
Volume 1 1 2 1 1
P.H.F. 0.25 0.25 0.50 0.25 0.25
Wednesday, June 14, 2023 SC4085
PB_23 DWY Eastern south of Ocean Ranch. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS31 DWY1 south of Harmony Grove.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 1 0 0 0 0 0 1
0:15 0 0 0 0 0 0 0 12:15 0 0 0 0 0 0 0
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 1 0 0 0 0 0 1 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 1 0 0 0 0 0 1
4:45 2 0 0 0 0 0 2 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 1 0 0 0 0 0 1
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 1 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 1 0 0 0 0 0 1
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 2 0 0 0 0 0 2 21:15 0 0 0 0 0 0 0
9:30 0 0 0 1 0 0 1 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 1 0 0 0 0 0 1
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 0 1 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 7 1 0 1 0 0 9 TOTAL 5 0 0 0 0 0 5
AM PEAK HOUR 9:15 AM AM PEAK HOUR 10:15 PM
AM PEAK VOLUME 3 AM PEAK VOLUME 1
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 12 1 0 1 0 0 14 CLASS 2 2-AXLE TRUCKS % OF TOTAL 85.7% 7.1% 0.0% 7.1% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 26 2 0 2 0 0 30
CLASS 6 Buses % OF TOTAL 86.7% 6.7% 0.0% 6.7% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS31 DWY1 south of Harmony Grove.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 1 1 0 0 0 0 2
0:15 1 0 0 0 0 0 1 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0
1:00 0 0 0 0 0 0 0 13:00 1 0 0 0 0 0 1
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 1 0 0 0 0 0 1 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 2 0 0 0 0 0 2
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 1 0 0 0 0 0 1
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 2 0 0 0 0 0 2
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 1 0 0 0 0 0 1
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 0 0 0 1 0 0 1 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 3 0 0 1 0 0 4 TOTAL 11 1 0 0 0 0 12
AM PEAK HOUR 11:15 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 1 AM PEAK VOLUME 4
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 14 1 0 1 0 0 16 CLASS 2 2-AXLE TRUCKS % OF TOTAL 87.5% 6.3% 0.0% 6.3% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS31 DWY1 south of Harmony Grove.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 2 1 0 0 0 0 3
0:15 1 0 0 0 0 0 1 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 1 0 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0
1:00 0 0 0 0 0 0 0 13:00 1 0 0 0 0 0 1
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 1 0 0 0 0 0 1 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 2 0 0 0 0 0 2
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 1 0 0 0 0 0 1 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 2 0 0 0 0 0 2
4:45 2 0 0 0 0 0 2 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 3 0 0 0 0 0 3
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 1 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 1 0 0 0 0 0 1
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 1 0 0 0 0 0 1
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 2 0 0 0 0 0 2 21:15 0 0 0 0 0 0 0
9:30 0 0 0 1 0 0 1 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 1 0 0 0 0 0 1
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 0 1 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 1 0 0 1 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 10 1 0 2 0 0 13 TOTAL 16 1 0 0 0 0 17
AM PEAK HOUR 8:45 AM AM PEAK HOUR 12:00 PM
AM PEAK VOLUME 4 AM PEAK VOLUME 5
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 26 2 0 2 0 0 30 CLASS 2 2-AXLE TRUCKS % OF TOTAL 86.7% 6.7% 0.0% 6.7% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS31 DWY1 south of Harmony Grove.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 1 0 0 0 0 0 1
0:15 0 0 0 0 0 0 0 12:15 0 0 0 0 0 0 0
0:30 0 0 0 0 0 0 0 12:30 0 1 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 1 0 0 0 0 0 1
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 2 0 0 0 0 0 2
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 1 0 0 0 0 0 1
4:30 1 0 0 0 0 0 1 16:30 1 0 0 0 0 0 1
4:45 2 0 0 0 0 0 2 16:45 1 0 0 0 0 0 1
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 2 0 0 0 0 0 2
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 1 0 0 0 0 0 1
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 1 0 0 0 0 0 1 19:00 0 0 0 0 0 0 0
7:15 1 0 0 0 0 0 1 19:15 1 0 0 0 0 0 1
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 1 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 1 0 0 0 0 0 1
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 1 0 0 0 0 0 1 22:00 0 0 0 0 0 0 0
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 11 0 0 0 0 0 11 TOTAL 15 1 0 0 0 0 16
AM PEAK HOUR 7:00 AM AM PEAK HOUR 4:30 PM
AM PEAK VOLUME 4 AM PEAK VOLUME 4
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 26 1 0 0 0 0 27 CLASS 2 2-AXLE TRUCKS % OF TOTAL 96.3% 3.7% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 53 2 0 0 0 0 55
CLASS 6 Buses % OF TOTAL 96.4% 3.6% 0.0% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS31 DWY1 south of Harmony Grove.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 0 0 0 0 0 0 0
0:30 0 0 0 0 0 0 0 12:30 0 1 0 0 0 0 1
0:45 0 0 0 0 0 0 0 12:45 1 0 0 0 0 0 1
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 1 0 0 0 0 0 1 13:15 2 0 0 0 0 0 2
1:30 1 0 0 0 0 0 1 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 1 0 0 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 1 0 0 0 0 0 1
3:30 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1
4:00 0 0 0 0 0 0 0 16:00 2 0 0 0 0 0 2
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 1 0 0 0 0 0 1
5:30 0 0 0 0 0 0 0 17:30 1 0 0 0 0 0 1
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 0 0 0 0 18:15 2 0 0 0 0 0 2
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 1 0 0 0 0 0 1 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 1 0 0 0 0 0 1
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 1 0 0 0 0 0 1
8:15 0 0 0 0 0 0 0 20:15 1 0 0 0 0 0 1
8:30 0 0 0 0 0 0 0 20:30 1 0 0 0 0 0 1
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 1 0 0 0 0 0 1
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 1 0 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 6 0 0 0 0 0 6 TOTAL 21 1 0 0 0 0 22
AM PEAK HOUR 11:00 AM AM PEAK HOUR 3:15 PM
AM PEAK VOLUME 2 AM PEAK VOLUME 5
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 27 1 0 0 0 0 28 CLASS 2 2-AXLE TRUCKS % OF TOTAL 96.4% 3.6% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS31 DWY1 south of Harmony Grove.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 1 0 0 0 0 0 1
0:15 0 0 0 0 0 0 0 12:15 0 0 0 0 0 0 0
0:30 0 0 0 0 0 0 0 12:30 0 2 0 0 0 0 2
0:45 0 0 0 0 0 0 0 12:45 2 0 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 1 0 0 0 0 0 1 13:15 4 0 0 0 0 0 4
1:30 1 0 0 0 0 0 1 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 2 0 0 0 0 0 2
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 1 0 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 1 0 0 0 0 0 1
3:30 0 0 0 0 0 0 0 15:30 1 0 0 0 0 0 1
3:45 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1
4:00 0 0 0 0 0 0 0 16:00 2 0 0 0 0 0 2
4:15 0 0 0 0 0 0 0 16:15 1 0 0 0 0 0 1
4:30 1 0 0 0 0 0 1 16:30 1 0 0 0 0 0 1
4:45 2 0 0 0 0 0 2 16:45 1 0 0 0 0 0 1
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 3 0 0 0 0 0 3
5:30 0 0 0 0 0 0 0 17:30 1 0 0 0 0 0 1
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 0 0 0 0 18:15 2 0 0 0 0 0 2
6:30 0 0 0 0 0 0 0 18:30 1 0 0 0 0 0 1
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 2 0 0 0 0 0 2 19:00 0 0 0 0 0 0 0
7:15 1 0 0 0 0 0 1 19:15 2 0 0 0 0 0 2
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 1 0 0 0 0 0 1 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 1 0 0 0 0 0 1
8:15 0 0 0 0 0 0 0 20:15 2 0 0 0 0 0 2
8:30 0 0 0 0 0 0 0 20:30 1 0 0 0 0 0 1
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 1 0 0 0 0 0 1 22:00 0 0 0 0 0 0 0
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 2 0 0 0 0 0 2 23:00 0 0 0 0 0 0 0
11:15 0 0 0 0 0 0 0 23:15 1 0 0 0 0 0 1
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 1 0 0 0 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 17 0 0 0 0 0 17 TOTAL 36 2 0 0 0 0 38
AM PEAK HOUR 7:00 AM AM PEAK HOUR 12:30 PM
AM PEAK VOLUME 5 AM PEAK VOLUME 8
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 53 2 0 0 0 0 55 CLASS 2 2-AXLE TRUCKS % OF TOTAL 96.4% 3.6% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS32 DWY2 south of Harmony Grove.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 1 0 0 0 0 0 1 12:15 2 1 0 0 0 0 3
0:30 1 0 0 0 0 0 1 12:30 2 0 0 0 0 0 2
0:45 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 1 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 1 0 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 1 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 1 0 0 1 19:30 0 0 0 0 0 0 0
7:45 0 0 0 2 0 0 2 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 0 0 0 1 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 1 0 0 1 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 1 0 0 1 22:45 0 0 0 0 0 0 0
11:00 0 0 0 1 0 0 1 23:00 0 0 0 1 0 0 1
11:15 0 0 0 0 0 0 0 23:15 0 0 0 0 0 0 0
11:30 0 0 0 1 0 0 1 23:30 0 0 0 0 0 0 0
11:45 0 0 0 2 0 0 2 23:45 0 0 0 0 0 0 0
TOTAL 3 0 0 10 0 0 13 TOTAL 5 2 1 1 0 0 9
AM PEAK HOUR 11:00 AM AM PEAK HOUR 12:15 PM
AM PEAK VOLUME 4 AM PEAK VOLUME 5
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 8 2 1 11 0 0 22 CLASS 2 2-AXLE TRUCKS % OF TOTAL 36.4% 9.1% 4.5% 50.0% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 17 5 2 20 0 0 44
CLASS 6 Buses % OF TOTAL 38.6% 11.4% 4.5% 45.5% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS32 DWY2 south of Harmony Grove.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 2 1 0 1 0 0 4
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 1 0 0 0 0 0 1
1:00 1 0 0 0 0 0 1 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 1 0 0 0 0 0 1 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 0 0 1 0 0 0 1
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 0 1 0 0 0 0 1
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 3 0 0 3 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 1 0 0 1 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 1 0 0 1 20:30 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 2 0 0 2 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 1 0 0 0 0 0 1 21:45 0 0 0 0 0 0 0
10:00 1 1 0 0 0 0 2 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 0 0 0 1 0 0 1 23:15 0 0 0 0 0 0 0
11:30 1 0 0 0 0 0 1 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 5 1 0 8 0 0 14 TOTAL 4 2 1 1 0 0 8
AM PEAK HOUR 9:15 AM AM PEAK HOUR 12:15 PM
AM PEAK VOLUME 5 AM PEAK VOLUME 5
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 9 3 1 9 0 0 22
CLASS 2 2-AXLE TRUCKS % OF TOTAL 40.9% 13.6% 4.5% 40.9% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS32 DWY2 south of Harmony Grove.TU.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 1 0 0 0 0 0 1 12:15 4 2 0 1 0 0 7
0:30 1 0 0 0 0 0 1 12:30 2 0 0 0 0 0 2
0:45 0 0 0 0 0 0 0 12:45 1 0 0 0 0 0 1
1:00 1 0 0 0 0 0 1 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 1 0 0 0 0 0 1 13:45 0 0 1 0 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 1 0 0 0 1
2:15 0 0 0 0 0 0 0 14:15 1 0 0 0 0 0 1
2:30 0 0 0 0 0 0 0 14:30 1 0 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 0 2 0 0 0 0 2
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 0 0 0 0 0 0 0
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 3 0 0 3 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 1 0 0 1 19:30 0 0 0 0 0 0 0
7:45 0 0 0 2 0 0 2 19:45 0 0 0 0 0 0 0
8:00 0 0 0 1 0 0 1 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 1 0 0 1 20:30 0 0 0 0 0 0 0
8:45 0 0 0 1 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 3 0 0 3 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 2 0 0 0 0 0 2 21:45 0 0 0 0 0 0 0
10:00 1 1 0 0 0 0 2 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 1 0 0 1 22:45 0 0 0 0 0 0 0
11:00 0 0 0 1 0 0 1 23:00 0 0 0 1 0 0 1
11:15 0 0 0 1 0 0 1 23:15 0 0 0 0 0 0 0
11:30 1 0 0 1 0 0 2 23:30 0 0 0 0 0 0 0
11:45 0 0 0 2 0 0 2 23:45 0 0 0 0 0 0 0
TOTAL 8 1 0 18 0 0 27 TOTAL 9 4 2 2 0 0 17
AM PEAK HOUR 9:15 AM AM PEAK HOUR 12:15 PM
AM PEAK VOLUME 7 AM PEAK VOLUME 10
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 17 5 2 20 0 0 44 CLASS 2 2-AXLE TRUCKS % OF TOTAL 38.6% 11.4% 4.5% 45.5% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Tuesday, June 13, 2023

COMBINED COMBINED
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS32 DWY2 south of Harmony Grove.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 0 0 0 0 0 0 0
0:45 0 0 0 0 0 0 0 12:45 1 0 0 0 0 0 1
1:00 0 1 0 0 0 0 1 13:00 1 0 0 0 0 0 1
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 0 0 0 0 0 0 0 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 0 1 0 0 1
2:00 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0
2:15 0 0 0 0 0 0 0 14:15 0 0 0 2 0 0 2
2:30 0 0 0 0 0 0 0 14:30 0 0 0 0 0 0 0
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 1 0 0 0 0 0 1 15:30 0 0 0 0 0 0 0
3:45 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1
4:00 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 1
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 1 0 0 0 0 0 1
7:15 1 0 0 0 0 0 1 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 0 0 0 0 0 0 0
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 0 0 0 0 0 0 0 21:00 0 0 0 0 0 0 0
9:15 0 0 0 1 0 0 1 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 0 0 0 2 0 0 2 21:45 0 0 0 0 0 0 0
10:00 0 1 0 0 0 0 1 22:00 0 0 0 0 0 0 0
10:15 0 0 0 0 0 0 0 22:15 0 0 0 0 0 0 0
10:30 0 0 0 0 0 0 0 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 23:00 0 0 0 0 0 0 0
11:15 0 0 0 1 0 0 1 23:15 0 0 0 1 0 0 1
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 1 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 4 2 0 5 0 0 11 TOTAL 7 0 0 4 0 0 11
AM PEAK HOUR 9:15 AM AM PEAK HOUR 1:45 PM
AM PEAK VOLUME 4 AM PEAK VOLUME 3
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 11 2 0 9 0 0 22 CLASS 2 2-AXLE TRUCKS % OF TOTAL 50.0% 9.1% 0.0% 40.9% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV TOTAL: ALL 24 3 0 19 0 0 46
CLASS 6 Buses % OF TOTAL 52.2% 6.5% 0.0% 41.3% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023
IN IN
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS32 DWY2 south of Harmony Grove.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 0 0 0 0 0 0 0
0:30 0 0 0 0 0 0 0 12:30 0 0 0 1 0 0 1
0:45 0 0 0 0 0 0 0 12:45 2 0 0 0 0 0 2
1:00 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 1 0 0 0 0 0 1 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0
2:00 0 0 0 0 0 0 0 14:00 1 0 0 0 0 0 1
2:15 0 0 0 0 0 0 0 14:15 0 0 0 0 0 0 0
2:30 0 0 0 0 0 0 0 14:30 0 1 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 0 0 0 0 0 0 0 15:30 0 0 0 1 0 0 1
3:45 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0
4:00 0 0 0 0 0 0 0 16:00 1 0 0 0 0 0 1
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 1 0 0 1 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 4 0 0 4 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0
7:15 0 0 0 0 0 0 0 19:15 0 0 0 0 0 0 0
7:30 0 0 0 0 0 0 0 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 1 0 0 0 0 0 1
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0
9:00 1 0 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 0 0 0 0 0 0 0 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0
10:00 0 0 0 2 0 0 2 22:00 0 0 0 0 0 0 0
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 1 0 0 1 23:15 0 0 0 0 0 0 0
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0
TOTAL 6 0 0 8 0 0 14 TOTAL 7 1 0 2 0 0 10
AM PEAK HOUR 10:00 AM AM PEAK HOUR 3:00 PM
AM PEAK VOLUME 5 AM PEAK VOLUME 3
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 13 1 0 10 0 0 24 CLASS 2 2-AXLE TRUCKS % OF TOTAL 54.2% 4.2% 0.0% 41.7% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 BUS
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

OUT OUT
A13123
DATE: CITY: San Diego
JOB #: SC4085 LOCATION: CLASS32 DWY2 south of Harmony Grove.WE.

AM PM
TIME 1 2 3 4 5 6 TOTAL Time 1 2 3 4 5 6 TOTAL
0:00 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0
0:15 0 0 0 0 0 0 0 12:15 1 0 0 0 0 0 1
0:30 0 0 0 0 0 0 0 12:30 0 0 0 1 0 0 1
0:45 0 0 0 0 0 0 0 12:45 3 0 0 0 0 0 3
1:00 0 1 0 0 0 0 1 13:00 1 0 0 0 0 0 1
1:15 0 0 0 0 0 0 0 13:15 0 0 0 0 0 0 0
1:30 1 0 0 0 0 0 1 13:30 0 0 0 0 0 0 0
1:45 0 0 0 0 0 0 0 13:45 0 0 0 1 0 0 1
2:00 0 0 0 0 0 0 0 14:00 1 0 0 0 0 0 1
2:15 0 0 0 0 0 0 0 14:15 0 0 0 2 0 0 2
2:30 0 0 0 0 0 0 0 14:30 0 1 0 0 0 0 1
2:45 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0
3:00 0 0 0 0 0 0 0 15:00 2 0 0 0 0 0 2
3:15 0 0 0 0 0 0 0 15:15 0 0 0 0 0 0 0
3:30 1 0 0 0 0 0 1 15:30 0 0 0 1 0 0 1
3:45 0 0 0 0 0 0 0 15:45 1 0 0 0 0 0 1
4:00 0 0 0 0 0 0 0 16:00 2 0 0 0 0 0 2
4:15 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0
4:30 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0
4:45 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0
5:00 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0
5:15 0 0 0 1 0 0 1 17:15 0 0 0 0 0 0 0
5:30 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0
5:45 0 0 0 4 0 0 4 17:45 0 0 0 0 0 0 0
6:00 0 0 0 0 0 0 0 18:00 1 0 0 0 0 0 1
6:15 0 0 0 0 0 0 0 18:15 0 0 0 0 0 0 0
6:30 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0
6:45 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0
7:00 0 0 0 0 0 0 0 19:00 1 0 0 0 0 0 1
7:15 1 0 0 0 0 0 1 19:15 0 0 0 0 0 0 0
7:30 1 0 0 0 0 0 1 19:30 0 0 0 0 0 0 0
7:45 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0
8:00 0 0 0 0 0 0 0 20:00 0 0 0 0 0 0 0
8:15 0 0 0 0 0 0 0 20:15 1 0 0 0 0 0 1
8:30 0 0 0 0 0 0 0 20:30 0 0 0 0 0 0 0
8:45 1 0 0 0 0 0 1 20:45 0 0 0 0 0 0 0
9:00 1 0 0 0 0 0 1 21:00 0 0 0 0 0 0 0
9:15 0 0 0 1 0 0 1 21:15 0 0 0 0 0 0 0
9:30 0 0 0 0 0 0 0 21:30 0 0 0 0 0 0 0
9:45 0 0 0 2 0 0 2 21:45 0 0 0 0 0 0 0
10:00 0 1 0 2 0 0 3 22:00 0 0 0 0 0 0 0
10:15 1 0 0 0 0 0 1 22:15 0 0 0 0 0 0 0
10:30 2 0 0 0 0 0 2 22:30 0 0 0 0 0 0 0
10:45 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0
11:00 1 0 0 0 0 0 1 23:00 0 0 0 0 0 0 0
11:15 0 0 0 2 0 0 2 23:15 0 0 0 1 0 0 1
11:30 0 0 0 0 0 0 0 23:30 0 0 0 0 0 0 0
11:45 0 0 0 1 0 0 1 23:45 0 0 0 0 0 0 0
TOTAL 10 2 0 13 0 0 25 TOTAL 14 1 0 6 0 0 21
AM PEAK HOUR 9:45 AM AM PEAK HOUR 12:15 PM
AM PEAK VOLUME 8 AM PEAK VOLUME 6
CLASS 1 PASSENGER VEHICLES TOTAL: AM+PM 24 3 0 19 0 0 46 CLASS 2 2-AXLE TRUCKS % OF TOTAL 52.2% 6.5% 0.0% 41.3% 0.0% 0.0% 100.0% CLASS 3 3-AXLE TRUCKS
CLASS 4 4 OR MORE AXLE TRUCKS
CLASS 5 RV
CLASS 6 Buses
24-HOUR ROADWAY SEGMENT COUNTS (WITH CLASSIFICATION)
Prepared by AimTD LLC tel. 714 253 7888 [email protected]
Wednesday, June 14, 2023

COMBINED COMBINED
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 1 1 0 0 0 0 1 12:45 0 0 0 0 0 0 0 0
1:00 1 1 0 0 13:00 1 0 0 0
1:15 0 0 0 0 13:15 0 2 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 1 0 1 0 0 0 0 2 13:45 0 1 0 2 0 0 0 0 3
2:00 0 0 0 0 14:00 0 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 0
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0 0
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 0
7:45 0 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 0
8:00 0 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0 0
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 0 0 0 21:30 0 0 0 0
9:45 0 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 1 1 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 0 1 0 1 0 0 0 0 2 23:45 0 0 0 0 0 0 0 0
Total Vol. 2 3 0 0 5 1 2 0 0 3
IN OUT IN OUT Combined
3 5 0 0 8
Split % 40.0% 60.0% 0.0% 0.0% 62.5% 33.3% 66.7% 0.0% 0.0% 37.5% Peak Hour 0:15 0:15 0:15 12:15 12:30 12:30
Volume 1 2 3 1 2 3
P.H.F. 0.25 0.50 0.38 0.25 0.38
Tuesday, June 13, 2023 SC4085
PB_31 DWY1 south of Harmony Grove. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 1 1 0 0 0 0 1 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 1 0 13:30 0 0 0 0
1:45 0 0 0 0 0 1 0 0 1 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 0 14:00 0 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 1 0 0 0 14:30 0 0 0 0
2:45 0 1 0 0 0 0 0 0 1 14:45 0 0 0 0 0 0 0 0
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 1 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 1 0 0 0 0 1 15:45 0 0 0 0 0 0 0 0
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 1 0 1 0 16:30 0 0 0 0
4:45 0 1 0 0 1 2 0 0 3 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 1 4 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 1 0 4 0 0 0 0 5
6:00 0 0 0 0 18:00 2 0 0 0
6:15 0 0 0 0 18:15 1 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 1 4 0 0 0 0 0 0 4
7:00 0 1 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 1 0 0 0 19:30 0 0 0 0
7:45 0 1 1 2 0 0 0 0 3 19:45 0 0 0 0 0 0 0 0
8:00 0 0 0 0 20:00 0 0 0 1
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 0 0 0 0 0 0 0 0 20:45 0 0 0 0 0 0 0 1 1
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 0 0 0 21:30 0 0 0 0
9:45 0 0 1 1 0 0 0 0 1 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 1 0 0 23:30 0 0 0 0
11:45 0 0 0 1 0 0 0 0 1 23:45 0 0 0 0 0 0 0 0
Total Vol. 3 6 3 0 12 5 4 0 1 10
IN OUT IN OUT Combined
8 10 3 1 22
Split % 25.0% 50.0% 25.0% 0.0% 54.5% 50.0% 40.0% 0.0% 10.0% 45.5% Peak Hour 1:45 7:00 4:00 4:00 17:30 16:45 19:15 17:30
Volume 1 2 2 3 4 4 1 8
P.H.F. 0.25 0.50 0.50 0.38 0.63 0.25 0.25 0.40
Wednesday, June 14, 2023 SC4085
PB_31 DWY1 south of Harmony Grove. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 1 1 0 0 0 0 0 0 1 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 0 13:30 0 0 0 0
1:45 0 0 0 0 0 0 0 0 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 1 14:00 0 0 0 0
2:15 2 2 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 1 0 0
2:45 0 2 0 2 0 0 0 1 5 14:45 0 0 0 1 0 0 0 0 1
3:00 0 0 0 0 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 0 0 0
3:45 0 0 0 0 0 0 0 0 15:45 0 0 0 0 0 0 0 0
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 1 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 1 0 0 1
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 0
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 1 0 0 0
7:45 0 0 0 0 0 0 0 0 19:45 0 1 0 0 0 0 0 0 1
8:00 0 0 0 0 20:00 0 0 0 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 2 0 0 0 20:30 0 0 0 2
8:45 0 2 0 0 0 0 0 0 2 20:45 0 0 0 0 2 2 0 2 4
9:00 0 0 0 0 21:00 0 0 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 0 0 0 21:30 0 0 0 0
9:45 0 0 0 0 0 0 0 0 21:45 0 0 0 0 0 0 0 0
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 1 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 1 0 0 1 1 2
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 0 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0 0
Total Vol. 5 2 0 1 8 1 2 3 3 9
IN OUT IN OUT Combined
6 4 3 4 17
Split % 62.5% 25.0% 0.0% 12.5% 47.1% 11.1% 22.2% 33.3% 33.3% 52.9% Peak Hour 1:30 1:30 1:15 1:30 18:45 13:45 20:00 19:45 20:00 Volume 2 2 1 5 1 1 2 2 4
P.H.F. 0.25 0.25 0.25 0.31 0.25 0.25 0.25 0.50
Tuesday, June 13, 2023 SC4085
PB_32 DWY2 south of Harmony Grove. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
CITY: San Diego PROJECT:

AM Period IN OUT IN OUT PM Period IN OUT IN OUT
0:00 0 0 0 0 12:00 0 0 0 0
0:15 0 0 0 0 12:15 0 0 0 0
0:30 0 0 0 0 12:30 0 0 0 0
0:45 0 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 0
1:00 0 0 0 0 13:00 0 0 0 0
1:15 0 0 0 0 13:15 0 0 0 0
1:30 0 0 0 1 13:30 0 0 0 0
1:45 1 1 0 0 0 0 1 2 3 13:45 0 0 0 0 0 0 0 0
2:00 0 0 0 0 14:00 0 0 0 0
2:15 0 0 0 0 14:15 0 0 0 0
2:30 0 0 0 0 14:30 0 0 0 0
2:45 0 0 0 0 0 0 0 0 14:45 0 0 0 0 0 0 0 0
3:00 2 0 0 1 15:00 0 0 0 0
3:15 0 0 0 0 15:15 0 0 0 0
3:30 0 0 0 0 15:30 0 2 0 0
3:45 0 2 0 0 0 0 0 1 3 15:45 0 0 0 2 0 0 0 0 2
4:00 0 0 0 0 16:00 0 0 0 0
4:15 0 0 0 0 16:15 0 0 0 0
4:30 0 0 0 0 16:30 0 0 0 0
4:45 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0
5:00 0 0 0 0 17:00 0 0 0 0
5:15 0 0 0 0 17:15 0 0 0 0
5:30 0 0 0 0 17:30 0 0 0 0
5:45 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0
6:00 0 0 0 0 18:00 0 0 0 0
6:15 0 0 0 0 18:15 0 0 0 0
6:30 0 0 0 0 18:30 0 0 0 0
6:45 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0
7:00 0 0 0 0 19:00 0 0 0 1
7:15 0 0 0 0 19:15 0 0 0 0
7:30 0 0 0 0 19:30 0 0 0 1
7:45 0 0 0 0 0 0 0 0 19:45 0 0 0 0 0 0 0 2 2
8:00 0 0 0 0 20:00 0 0 1 0
8:15 0 0 0 0 20:15 0 0 0 0
8:30 0 0 0 0 20:30 0 0 0 0
8:45 1 1 0 0 0 0 0 0 1 20:45 0 0 0 0 0 1 0 0 1
9:00 0 0 0 0 21:00 0 1 0 0
9:15 0 0 0 0 21:15 0 0 0 0
9:30 0 0 0 0 21:30 0 0 0 0
9:45 0 0 0 0 0 0 0 0 21:45 0 0 0 1 0 0 0 0 1
10:00 0 0 0 0 22:00 0 0 0 0
10:15 0 0 0 0 22:15 0 0 0 0
10:30 0 0 0 0 22:30 0 0 0 0
10:45 0 0 0 0 0 0 0 0 22:45 0 0 0 0 0 0 0 0
11:00 0 0 0 0 23:00 0 0 0 0
11:15 0 0 0 0 23:15 0 0 0 0
11:30 0 0 0 0 23:30 0 0 0 0
11:45 0 0 0 0 0 0 0 0 23:45 0 0 0 0 0 0 0 0
Total Vol. 4 0 0 3 7 0 3 1 2 6
IN OUT IN OUT Combined
4 3 1 5 13
Split % 57.1% 0.0% 0.0% 42.9% 53.8% 0.0% 50.0% 16.7% 33.3% 46.2% Peak Hour 2:15 1:00 1:00 14:45 19:15 18:45 14:45
Volume 2 2 3 2 1 2 2
P.H.F. 0.25 0.50 0.38 0.25 0.25 0.50 0.25
Wednesday, June 14, 2023 SC4085
PB_32 DWY2 south of Harmony Grove. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888

PEDS BIKES PEDS BIKES
Attachment B
Cumulative Projects Information
List of Cumulative Projects to be included in Near Term Analysis of Proposed Project ID No. City ID. Project Status Address Location Landuse/Description 1 25 Southwest Signal Building Pending entitlement 10756 Rockvill Street southest quadrant of Magnolia Avenue and Woodside Avenue 20,000 SF industrial building
2 23 Lantern Crest Ridge II Under construction 11000 Sunset Trail north of Sunset trail 62-unit memory care facility 3 38
Habitat for Humanity
Townhomes Pending entitlement 8932 First Street Northwest quadrant of Magnolia Avenue and Woodside Avenue 17 residential condominium units 4 36 Santee Auto Center Pending entitlement 10335 Mission Gorge Road
southeast quadrant of Cottonwood
Avenue and Woodside Avenue two-car dealerships, auto body shop, and car wash 5 21 Popeyes Under construction 10308 Mission Gorge
Road
northeast quadrant of Cottonwood
Avenue and Woodside Avenue 1,740 SF drive-through restaurant 6 39 Super Star Car Wash Pending entitlement 8837 Magnolia Avenue northeast quadrant of Magnolia Avenue and Rockwill Street 4,980 sq. ft car wash tunnel 7 20 Extra Space Storage Pending entitlement 10815 Woodside Avenue
north of Woodside Avenue and
Riderwood Terrace intersection 88,390 sq ft (3-story) storage building 8 County/
PDS2022-
TM5023TE
Hillside Meadows/Parkside To be confirmed Lakeside 92040 north and south of the western
terminus of Mast Boulevard, east of
the City of Santee, and south of El
Nopal,
143 residential units and two industrial lots
9 County/
EA 11-
43118
Riverford Interchange
Pending entitlementThe project anticipates
delivering the Project
Approval and
Environmental
Document (PA&ED) on
1/17/25
SR-67 and Riverford
Road
unincorporated area of San Diego
County within the Community of
Lakeside and a portion in the City of
Santee
Consolidate three intersections into two
roundabouts along Riverford Road on either side of
the SR-67
Attachment C
VMT Scoping Form
City of Santee VMT Analysis Guidelines
April 2022
Appendix A: CEQA Transportation
Analysis Screening Form
CEQA Transportation Analysis Screening

Page 1 of 2 ends

Santee City CouncilAugust 27, 2025

Santee City Council
August 27, 2025