Agenda packet, regular meeting — La Mesa City Council, May 13, 2025 (part 3 of 15)

PROJECT

BOUNDARY
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R
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D
M
O
O
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JERICHO RD
A
MA
YA
D
R

LAKEVIEW DR

BROADMOOR PL

PROJECT

BOUNDARY

PROJECT

BOUNDARY
B
R
OA
D
M
O
O
R
D
R
A
MA
YA
D
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LAKEVIEW DR

BROADMOOR PL

PROJECT

BOUNDARY
PVT. DRIVE "B"
P
VT. D
R
I
VE
"
E
"
T
T
PVT. DRIVE "D"

JERICHO RD
PVT PVT. DRIVE "C"
. DRIVE "C"
BLDG #2
BLDG #3
BLDG #4 BLDG #5 BLDG #6
B
L
D
G
#
7 BLDG #1
P=652.2
P=651.3
P=651.3 P=649.0
P
=646.3
P=652.2 P=651.2
P=651.7
P=650.3
P=650.3
P=648.0 P=646.4
P
=64

5.3 BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3
FF=652.8
FF=652.3 P=652.6
FF=653.3
FF=652.9
FF=651.9
FF=652.4
FF=652.9
FF=652.0 FF=651.0
FF=64

7.0 FF=646.0
FF=652.0 FF=651.0 FF=649.7
FF=648.7
FF=647.1
P
=64

4.8 FF=64

5.5 PVT. DRIVE "A"
1 2 3 4 5 6 7 8
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 63 62 61 60 59 58
64 65
66 67
68 69 70 71 72 73
9 10
16 15 14 13 12 11
3 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TRASH EXHIBIT

JERICHO ROAD
1 TRASH TRUCK TURNING
PATH

FRONT TIRES

VEHICLE BODY

REFUSE COLLECTION VEHICLE
LEGEND

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PROJECT

BOUNDARY
B
R
OA
D
M
O
O
R
D
R

JERICHO RD
A
MA
YA
D
R

LAKEVIEW DR

BROADMOOR PL

PROJECT

BOUNDARY

PROJECT

BOUNDARY
B
R
OA
D
M
O
O
R
D
R
A
MA
YA
D
R

LAKEVIEW DR

BROADMOOR PL

PROJECT

BOUNDARY
PVT. DRIVE "B"
P
VT. D
R
I
VE
"
E
"
T
T
PVT. DRIVE "D"

5.3 BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3
FF=652.8
FF=652.3 P=652.6
FF=653.3
FF=652.9
FF=651.9
FF=652.4
FF=652.9
FF=652.0 FF=651.0
FF=64

7.0 FF=646.0
FF=652.0 FF=651.0 FF=649.7
FF=648.7
FF=647.1
P
=64

4.8 FF=64

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TRASH EXHIBIT

JERICHO ROAD
2 BINS PLOTTING LAYOUT
LEGEND

UNIT NUMBER
2 - 64 GAL. WASTE/RECYCLE

PER UNIT

WASTE RECYCLE COMPOST
1 - 32 GAL. COMPOST CART

PER UNIT

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T
R
C
T
R
C
T
R
C

T R C T R C T R C
T R C
T
R
C
3 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TRASH EXHIBIT

JERICHO ROAD
3 BIN STORAGE DETAIL
LEGEND
2 - 64 GAL. WASTE/RECYCLE

CART PER UNIT
1 - 32 GAL. COMPOST

TRASH BIN

RECYCLE BIN
32"
25"
R
T
25" C COMPOST BIN
20"

CART PER UNIT

BIN STORAGE DETAIL

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PROPOSED PORTION OF PVT. DRIVE 'E'
(AT CURB RETURN NORTH OF PROP. STORM DRAIN CONN.)

EXISTING BROADMOR DRIVE

EXISTING JERICHO ROAD
PROPOSED PVT. DRIVES 'B' & 'D'
PROPOSED PVT. DRIVE 'A'
PROPOSED PORTION OF PVT. DRIVE 'C'
PROPOSED PORTION OF PVT. DRIVE 'E'
(WHERE ON STREET PARKING IS SHOWN)

EXISTING AMAYA DRIVE
5 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD
2 TYPICAL PARKING DETAIL
0" MOD. CURB
4" MOD. 'G-2' CURB & GUTTER
4" MOD. 'G-4' ROLLED CURB
4" MOD. 'G-1' CURB

STREET SECTIONS / SITE DETAILS

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LAKEVIEW DR
A
MA
YA
D
R

PROJECT

BOUNDARY

PROJECT

BOUNDARY

BROADMOOR PL
B
R
OA
D
M
O
O
R
D
R

JERICHO RD
5 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD

EXISTING CONDITIONS
3

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PROJECT

BOUNDARY
B
R
OA
D
M
O
O
R
D
R

JERICHO RD
A
MA
YA
D
R

LAKEVIEW DR

BROADMOOR PL

PROJECT

BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
PVT. DRIVE "D"
M
M
M
M
M
BF
BF
BF
BF
BF
P
VT. D
R
I
VE
"A
"

EASEMENTS

PROPOSED

PROJECT DESIGN
4 5
OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD

Page 335 of 2604 ends

BOUNDARIES AND ENCUMBRANCES
’
’
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’ ”
’
’
’
’
’ ’
’ ’

LEGAL DESCRIPTION

TITLE REFERENCE

ASSESSOR'S PARCEL NUMBER

TITLE EXCEPTIONS
—
5 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD
5

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T
T
BLDG #2
BLDG #3
BLDG #4 BLDG #5 BLDG #6
BLDG #7
BLDG #1
BLDG #9
BLDG #8

BENCH BENCH BENCH

JERICHO RD
X X
X
X

X X X X X
X
X X
X

X X X X X
X
X
X
X
X
X
X

X X X X
X
X

X X X X X X X
X
X X
X X
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X X
X
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X X
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9 OF
PREPARED BY: SHEET

CITY OF LA MESA, CALIFORNIA

JERICHO
LANDSCAPE CONCEPT PLAN 1

ILL BE USED TO PROVIDE CONTINUITY THROUGHOUT

PLANT MATERIAL HAS BEEN PROVIDED TO SCREEN
MENTS AND PROVIDE PRIVACY. TREES HAVE BEEN
E AND TO PROVIDE SHADE FOR THE SITE. THE PLANT

SELECTED WERE DONE SO FOR THEIR LOW WATER

ON SYSTEM WILL BE DESIGNED USING A RAIN

E ADJUSTABLE SO AS NOT TO WASTE WATER
SPRAY.

DISTANCE
) - 20 FEET
S - 5 FEET (10' FOR SEWER)
UCTURES - 10 FEET
T
NG CURB LINES OF TWO STREETS) - 25 FEET
MULCH
ALL REQUIRED PLANTING AREAS SHALL BE COVERED WITH MULCH TO A DEPTH OF 4 INCHES, EXCLUDING SLOPES REQUIRING REVEGATION AND AREAS PLANTED WITH GROUND COVER. ALL EXPOSED SOIL AREAS WITHOUT VEGETATION SHALL ALSO BE MULCHED TO THIS MINIMUM DEPTH.

NOTE:

TREE ROOT BARRIERS SHALL BE INSTALLED WHERE TREES ARE PLACED WITHIN 10 FEET OF PUBLIC

IMPROVEMENTS INCLUDING WALKS, CURBS, OR STREET PAVEMENTS OR WHERE NEW PUBLIC IMPROVEMENTS ARE PLACED ADJACENT TO EXISTING TREES. THE ROOT BARRIER WILL NOT WRAP AROUND THE ROOT BALL.

IRRIGATION - AN AUTOMATIC, ELECTRICALLY CONTROLLED IRRIGATION SYSTEM SHALL BE PROVIDED AS

REQUIRED FOR PROPER IRRIGATION, DEVELOPMENT, AND MAINTENANCE OF THE VEGETATION IN A HEALTHY, DISEASE-RESISTANT CONDITION. THE DESIGN OF THE SYSTEM SHALL PROVIDE ADEQUATE SUPPORT FOR THE VEGETATION SELECTED. ALL PROPOSED IRRIGATION SYSTEMS WILL USE AN APPROVED RAIN SENSOR SHUTOFF DEVICE. THE INTENDED IRRIGATION SYSTEM WILL BE A DRIP SYSTEM.

ALL ON-SITE LANDSCAPE SHALL BE MAINTAINED BY THE PROJECT HOA.

ALL LANDSCAPE AND IRRIGATION SHALL CONFORM TO THE CITY OF LA MESA LANDSCAPE REGULATIONS, LANDSCAPE STANDARDS AND WATER EFFICIENT LANDSCAPE ORDINANCE; THE CORE SUB-AREA DESIGN MANUAL; AND ALL OTHER STATE STANDARDS.

ATER
PLETE

LANDSCAPE CONCEPT

ILLUSTRATIVE PLAN

JERICHO
1 TREE PER EVERY 40 FEET OF STREET
FRONTAGE. STREET FRONTAGE 240 LF.
6 PROPOSED STREET TREES HAVE BEEN

PROVIDED
1642 SQFT OF HARDSCAPE AT PARKING AREA
169 SQFT OF LANDSCAPING PROVIDED FOR
ADJACENT PARKING. 10% (164SQFT REQ.)
OPEN SPACE CALCULATIONS:

REQUIRED OPEN SPACE: 24,900 SF
- (10) UNITS X 500 SF = 5,000 SF
- (10) UNITS X 400 SF = 4,000 SF
- (53) UNITS X 300 SF = 15,900 SF
PRIVATE OPEN SPACE PROVIDED:
11,489 SF
- (5) PLAN 2532 X 83 SF = 415 SF
- (5) PLAN 2532X X 166 SF = 830 SF
- (32) PLAN 1633 X 107 SF = 3,424 SF
- (31) PLAN 1637 X 220 SF = 6,820 SF
COMMON OPEN SPACE PROVIDED:
16,000 SF TOTAL
NOTES:

I HAVE COMPLIED WITH THE CRITERIA OF THE

ORDINANCE AND APPLIED THEM FOR THE

EFFICIENT USE OF WATER IN THE LANDSCAPE

DESIGN PLAN

GROUNDCOVER AND SHRUB PLANTING TO BE

PROVIDED AT SLOPE AREAS TO HELP REDUCE
POTENTIAL EROSION OF SLOPES.

BARK MULCH TO BE USED IN PLANTING AREAS AND
NOT TO EXCEED 30% OF TOTAL PLANTING AREA.
10/24/2024
A-1
#23024
la mesa, CA
jericho road
North
0 30 60
1” = 30’
Typical Three-Story Townhome Building
• 3 building types
• 1 elevation styles
• 3 floor plan variation
• Maximum height of 38.0 feet
• Oriented to provide front doors along
streetscapes and paseos
11/12/2024
Affordable Unit Site Plan
BLDG 801A
BLDG 801A
BLDG 801A
BLDG 801A
BLDG 803A BLDG 803A BLDG 802A
BLDG 803A
BLDG 901A
Project Summary
Property Size1: 3.49 Acres
No. of Units: 73 Three-Story Townhomes2
• 10 - Plan 2532: 1210 SF, 2 bed., 2.5 baths, 2-car garage • 32 - Plan 1633: 1497 SF, 3 bed., 3 baths, 2-car garage • 31 - Plan 1638: 1781 SF, 4 bed., 4 baths, 2-car garage Density: 20.92 du/ac
Proposed Setbacks (per R3 zone):
• Front (To Jericho Road): 15’ to building
• Side (N and S Bndy): 15’ to building minimum
• Rear (W Bndy): 15’ to building minimum
Parking Required3:
• Resident: 2 Spaces per Unit (1 covered)
Parking Provided:
• Resident: Private 2-car garage per unit
• Guest Spaces4
: 5 spaces
Open Space Required:
• Total: 24,900 SF (341 SF per unit; 500 SF per du for units 1-10, 400 SF per du for units 11- 20, 300 SF pre du remaining) • Private Open Space minimum dimension of 6 feet
Open Space Provided:
• Total: 27,489 SF (376 SF per unit)
• Private Open Space5
(6’ min. dim., 72 SF min area): 11,489 SF
• Common Open Space: 16,000 SF
Notes:

1. Maintains existing knuckle geometry and location.

2. Type VB construction with NFPA 13D automatic sprinkler system.

3. Guest parking reduced per AB 2097.

4. Guest spaces are 9’ x 19’.

5. Private Open Space includes all areas within private patios or decks of a unit that meet the minimum area of 72 SF.

6. All proposed utilities shall be underground with easements provided.

7. Existing General Plan: Urban Residential

8. Existing Land Use: Institutional

9. Existing Zoning: R1; existing R1 zone setback requirements are Front: 15’/20’, Side: 5’, Rear: 15’

10. Proposed General Plan: Multiple Unit Residential

11. Proposed Zoning: R3

12. Assessor’s Parcel Numbers: 486-670-18-00

13. Site Address: 9407 Jericho Road, La Mesa, CA 91942
* **
*
* *
*
*
* Proposed Affordable Units
• (4) Plan 2532 - 1210 SF, 2 Bed, 2.5 Bath
• (4) Plan 1633 - 1497 SF, 3 Bed, 3 Bath
• Homes proposed at a Moderate Affordability Rate
• Location of units subject to change

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5 Peters Canyon Road, Suite 310 | Irvine, CA
February 24, 2025
Laura Traffenstedt, Associate Planner
City of La Mesa, Community Development Department
8130 Allison Avenue
La Mesa, CA 91942
Re: Affordable Homes Bonus Program Report
Dear Ms. Traffenstedt,
Meritage Homes is pleased to submit Jericho Road, a proposed for-sale residential community located in the City’s Northmont neighborhood. Meritage Homes has entered into a contract with Calvary Chapel of El Cajon to purchase approximately 3.49 acres of land located at 9407 Jericho Road (APN 486-670-18-00).

The proposed project consists of 73 three-story for-sale townhomes with a density of 20.92 dwelling units per acre. Proposed homes range from approximately 1,200 – 1,800 square feet with two to four bedrooms.

The proposed project would also include grading of the site, installation of water, sewer, and water quality infrastructure, as well as private drives and amenities.

Per the City of La Mesa Municipal Code 24.053, an Affordable Homes Bonus Program report is required to specify how compliance with Government Code Section 65915 (“State Density Bonus Law”) will be implemented. Below are the required findings.

1. Requested Density Bonus.
• No density bonus is sought through the State Density Bonus Law. The project does utilize an increase in density through LMMC 24.05.025. The points analysis table is included below for reference.

Page 371 of 2604 ends

5 Peters Canyon Road, Suite 310 | Irvine, CA
• Of the 73 homes proposed, the project will include eight homes (10.9%) at a “moderate” affordability level. These homes will be spread throughout the project. A copy of the projects affordable unit site plan and tentative map are included for reference. • The existing General Plan designation is Urban Residential. The existing zoning designation is R1. The proposed General Plan designation is Multiple Unit Residential. The proposed zoning designation is R3. The assessor parcel number for the property is 486-670-18-00. • There are no existing units on the property, nor are there any recorded covenants, ordinances, or laws that restrict rents on the property.

2. Requested Incentive(s).
• No incentive is requested for the proposed project.

3. Requested Waiver(s).
• Waiver 1: Chapter 24.04.030(A) Off-street parking requirements for residential uses. This code item prohibits tandem parking unless it is specifically permitted. The project proposes to include tandem parking for one of the plan types as it is needed for the development to achieve the proposed density on site.
• Waiver 2: Chapter 24.05.030(C) Development standards – Minimum Court Width or Distance Between Buildings. This code item requires that the minimum distance between building walls on the same site shall be one-half the total height of both buildings – approximately 30’ minimum for this project. The court condition between buildings 2 and 3 on site ranges from 21’ – 23’.

Additionally, there are side to side building conditions that are 12’. While these separation distances are permitted in the Uniform Building Code, they are less than the required amount per the LMMC provision. This reduction is width is necessary to achieve the proposed density on site. • Waiver 3: Chapter 24.05.030(I)(1) and (6) Development standards – Fences and Retaining Walls. This code item requires that the maximum height of a retaining wall shall not exceed 6’ in height, and within required setbacks the maximum of 3’ for a fill condition or 6’ for a cut condition. The project proposes new retaining walls within the setbacks that range in height from 2’ – 12’. Walls over 6’ in height will include vine planting to help soften the appearance of the wall. These walls are necessary to create the usable development pad required to achieve the proposed density on site. • Waiver 4: Chapter 24.05.030(J) Development standards – Enclosures for equipment required. This code item requires that equipment for operation of a building, including heating and air conditioning equipment be subject to the same front, side, and rear setbacks and spacing requirements for principal buildings. There are three buildings who’s mechanical equipment encroaches into the 15’ side setback requirement. The mechanical equipment will be screened and will not impact adjacent properties, however the reduces setback is necessary to achieve the proposed density on site.

4. Requested Parking Reduction.
• The project does not seek to utilize parking provisions pursuant to Government Code Section 65915(p).

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T
T
BLDG #2
BLDG #3
BLDG #4 BLDG #5 BLDG #6
BLDG #7
BLDG #1
BLDG #9
BLDG #8

BENCH BENCH BENCH

JERICHO RD
X X
X
X

X X X X X
X
X X
X

X X X X X
X
X
X
X
X
X
X

X X X X
X
X

X X X X X X X
X
X X
X X
X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
X
X
X
9 OF
PREPARED BY: SHEET

CITY OF LA MESA, CALIFORNIA

JERICHO
LANDSCAPE CONCEPT PLAN 1

ILL BE USED TO PROVIDE CONTINUITY THROUGHOUT

PLANT MATERIAL HAS BEEN PROVIDED TO SCREEN
MENTS AND PROVIDE PRIVACY. TREES HAVE BEEN
E AND TO PROVIDE SHADE FOR THE SITE. THE PLANT

SELECTED WERE DONE SO FOR THEIR LOW WATER

ON SYSTEM WILL BE DESIGNED USING A RAIN

E ADJUSTABLE SO AS NOT TO WASTE WATER
SPRAY.

NOTE:

TREE ROOT BARRIERS SHALL BE INSTALLED WHERE TREES ARE PLACED WITHIN 10 FEET OF PUBLIC

IMPROVEMENTS INCLUDING WALKS, CURBS, OR STREET PAVEMENTS OR WHERE NEW PUBLIC IMPROVEMENTS ARE PLACED ADJACENT TO EXISTING TREES. THE ROOT BARRIER WILL NOT WRAP AROUND THE ROOT BALL.

IRRIGATION - AN AUTOMATIC, ELECTRICALLY CONTROLLED IRRIGATION SYSTEM SHALL BE PROVIDED AS

ALL ON-SITE LANDSCAPE SHALL BE MAINTAINED BY THE PROJECT HOA.

ATER
PLETE

LANDSCAPE CONCEPT

ILLUSTRATIVE PLAN

JERICHO
1 TREE PER EVERY 40 FEET OF STREET
FRONTAGE. STREET FRONTAGE 240 LF.
6 PROPOSED STREET TREES HAVE BEEN

PROVIDED
1642 SQFT OF HARDSCAPE AT PARKING AREA
169 SQFT OF LANDSCAPING PROVIDED FOR
ADJACENT PARKING. 10% (164SQFT REQ.)
OPEN SPACE CALCULATIONS:

REQUIRED OPEN SPACE: 24,900 SF
- (10) UNITS X 500 SF = 5,000 SF - (10) UNITS X 400 SF = 4,000 SF - (53) UNITS X 300 SF = 15,900 SF PRIVATE OPEN SPACE PROVIDED:
11,489 SF
- (5) PLAN 2532 X 83 SF = 415 SF
- (5) PLAN 2532X X 166 SF = 830 SF
- (32) PLAN 1633 X 107 SF = 3,424 SF
- (31) PLAN 1637 X 220 SF = 6,820 SF
COMMON OPEN SPACE PROVIDED:
16,000 SF TOTAL
NOTES:

I HAVE COMPLIED WITH THE CRITERIA OF THE

ORDINANCE AND APPLIED THEM FOR THE

EFFICIENT USE OF WATER IN THE LANDSCAPE

DESIGN PLAN

GROUNDCOVER AND SHRUB PLANTING TO BE

PROVIDED AT SLOPE AREAS TO HELP REDUCE
POTENTIAL EROSION OF SLOPES.

1. Maintains existing knuckle geometry and location.

2. Type VB construction with NFPA 13D automatic sprinkler system.

3. Guest parking reduced per AB 2097.

4. Guest spaces are 9’ x 19’.

5. Private Open Space includes all areas within private patios or decks of a unit that meet the minimum area of 72 SF.

6. All proposed utilities shall be underground with easements provided.

7. Existing General Plan: Urban Residential

8. Existing Land Use: Institutional

9. Existing Zoning: R1; existing R1 zone setback requirements are Front: 15’/20’, Side: 5’, Rear: 15’

10. Proposed General Plan: Multiple Unit Residential

11. Proposed Zoning: R3

12. Assessor’s Parcel Numbers: 486-670-18-00

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PROPOSED PORTION OF PVT. DRIVE 'E'
(AT CURB RETURN NORTH OF PROP. STORM DRAIN CONN.)

EXISTING BROADMOR DRIVE

EXISTING JERICHO ROAD
PROPOSED PVT. DRIVES 'B' & 'D'
PROPOSED PVT. DRIVE 'A'
PROPOSED PORTION OF PVT. DRIVE 'C'
PROPOSED PORTION OF PVT. DRIVE 'E'
(WHERE ON STREET PARKING IS SHOWN)

EXISTING AMAYA DRIVE
5 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD
2 TYPICAL PARKING DETAIL
0" MOD. CURB
4" MOD. 'G-2' CURB & GUTTER
4" MOD. 'G-4' ROLLED CURB
4" MOD. 'G-1' CURB

STREET SECTIONS / SITE DETAILS

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LAKEVIEW DR
A
MA
YA
D
R

PROJECT

BOUNDARY

PROJECT

BOUNDARY

BROADMOOR PL
B
R
OA
D
M
O
O
R
D
R

JERICHO RD
5 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD

EXISTING CONDITIONS
3

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PROJECT

BOUNDARY
B
R
OA
D
M
O
O
R
D
R

JERICHO RD
A
MA
YA
D
R

LAKEVIEW DR

BROADMOOR PL

PROJECT

BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
PVT. DRIVE "D"
M
M
M
M
M
BF
BF
BF
BF
BF
P
VT. D
R
I
VE
"A
"

EASEMENTS

PROPOSED

PROJECT DESIGN
4 5
OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD

Page 378 of 2604 ends

BOUNDARIES AND ENCUMBRANCES
’
’
’
’ ”
’
’
’
’
’ ’
’ ’

LEGAL DESCRIPTION

TITLE REFERENCE

ASSESSOR'S PARCEL NUMBER

TITLE EXCEPTIONS
—
5 OF
SHEET
PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD
5

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The proposed project would also include grading of the site, installation of water, sewer, and water quality infrastructure, as well as private drives and amenities.

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2. Requested Incentive(s).
• No incentive is requested for the proposed project.

4. Requested Parking Reduction.
• The project does not seek to utilize parking provisions pursuant to Government Code Section 65915(p).

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T
T
BLDG #2
BLDG #3
BLDG #4 BLDG #5 BLDG #6
BLDG #7
BLDG #1
BLDG #9
BLDG #8

BENCH BENCH BENCH

JERICHO RD
X X
X
X

X X X X X
X
X X
X

X X X X X
X
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X X X X
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X X X X X X X
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9 OF
PREPARED BY: SHEET

CITY OF LA MESA, CALIFORNIA

JERICHO
LANDSCAPE CONCEPT PLAN 1

ILL BE USED TO PROVIDE CONTINUITY THROUGHOUT

PLANT MATERIAL HAS BEEN PROVIDED TO SCREEN
MENTS AND PROVIDE PRIVACY. TREES HAVE BEEN
E AND TO PROVIDE SHADE FOR THE SITE. THE PLANT

SELECTED WERE DONE SO FOR THEIR LOW WATER

ON SYSTEM WILL BE DESIGNED USING A RAIN

E ADJUSTABLE SO AS NOT TO WASTE WATER
SPRAY.

NOTE:

TREE ROOT BARRIERS SHALL BE INSTALLED WHERE TREES ARE PLACED WITHIN 10 FEET OF PUBLIC

IMPROVEMENTS INCLUDING WALKS, CURBS, OR STREET PAVEMENTS OR WHERE NEW PUBLIC IMPROVEMENTS ARE PLACED ADJACENT TO EXISTING TREES. THE ROOT BARRIER WILL NOT WRAP AROUND THE ROOT BALL.

IRRIGATION - AN AUTOMATIC, ELECTRICALLY CONTROLLED IRRIGATION SYSTEM SHALL BE PROVIDED AS

ALL ON-SITE LANDSCAPE SHALL BE MAINTAINED BY THE PROJECT HOA.

ATER
PLETE

LANDSCAPE CONCEPT

ILLUSTRATIVE PLAN

JERICHO
1 TREE PER EVERY 40 FEET OF STREET
FRONTAGE. STREET FRONTAGE 240 LF.
6 PROPOSED STREET TREES HAVE BEEN

PROVIDED
1642 SQFT OF HARDSCAPE AT PARKING AREA
169 SQFT OF LANDSCAPING PROVIDED FOR
ADJACENT PARKING. 10% (164SQFT REQ.)
OPEN SPACE CALCULATIONS:

REQUIRED OPEN SPACE: 24,900 SF
- (10) UNITS X 500 SF = 5,000 SF - (10) UNITS X 400 SF = 4,000 SF - (53) UNITS X 300 SF = 15,900 SF PRIVATE OPEN SPACE PROVIDED:
11,489 SF
- (5) PLAN 2532 X 83 SF = 415 SF
- (5) PLAN 2532X X 166 SF = 830 SF
- (32) PLAN 1633 X 107 SF = 3,424 SF
- (31) PLAN 1637 X 220 SF = 6,820 SF
COMMON OPEN SPACE PROVIDED:
16,000 SF TOTAL
NOTES:

I HAVE COMPLIED WITH THE CRITERIA OF THE

ORDINANCE AND APPLIED THEM FOR THE

EFFICIENT USE OF WATER IN THE LANDSCAPE

DESIGN PLAN

GROUNDCOVER AND SHRUB PLANTING TO BE

PROVIDED AT SLOPE AREAS TO HELP REDUCE
POTENTIAL EROSION OF SLOPES.

1. Maintains existing knuckle geometry and location.

2. Type VB construction with NFPA 13D automatic sprinkler system.

3. Guest parking reduced per AB 2097.

4. Guest spaces are 9’ x 19’.

5. Private Open Space includes all areas within private patios or decks of a unit that meet the minimum area of 72 SF.

6. All proposed utilities shall be underground with easements provided.

7. Existing General Plan: Urban Residential

8. Existing Land Use: Institutional

9. Existing Zoning: R1; existing R1 zone setback requirements are Front: 15’/20’, Side: 5’, Rear: 15’

10. Proposed General Plan: Multiple Unit Residential

11. Proposed Zoning: R3

12. Assessor’s Parcel Numbers: 486-670-18-00

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Page 385 of 2604 ends

PROPOSED PORTION OF PVT. DRIVE 'E'
(AT CURB RETURN NORTH OF PROP. STORM DRAIN CONN.)

EXISTING BROADMOR DRIVE

EXISTING JERICHO ROAD
PROPOSED PVT. DRIVES 'B' & 'D'
PROPOSED PVT. DRIVE 'A'
PROPOSED PORTION OF PVT. DRIVE 'C'
PROPOSED PORTION OF PVT. DRIVE 'E'
(WHERE ON STREET PARKING IS SHOWN)

EXISTING AMAYA DRIVE
5 OF
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PREPARED BY:

HUNSAKER
& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD
2 TYPICAL PARKING DETAIL
0" MOD. CURB
4" MOD. 'G-2' CURB & GUTTER
4" MOD. 'G-4' ROLLED CURB
4" MOD. 'G-1' CURB

STREET SECTIONS / SITE DETAILS

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LAKEVIEW DR
A
MA
YA
D
R

PROJECT

BOUNDARY

PROJECT

BOUNDARY

BROADMOOR PL
B
R
OA
D
M
O
O
R
D
R

JERICHO RD
5 OF
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TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD

EXISTING CONDITIONS
3

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PROJECT

BOUNDARY
B
R
OA
D
M
O
O
R
D
R

JERICHO RD
A
MA
YA
D
R

LAKEVIEW DR

BROADMOOR PL

PROJECT

BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
P
VT. D
R
I
VE
"
E
"
PVT. DRIVE "C"
PVT. DRIVE "D"
M
M
M
M
M
BF
BF
BF
BF
BF
P
VT. D
R
I
VE
"A
"

EASEMENTS

PROPOSED

PROJECT DESIGN
4 5
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& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD

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BOUNDARIES AND ENCUMBRANCES
’
’
’
’ ”
’
’
’
’
’ ’
’ ’

LEGAL DESCRIPTION

TITLE REFERENCE

ASSESSOR'S PARCEL NUMBER

TITLE EXCEPTIONS
—
5 OF
SHEET
PREPARED BY:

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& ASSOCIATES

CITY OF LA MESA, CALIFORNIA

TENTATIVE TRACT MAP
TTM-2023-2348

JERICHO ROAD
5

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Appendix J
Traffic Assessment Letter

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3900 5th Avenue, Suite 310  San Diego, CA 92103  619-795-6086 www.CRAmobility.com
TO: Louisa Feletto - Forward Planning Manager; Meritage Homes FROM: Jonathan Sanchez, PE, TE, PTOE; CR Associates
Cristian Belmudez; CR Associates
DATE:

RE:
9/15/2023
Jericho Road Multi-Family Housing Project – Traffic Assessment Letter The purpose of this Traffic Assessment Letter (TAL) is to assess the potential transportation related impacts that may be associated with the Jericho Road Multi-Family Housing Project (the “Project”) and to identify any effects to existing levels of service (LOS) or traffic operations that may result in the need for off-site improvements.

Project Description
The Project proposes to construct 73 three-story townhomes on the old Calvary Church site (approximately 3.48 acres), located at 9407 Jericho Road in the City of La Mesa. The City of La Mesa has not yet adopted City of La Mesa-specific guidelines for local transportation analyses (LOS-based).

Therefore, the analyses presented below are based on the Institute of Transportation Engineers (ITE) Guidelines for Transportation Impact Studies in the San Diego Region, May 2019 (ITE Guidelines) for LOS-based analysis. This approach is consistent with other previously approved transportation impact studies prepared for developments within the City of La Mesa, such as the Alvarado Specific Plan.

Figure 1 displays the Project’s regional location. Figure 2 displays the project site plan.

Based on the City of La Mesa’s Development Review Process for Traffic (February 2016) and Traffic Development Review – Applicability Sheet, a residential development that generates more than 100 ADT or 20 peak hour trips but less than 500 ADT or 50 peak hour trips must prepare a TAL. The TAL includes the analysis of roadway and intersections immediately adjacent to the project site under two scenarios: Existing and Existing with Project conditions. Near-Term Conditions are not required to be analyzed for a TAL. The City of La Mesa’s Development Review Process for Traffic and Traffic Development Review – Applicability Sheet are included in Attachment A.

Project Trip Generation, Distribution and
Assignment
This section outlines the analysis assumptions relating to the Project’s trip generation, assumed trip distribution pattern, and trip assignment.

Trip Generation
Trip generation for the Project was developed utilizing the SANDAG’s (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. Although the Calvary Church continues to operate under Existing conditions, for a conservative analysis, no trip credits were applied to the Project at the moment. Table 1 displays daily, as well as AM and PM peak hour project trip generation.

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Cityof
Santee
Cityof
ElCajon
Cityof
Lemon Grove
Countyof
San Diego
Countyof
San Diego
Cityof
San Diego
City of
LaMesa
N
Figure 1
Project Regional Location
Jericho Road Multi-Family Housing Project
Traffic Assessment Letter
0 0.5 1 Miles
ProjectSite^

Page 393 of 2604 ends

Figure 2
Project Site Plan
Jericho Road Multi-Family Housing Project
Traffic Assessment Letter

PROJECT

BOUNDARY
BR
OAD
M
O
O
R
DR

JERICHO RD
AMA
YA DR

LAKEVIEW DR

PROJECT

BOUNDARY

PROJECT

BOUNDARY
BR
OAD
M
O
O
R
DR

JERICHO RD
AMA
YA DR

LAKEVIEW DR

PROJECT

BOUNDARY
PVT. DRIVE "A"
PVT. DRIVE "B"
PVT. DRIVE "C"
PVT. DR VI E "E" PVT. DRIVE "C"
T
T
BLDG #2
BLDG #3
BLDG #4 BLDG #5 BLDG #6
BLDG #7
BLDG #1
P=652.2
P=651.3
P=651.3 P=649.0
P=646.3
P=652.2 P=651.2
P=651.7
P=650.3
P=650.3 P=648.0 P=646.4
P=645.3
PVT. DRIVE "D"
BLDG #9
P=652.6
BLDG #8
P=652.1
P=651.6
FF=653.3 FF=652.8
FF=652.3 P=652.6 FF=653.3
GROSS ACRES: 3.48 ACRES

PROJECT SUMMARY
NET DENSITY: 21.0 DU/AC
TOTAL UNITS = 73 UNITS
8-PLEX (4) = 32 UNITS
8R-PLEX (4) = 32 UNITS
9-PLEX (1) = 9 UNITS

Page 394 of 2604 ends

Jericho Road Multi-Family Housing Project Page 4
Traffic Assessment Letter
Table 1 – Project Trip Generation
Land Use Units Trip
Rate ADT AM Peak Hour PM Peak Hour
% Trips Split In Out % Trips Split In Out
Multi-Family Units
(More than 20 DU/Acre)
73 DU 6/DU 438 8% 36 2:8 8 28 9% 40 7:3 28 12
Source: SANDAG (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 As shown in the table, the Project is anticipated to generate a total of 438 daily trips, including 36 (8- in/28-out) trips during the AM peak hour and 40 (28-in/12-out) trips during the PM peak hour.

Site Access
The Project will provide access via the following two (2) project driveways:
 Project Driveway #1: This driveway will replace the existing Calvary Church driveway. The driveway will be aligned with Jericho Road and serve as the north leg of the Jericho Road & Broadmoor Drive intersection. This driveway will be stop-controlled.  Project Driveway #2: This new driveway will be aligned with Broadmoor Drive and serve as the west leg of the Jericho Road & Broadmoor Drive intersection. This driveway will be stopcontrolled.

It should be noted that traffic traveling along Broadmoor Drive and Jericho Road will continue to be uncontrolled.

Project Trip Distribution
The trip distribution for the Project was developed based on the geographical location of the project, the characteristics of the proposed land uses, and location of nearest freeway facilities. The trip distribution was supported by big data from Replica1. Figure 3 displays the project trip distribution.

Project Trip Assignment
The project trip assignment was developed by applying the project trip generation, displayed previously in Table 1, and distributing it to the study area roadway network based on the project trip distribution.

Figure 4 displays the assumed project trip assignment.

Project Study Area
The ITE Guidelines recommend that the study area be determined by where the Project adds 50 peak hour trips in either direction to existing roadway traffic. However, as shown previously in Table 1, the Project is not anticipated to generate 50 peak hour trips during the AM or PM peak hours. Therefore, the project study area includes roadway segments and intersections fronting the Project. 1 Replica is a data provider that produces large-scale models to represent mobility throughout the United States. For more information, please visit the following: https://replicahq.com/.

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! ! !
 


 


 


Jericho Rd & Amaya Dr WaterSt & Amaya Dr Legend Project Dwy#1/Jericho Rd & Project Dwy#2/Broadmoor Dr
20%50%
40%60%
60 %
40 % 50%
50%
20%
50%
40%
40%
1 2 3
Jericho Road Multi-Family Housing Project
Traffic Assessment Letter
Figure 3
Project Trip Distribution
!
!
!
Lakeview Dr
40%
100%
60%
40%
20%
Project
Site
Amaya Dr
Water St
Broadmoor Dr
Jericho Rd
1 3
2 N 0 250 500 Feet
Trip Distribution
! Study Intersection
XX%
#
Study Intersection
Trip Distribution
Turn Movements
*Names of North-South
cross-streets always
listed first
!
XX%
  

NNOTTO SCALE
X

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! ! !
 


 


 


Jericho Rd & Amaya Dr WaterSt & Amaya Dr Legend Project Dwy#1/Jericho Rd & Project Dwy#2/Broadmoor Dr
2/6 6/2
5/17
3/11
4/14
17/711/5
14/6
4/14
11/5
3/11
14/6
1 2 3
Jericho Road Multi-Family Housing Project
Traffic Assessment Letter
Figure 4
Project Trip Assignment
N 0 250 500 Feet
Study Intersection
Trip Assignment
Turn Movements
*Names of North-South
cross-streets always
listed first
!
AM /PM
  

NNOTTO SCALE
X
!
!
!
Lakeview Dr
175
438
263
175
88 Project
Site
Amaya Dr
Water St
Broadmoor Dr
Jericho Rd
1 3
2 Trip Assignment
! Study Intersection
XXX
#

Page 397 of 2604 ends

Jericho Road Multi-Family Housing Project
Traffic Assessment Letter
Figure 5
Project Study Area
!
!
!
Lakeview Dr
40%
100%
60%
40%
20%
Kathy St
Project
Site
Amaya Dr
Water St
Broadmoor Dr
Jericho Rd
1 3
2 N 0 250 500 Feet
Study Roadway Segment
!# Study Intersection

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Jericho Road Multi-Family Housing Project Page 8
Traffic Assessment Letter
Roadway Segments
 Jericho Road, between Broadmoor Drive/Project Driveway and Amaya Drive  Amaya Drive, between Water Street and Jericho Road
 Amaya Drive, between Jericho Road and Kathy Street
Intersections

1. Jericho Road & Broadmoor Drive/Project Driveway

2. Jericho Road & Amaya Drive

3. Water Street & Amaya Drive
Figure 5 displays the project study area.

Existing Conditions
This section documents the existing study area roadway and intersection configurations, traffic volumes and traffic operations.

Roadway Facilities
Jericho Road – Within the study area, Jericho Road is a two-way, two-lane undivided roadway that runs between Broadmoor Drive and Amaya Drive. There are no posted speed limits along Jericho Road.

Sidewalks are present and parking is permitted along both sides. Bicycle facilities are not present along Jericho Road.

Amaya Drive – Within the study area, Amaya Drive is a two-way, two-lane roadway with a two-way left turn lane west of Jericho Road. Amaya Drive has a posted speed limit of 30 mph. Sidewalks are present, and parking is permitted along both sides of the road. There are Class II bike lanes present on both sides of Amaya Drive, west of Jericho Road.

Figure 6 shows study roadway and intersection configurations within the project study area.

Traffic Volumes
Traffic counts were conducted on Tuesday April 18, 2023 while schools were in session. Figure 7 displays the existing average daily traffic (ADT) volumes on the study area roadways, as well as the peak hour intersection turning movement counts for the study area intersections. Traffic counts are included in Attachment B.

Traffic Operations
This section documents the existing traffic operations at the study area roadway facilities. Roadway and intersection operations are discussed separately below.

Roadway Segment Analysis
The City of La Mesa utilizes the roadway capacities and level of service (LOS) standards outlined in Table 7-2 of the ITE Guidelines, this table is provided in Attachment C. Table 2 below displays the daily roadway level of service for the study area roadways under Existing conditions.

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! ! !
#$
#$ #$
Jericho Rd & Amaya Dr WaterSt & Amaya Dr Legend Jericho Rd & Church Driveway/Broadmoor Dr









1 2 3
Jericho Road Multi-Family Housing Project
Traffic Assessment Letter
Figure 6
Functional Classifications and Intersection Geometrics
Existing Conditions
!
!
!
Lakeview Dr
2-Ln
Collector (MF)
2-L
L
n
ocal
2-Ln
Collector w/CLTL
Project
Site
Amaya Dr
Water St
Broadmoor Dr
Jericho Rd
1 3
2 N 0 250 500 Feet
Functional Classification
! Study Intersection
#-Ln X
#
Stop Sign
*Names of North-South
cross-streets always
listed first

NNOTTO SCALE
#$
Study Intersection
Lane Geometry
!X


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! ! !
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  
Jericho Rd & Amaya Dr WaterSt & Amaya Dr Legend Jericho Rd & Church Driveway/Broadmoor Dr
2/21/2
0/2
0/0
0/5
0/1
1/3
9/18
14/8 1/18
12/1
12/15
13/1240/52
277/173 95/41
122/211 144/207
177/132
216/146
0/0 234/175 0/2
13/12
1 2 3
Jericho Road Multi-Family Housing Project
Traffic Assessment Letter
Figure 7
Traffic Volumes
Existing Conditions
!
!
!
Lakeview Dr
5,085
342
6,007
Project
Site
Amaya Dr
Water St
Broadmoor Dr
Jericho Rd
1 3
2 N 0 250 500 Feet
Daily Traffic Volumes
! Study Intersection
X,XXX
#
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!
AM /PM
  

NNOTTO SCALE
X

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Jericho Road Multi-Family Housing Project Page 11
Traffic Assessment Letter
Table 2 - Roadway Segment Level of Service Results – Existing Conditions Roadway Segment Functional Classification
LOS
Threshold
(LOS E)

ADT V/C LOS
Jericho Road Broadmoor Drive to
Amaya Drive
2-Lane
Local Street 8,000 342 0.043 A
Amaya Drive Water Street to
Jericho Road
2-Lane Collector
(w/CLTL) 15,000 6,007 0.400 B
Amaya Drive Jericho Road to
Kathy Street
2-Lane Collector
(Multi-Family) 8,000 5,085 0.636 D
Source: CR Associates (2023)
Notes:

V/C = Volume / Capacity
As shown in Table 2, all study roadway segments currently operate at LOS D or better under Existing conditions.

Intersection Analysis
The overall average intersection delay and LOS methodologies outlined in the Highway Capacity Manual 6th Edition (HCM) were utilized to analyze the study intersections. Synchro 11 Traffic Analysis Software was utilized to perform the analysis. Table 3 displays the overall average intersection delay and LOS for the study area intersections under Existing conditions. LOS calculation worksheets are provided in Attachment D.

Table 3 – Peak Hour Intersection LOS Results – Existing Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour
Avg. Delay
(sec.) LOS Avg. Delay (sec.) LOS
1 Jericho Road & Broadmoor
Drive/Cavalry Church Driveway SSSC 1.0 A 8.4 A
2 Jericho Road & Amaya Drive SSSC 10.7 B 12.5 B
3 Water Street & Amaya Drive AWSC 12.9 B 11.8 B
Source: CR Associates (2023)
Notes:

SSSC = Side Street Stop Control. For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

AWSC = All-Way Stop-Controlled. For AWSC, the delay shown is the average delay experienced at all of the approaches.

As shown in Table 3, all study intersections currently operate at LOS B or better during the AM and PM peak hours under Existing conditions.

Existing With Project Conditions
This section documents the anticipated traffic operations under Existing with Project conditions and identifies traffic related impacts that may be associated with the Project.

Functional Classifications and Intersection Geometrics
The Project does not propose any off-site improvements or modifications. Thus, it is assumed that all study area roadway facilities and intersections would remain the same with the implementation of the Project.

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Jericho Road Multi-Family Housing Project Page 12
Traffic Assessment Letter
Traffic Volumes
Existing with Project traffic volumes were derived by adding the Existing traffic volumes, displayed in Figure 7, and the anticipated Project volumes, displayed in Figure 4. Figure 8 displays the traffic volumes under Existing with Project conditions.

Traffic Operations
This section documents the anticipated traffic operations under Existing with Project conditions within the study area roadway facilities. Roadway and intersection operations are discussed separately below.

Roadway Segment Analysis
Table 4 displays average daily traffic volumes and LOS results for the study roadways under Existing with Project conditions.

Table 4 - Roadway Segment Level of Service Results – Existing with Project Conditions Roadway Segment Functional
Classification
LOS
Threshold
(LOS E)

ADT V/C LOS
LOS
w/o
Project
ΔV/C
Jericho
Road
Broadmoor Drive to
Amaya Drive Local Street 8,000 780 0.098 A A 0.055
Amaya
Drive
Water Street to
Jericho Road
Collector
(w/CLTL) 15,000 6,270 0.418 B B 0.018
Amaya
Drive
Jericho Road to
Kathy Street
Collector
(Multi-Family) 8,000 5,260 0.658 D D 0.022
Source: CR Associates (2023)
Notes:

V/C = Volume / Capacity
As shown in Table 4, the study roadway segments are projected to continue to operate at LOS D or better under Existing with Project conditions.

Intersection Analysis
Table 5 displays the overall average intersection delay and LOS for the study area intersections under Existing with Project conditions. LOS calculation worksheets are provided in Attachment E.

Table 5 - Intersection Level of Service Results – Existing with Project Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour
Delay w/o
Project
(AM/PM)
LOS
w/o
Project
(AM/P
M)
Avg. Delay
(sec.) LOS Avg. Delay (sec.) LOS
1 Project Dwy #1/Jericho Road &
Project Dwy #2/Broadmoor Drive1 SSSC 8.5 A 8.4 A 1.0/8.4 A / A 2 Jericho Road & Amaya Drive SSSC 11.9 B 12.7 B 10.7/12.5 B / B 3 Water Street & Amaya Drive AWSC 13.1 B 12.1 B 12.9/11.8 B / B Source: CR Associates (2023)
Notes:

SSSC = Side Street Stop Control. For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

AWSC = All-Way Stop-Controlled. For AWSC, the delay shown is the average delay experienced at all of the approaches. 1 The proposed configuration of this intersection is not compliant with HCM 6. For the purposes of this analysis, the intersection was a three-legged intersection, with all project traffic entering/exiting from the west approach. The LOS reported is the worst delay experienced by any of the approaches.

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! ! !
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  
  
  
Jericho Rd & Amaya Dr WaterSt & Amaya Dr Legend Project Dwy#1/Jericho Rd & Project Dwy#2/Broadmoor Dr
1/2
1/30/2
0/5
0/0 9/18
3/13
14/8
5/15
29/814/6
14/7 13/12
42/58
17/32
12/23
101/43
122/211 147/218
177/132
216/146
277/173
245/180
0/0
0/00/0
0/0
0/0
5/15
13/12
1 2 3
Jericho Road Multi-Family Housing Project
Traffic Assessment Letter
Figure 8
Traffic Volumes
Existing with Project Conditions
!
!
!
Lakeview Dr
5,260
780
6,270
Project
Site
Amaya Dr
Water St
Broadmoor Dr
Jericho Rd
1 3
2 N 0 250 500 Feet
Daily Traffic Volumes
! Study Intersection
X,XXX
#
Study Intersection
Peak Hour Volumes
Turn Movements
*Names of North-South
cross-streets always
listed first
!
AM /PM
  

NNOTTO SCALE
X

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Jericho Road Multi-Family Housing Project Page 14
Traffic Assessment Letter
As shown in Table 5, all study intersections are projected to continue to operate at LOS B or better during the AM and PM peak hours under Existing with Project conditions.

Determination of the Need for Improvements
Table 7-1 of the ITE Guidelines defines when a project’s effect on the roadway system is considered to justify need for roadway improvements.

Roadway Segments
For roadway segments, the need for roadway segment improvements is justified when a project’s traffic results in the addition of more than 0.02 V/C to a roadway segment that is operating at LOS E or F under Existing conditions. Additionally, roadway improvements are justified if project traffic causes a roadway segment to degrade from LOS A through D to either LOS E or LOS F.

Since all study roadway segments are anticipated to continue to operate at LOS D or better under Existing with Project conditions, the Project does not require roadway segment improvements.

Study Intersections
For study intersections, the need for intersection improvements is justified when a project’s traffic results in the addition of more than 2 seconds of overall intersection peak hour delay to an intersection operating at LOS E or F. Additionally, intersection improvements are justified if project traffic causes an intersection to degrade from LOS A through D to either LOS E or LOS F.

Since all study intersections are anticipated to continue to operate at LOS B or better under Existing with Project conditions, the Project does not require intersection improvements.

Project Driveway Sight Distance Analysis
As part of the design process, a corner sight distance and stopping sight distance analysis was performed on the Project’s driveway. Based on the sight distance criteria outlined in the American Association of State Highway and Transportation Officials (AASHTO) – and Policy on Geometric Design of Highways and Street, an intersection where the minor roadway is stop controlled, allows left-turn movements, and has a design speed of 30 mph (Design Speed = 25 mph speed limit on Jericho Road + 5 mph) would require a clear stopping sight distance of 200 feet and/or a clear corner sight distance of 335. Table 6 and Table 7 display the standards for stopping sight distance and corner sight distance.

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Jericho Road Multi-Family Housing Project Page 15
Traffic Assessment Letter
Table 6 - Minimum Stopping Sight Distances
Design Speed (mph) Minimum Stopping Sight Distance (ft) 15 80
20 115
25 155
30 200
35 250
40 305
45 360
50 425
55 495
60 570
Source: AASHTO, 7th Edition
Table 7 - Minimum Recommended Corner Sight Distance (CSD) Design Speed (mph) Minimum Corner Intersection Sight Distance (ft) 25 280
30 335
35 390
40 445
45 500
50 555
55 610
60 665
65 720
70 775
Source: AASHTO, 7th Edition
For determining corner sight distance, a setback distance for the vehicle waiting on the minor road must be assumed as measured from the edge of traveled way of the major road. Setback for the driver of the vehicle on the minor road should be a minimum of 10 feet plus the shoulder width of the major road but not less than 15 feet. In this case, the west Project driveway would be moved 10 feet in from the current right of way. Therefore, corner sight distance was measured at a setback of 15 feet from the edge of assumed travel way.

Table 8 displays the measured stopping sight distance, the design speed, as well as the minimum stopping sight distance requirements.

Table 8 - Stopping Sight Distance Analysis Results
Location Design Speed Stopping Sight Distance
Measured (ft) Required (ft) Adequate?
Traveling Westbound Along Broadmoor Drive
Project Driveway #1 30 395 200 Yes
Project Driveway #2 30 394 200 Yes
Traveling Northbound Along Jericho Road
Project Driveway #1 30 115 200 No
Project Driveway #2 30 113 200 No
Source: CR Associates (2023)

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Jericho Road Multi-Family Housing Project Page 16
Traffic Assessment Letter
As shown, the project driveways do not currently meet the required stopping sight distances. Project Driveway #1 needs an additional 85 feet of clear stopping sight distance from the south approach.

Project Driveway #2 needs an additional 87 feet of clear stopping sight distance from the south approach. This is due to the vertical curve along Jericho Road. As shown below, the approximately 15% slope along Jericho limits the line of sight for vehicles traveling towards the project driveways.

Table 9 displays the measured corner sight distance, the design speed, as well as the minimum corner sight distance requirements.

Table 9 - Corner Sight Distance Analysis Results
Location Design Speed Corner Sight Distance
Measured (ft) Required (ft) Adequate?
Looking East Along Broadmoor Drive
Project Driveway #1 30 101 335 No
Project Driveway #2 30 466 335 Yes
Looking South Along Jericho Road
Project Driveway #1 30 109 335 No
Project Driveway #2 30 116 335 No
Source: CR Associates (2023)
As shown, the project driveways do not currently meet the required corner sight distances. Project Driveway #1 needs an additional 234 feet of clear corner sight distance to the east along Broadmoor Drive and 226 feet to the south along Jericho Road. Project Driveway #2 meets the required corner sight distance to the east but needs an additional 219 feet of clear corner sight distance to the south along Jericho Road. Similar to the stopping sight distance analysis, the corner sight distances at the project driveways are limited along Jericho Road due to the approximately 15% vertical curve. Project Driveway #1 also has a limited corner sight distance looking east towards Broadmoor due to the wide curve at the intersection of Broadmoor Drive & Jericho Road.

Figures 9 - 16 display the stopping sight distance and corner sight distances observed at each project driveway.

Jericho Road – Point of view when traveling northbound towards Broadmoor Drive

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Jericho Road Multi-Family Housing Project Page 17
Traffic Assessment Letter
Figure 9 - Stopping Sight Distance Traveling Westbound Towards Project Driveway #1 = 395’ Figure 10 - Stopping Sight Distance Traveling Northbound Towards Project Driveway #1 = 115’

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Jericho Road Multi-Family Housing Project Page 18
Traffic Assessment Letter
Figure 11 - Corner Sight Distance Looking East from Project Driveway #1 = 101’ Figure 12 - Corner Sight Distance Looking South from Project Driveway #1 = 109’

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Jericho Road Multi-Family Housing Project Page 19
Traffic Assessment Letter
Figure 13 - Stopping Sight Distance Traveling Westbound Towards Project Driveway #2 = 394’ Figure 14 - Stopping Sight Distance Traveling Northbound Towards Project Driveway #2 = 113’

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Jericho Road Multi-Family Housing Project Page 20
Traffic Assessment Letter
Figure 15 - Corner Sight Distance Looking East from Project Driveway #2 = 466’ Figure 16 - Corner Sight Distance Looking South from Project Driveway #2 = 116’

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Jericho Road Multi-Family Housing Project Page 21
Traffic Assessment Letter
As shown, the project driveways do not currently meet the required corner sight distances. Project Driveway #1 needs an additional 234 feet of clear corner sight distance to the east along Broadmoor Drive and 226 feet to the south along Jericho Road. Project Driveway #2 meets the required corner sight distance to the east but needs an additional 219 feet of clear corner sight distance to the south along Jericho Road. Similar to the stopping sight distance analysis, the corner sight distances at the project driveways are limited along Jericho Road due to the approximately 15% vertical curve. Project Driveway #1 also has a limited corner sight distance looking east towards Broadmoor due to the wide curve at the intersection of Broadmoor Drive & Jericho Road.

Mitigation Requirements
The project driveways do not meet the minimum stopping sight and/or corner sight distance requirements. Therefore, it is recommended that the project applicant trims bushes and shrubs as well as limit/clear any objects in the line of sight at the project driveways in order to increase and meet sight distance
requirements. Additionally, it is also recommended that W2-1 signs, as seen in the figure to the right, are installed at the northbound approach along Jericho Road to indicate the presence of a driveway and the possibility of turning or entering traffic.

The installation of the sign shall be in accordance with the California MUTCD (version 2014 revision 7), as well as coordinated with City of La Mesa staff and to the satisfaction of the City Traffic Engineer.

Impacts to On-Street Parking
On-street parking is permitted along both sides of Jericho Road. It is not anticipated that implementation of the Project will impact on-street parking within the study area as the Project will provide enough on-site parking to accommodate its future residents.

Impacts to Adjacent Schools, Transit & Other
Public Facilities
This section reviews and documents potential transportation related impacts that the Project may have on adjacent schools, transit, and other public facilities.

Schools
Northmont Elementary is the closest public school to the Project. It is located northwest of the Project, along Gregory St. The Project does not include any features or elements that would change or impede the travel patterns to/from the school or change access to the school. Therefore, the Project would not impact any schools within the area.

Transit
The Amaya Trolley Station is located within 1/2-mile walking distance of the Project. Thus, the Project is within a Transit Priority Area. The Project does not include any features or elements that would impede access to Amaya Trolley Station or other transit stops. Therefore, the Project would not impact any transit facilities within the area.

W2-1: Cross Road Sign

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Jericho Road Multi-Family Housing Project Page 22
Traffic Assessment Letter
Other Public Facilities
There are currently no other transportation related public facilities adjacent to the Project site.

On-Site Circulation and Parking
This section reviews the Project’s on-site circulation and documents the off-street parking which the Project will provide.

On-Site Circulation
The Project will have two driveways located at the intersection of Broadmoor Drive & Jericho Road.

Project Driveway #1 will be aligned with Jericho Road and Project Driveway will be aligned with Broadmoor Drive. The internal roadways are generally lined with perpendicular parking or enclosed garage spaces.

On-Site Parking
The Project will apply the City of La Mesa Municipal Code 24.04.030 – Off-Street parking requirements to determine the number of parking spaces required by the Project. Per the Municipal Code, dwelling units in apartments, condominium or community apartment projects require 2 parking spaces per unit.

Based on this standard, the Project is required to provide 146 parking spaces for residents (2 per each of the 73 units); thus, the Project will provide 146 parking spaces for residents.

The City of La Mesa Municipal Code also states that guest or visitor parking be provided at a rate of

0.4 spaces per dwelling unit. However, California Assembly Bill 2097 prohibits public agencies from imposing or enforcing a minimum automobile parking requirement for residential, commercial, and other developments if the parcel is located within a 1/2-mile walking distance of a major transit stop. The Project will provide 5 parking spaces for guests (reduced based on AB 2097). Transcript of AB 2097 can be found in Attachment F.

VMT Analysis
The City of La Mesa has not yet adopted City of La Mesa-specific guidelines for VMT-based or LOSbased analyses. Therefore, consistent with other approved developments within the City of La Mesa, such as the Alvarado Specific Plan, the scope for the VMT analysis is based on the Governor’s Office of Planning and Research (OPR) Technical Advisory. The OPR Technical Advisory provides recommendations and screening thresholds, VMT analysis methodologies, project VMT thresholds, and mitigation strategies.

Per the OPR Technical Advisory, certain projects (including residential, retail, and office projects) proposed within 1/2-mile of an existing major transit stop or an existing stop along a high-quality transit corridor is presumed to have a less-than-significant VMT impact. The Project is located within a 1/2- mile walking distance from the Amaya Trolley Station, and the walking route to the station is without discontinuity of sidewalk or obstructions. Therefore, in accordance with the OPR Technical Advisory, the Project is presumed to have a less-than-significant VMT impact and exempt from further VMT analysis.

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Jericho Road Multi-Family Housing Project Page 23
Traffic Assessment Letter
Conclusions and Key Findings
This section summarizes the conclusions and key findings of the previous sections in this letter. The following points summarize the findings of this letter:
 The Project is not projected to have an adverse effect on traffic operations within the study area and off-site improvements are not required.
 The Project is presumed to have a less-than-significant VMT impact.  The project driveways do not meet the required stopping sight and corner sight distances. It is recommended that the project applicant install a W2-1 sign to indicate the presence of the project driveways.
 The Project does not include any features or elements that would change or impede access to nearby schools or transit facilities.
 The Project will meet parking requirements by providing 146 on-site parking spaces for residents and 5 on-site parking spaces for guests.
 The Project will have adequate internal circulation.

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Jericho Road Multi-Family Housing Project Page 24
Traffic Assessment Letter
Attachment A
City of La Mesa Traffic Assessment Letter Requirements

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TRAFFIC DEVELOPMENT REVIEW - APPLICABILITY SHEET

PUBLIC WORKS DEPARTMENT / ENGINEERING DIVISION
8130 Allison Avenue, La Mesa, CA 91942
Phone: 619.667.1166 • Fax: 619.667.1380
PROJECT DATA:

Owner’s Name & Phone No: .

Address: Permit No: .

Project: Date Applied: .

PROJECT SITE (BRIEF DESCRIPTION OF WORK):
.

TRAFFIC DEVELOPMENT REVIEW APPLICABILITY CHECKLIST
Complete Section 1 of the checklist to determine if your development meets the minimum requirement for a Traffic Development Review. This form must be completed and submitted with your development project.

SECTION 1. MINIMUM REQUIREMENT FOR A TRAFFIC ASSESSMENT LETTER AND TRAFFIC DEVELOPMENT REVIEW:

1. Is your project a single family residential development? YES ☐ NO ☐ If the answer to Section 1, Item 1 is “Yes”, STOP! Do not continue to Section 2. Your project does not require a Traffic Assessment Letter or any further Traffic Development Review. If Section 1, item 1 answer is “No”, go to Section 2.

SECTION 2: DETERMINING THE REQUREMENTS FOR TRAFFIC DEVELOPMENT REVIEW.

Is or does your development;

2. Generates more than 500 ADT or 50 peak-hour trips? YES ☐ NO ☐

3. Generates more than 100 ADT or 20 peak hour trips? YES ☐ NO ☐ If Section 2, item 2 answer is “Yes” a Traffic Impact Study will be required. Please contact the Public Works Department at 619-667-1166 to schedule a Traffic Development Scoping Meeting to discuss additional requirements and fees. If the answer is “No”, proceed to item 3.

If Section 2, item 3 answer is “Yes” a Traffic Assessment Letter (TAL) will be required. Please contact the Public Works Department at 619-667-1166 to schedule a Traffic Development Scoping Meeting to discuss additional requirements and fees. If the answer is “No”, STOP! Your project does not require a Traffic Assessment Letter or any further Traffic Development Review. Or Please contact the Public Works Department at 619-667-1166 to discuss your project? Completed By:

Name, Address & Phone Number

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Page 1 of 3 ends

Department of Public Works
Development Review Process for Traffic

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Page 2 of 3 ends

Purpose of a Traffic Assessment Letter
A Traffic Assessment Letter (TAL) is intended to provide an evaluation process of the impacts of small developments for City staff review. It allows developers to submit a streamlined analysis, prepared by a licensed Traffic Engineer, in lieu of a full Traffic Impact Study (TIS). The developer’s authorized Traffic Engineer should always coordinate with City staff from the Department of Public Works Engineering Division prior to preparation of a TAL to determine if this document is acceptable or if a complete TIS is necessary. Upon review of the TAL by City staff, a TIS may still be required to address traffic impact issues.

Objectives of TAL Requirements
When a traffic analysis indicates that the Level of Service (LOS) for a street reaches “D” or below, the City will determine if improvements or changes in operations are needed to maintain or improve the Level of Service. These guidelines are intended to supplement TIS manuals such as SANTEC/ITE Guidelines for Traffic Impact Studies in the San Diego Region, Caltrans’ Draft Guide for the Preparation of Traffic Impact Studies, the City of San Diego’s Traffic Impact Study Manual and other industry accepted traffic impact study guidelines. Special situations may call for variation from these requirements.

Components of a TAL

1. Determine and document the existing traffic volumes and peak hour level-ofservice with current site development for immediately adjacent intersection(s) and fronting roadway segment.

2. Determine projected trips generated by the proposed development based on SANDAG’s Traffic Generators manual or, if no applicable rates are available, ITE’s latest Trip Generation manual.

3. Determine and document the existing plus proposed traffic volumes and peak hour level-of-service for immediately adjacent intersection(s) and fronting roadway segment.

4. Evaluate the adequacy of visibility and access at all driveway access locations with public roadways based on sight distance criteria contained in the current edition of the American Association of State Highway and Transportation Officials (AASHTO) Policy on Geometric Design of Highways and Streets. This evaluation should include a review of applicable turning radii for the largest design vehicle expected to access the development on a regular basis.

5. Evaluate the impacts of the proposed development to on-street parking.

6. Evaluate the traffic impacts of the proposed development to adjacent school, transit or other public facilities.

7. Evaluate on-site circulation and parking adequacy, including a review of applicable turning radii for the largest design vehicle expected to access the development on a regular basis.

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Page 3 of 3 ends

Submittal of TAL
Each TAL submittal shall include the following:

1. A figure identifying the project location and a site plan if available.

2. Photographs of pertinent project locations, including study intersections and roadway segments, driveways and other evaluation items.

3. A cover letter containing the signature and professional stamp of the Licensed Traffic or Civil Engineer who prepared the TAL.

4. Two (2) copies of all necessary components of the TAL on 81 /2” x 11” sheets.

E:\0760 TraffEng\Dev. Traffic Review\Traffic Impact Requirements for Development 20160202.doc

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Jericho Road Multi-Family Housing Project Page 25
Traffic Assessment Letter
Attachment B
Traffic Counts

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File Name : 01_LMA_DW_Jer AM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 1
City of La Mesa
N/S: Driveway/Broadmoor Drive
E/W: Jericho Road
Weather: Clear
Groups Printed- Total Volume
Broadmoor Drive
Southbound
Jericho Road
Westbound
Driveway
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 4 0 4 0 0 0 0 0 0 4
07:15 AM 1 0 1 0 2 2 0 0 0 3
07:30 AM 4 0 4 0 2 2 0 0 0 6
07:45 AM 4 0 4 0 1 1 0 0 0 5
Total 13 0 13 0 5 5 0 0 0 18
08:00 AM 1 0 1 0 6 6 0 0 0 7
08:15 AM 3 0 3 0 3 3 0 0 0 6
08:30 AM 4 0 4 0 3 3 0 0 0 7
08:45 AM 6 0 6 2 1 3 0 0 0 9
Total 14 0 14 2 13 15 0 0 0 29
Grand Total 27 0 27 2 18 20 0 0 0 47
Apprch % 100 0 10 90 0 0
Total % 57.4 0 57.4 4.3 38.3 42.6 0 0 0
Broadmoor Drive
Southbound
Jericho Road
Westbound
Driveway
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 1 0 1 0 6 6 0 0 0 7
08:15 AM 3 0 3 0 3 3 0 0 0 6
08:30 AM 4 0 4 0 3 3 0 0 0 7
08:45 AM 6 0 6 2 1 3 0 0 0 9
Total Volume 14 0 14 2 13 15 0 0 0 29
% App. Total 100 0 13.3 86.7 0 0
PHF .583 .000 .583 .250 .542 .625 .000 .000 .000 .806
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 421 of 2604 ends

File Name : 01_LMA_DW_Jer AM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 2
City of La Mesa
N/S: Driveway/Broadmoor Drive
E/W: Jericho Road
Weather: Clear
Broadmoor Drive
Driveway
Jericho Road
Right
0 Left
14 Out In Total
13 14 27
Right
13 Thru
2 Out Total In
14 15 29
Left
0 Thru
0 Total Out In
2 0 2
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 07:00 AM
+0 mins. 1 0 1 0 6 6 0 0 0
+15 mins. 3 0 3 0 3 3 0 0 0
+30 mins. 4 0 4 0 3 3 0 0 0
+45 mins. 6 0 6 2 1 3 0 0 0
Total Volume 14 0 14 2 13 15 0 0 0
% App. Total 100 0 13.3 86.7 0 0
PHF .583 .000 .583 .250 .542 .625 .000 .000 .000
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

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File Name : 01_LMA_DW_Jer PM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 1
City of La Mesa
N/S: Driveway/Broadmoor Drive
E/W: Jericho Road
Weather: Clear
Groups Printed- Total Volume
Broadmoor Drive
Southbound
Jericho Road
Westbound
Driveway
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 3 0 3 1 1 2 0 0 0 5
04:15 PM 3 0 3 0 4 4 0 0 0 7
04:30 PM 1 0 1 1 2 3 0 1 1 5
04:45 PM 1 0 1 0 5 5 0 0 0 6
Total 8 0 8 2 12 14 0 1 1 23
05:00 PM 1 0 1 0 2 2 0 0 0 3
05:15 PM 4 0 4 0 1 1 0 0 0 5
05:30 PM 4 0 4 0 2 2 0 0 0 6
05:45 PM 5 0 5 0 3 3 0 0 0 8
Total 14 0 14 0 8 8 0 0 0 22
Grand Total 22 0 22 2 20 22 0 1 1 45
Apprch % 100 0 9.1 90.9 0 100
Total % 48.9 0 48.9 4.4 44.4 48.9 0 2.2 2.2
Broadmoor Drive
Southbound
Jericho Road
Westbound
Driveway
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 3 0 3 1 1 2 0 0 0 5
04:15 PM 3 0 3 0 4 4 0 0 0 7
04:30 PM 1 0 1 1 2 3 0 1 1 5
04:45 PM 1 0 1 0 5 5 0 0 0 6
Total Volume 8 0 8 2 12 14 0 1 1 23
% App. Total 100 0 14.3 85.7 0 100
PHF .667 .000 .667 .500 .600 .700 .000 .250 .250 .821
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

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File Name : 01_LMA_DW_Jer PM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 2
City of La Mesa
N/S: Driveway/Broadmoor Drive
E/W: Jericho Road
Weather: Clear
Broadmoor Drive
Driveway
Jericho Road
Right
0 Left
8 Out In Total
12 8 20
Right
12 Thru
2 Out Total In
9 14 23
Left
0 Thru
1 Total Out In
2 1 3
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 04:00 PM 04:00 PM
+0 mins. 1 0 1 1 1 2 0 0 0
+15 mins. 4 0 4 0 4 4 0 0 0
+30 mins. 4 0 4 1 2 3 0 1 1
+45 mins. 5 0 5 0 5 5 0 0 0
Total Volume 14 0 14 2 12 14 0 1 1
% App. Total 100 0 14.3 85.7 0 100
PHF .700 .000 .700 .500 .600 .700 .000 .250 .250
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

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Location: Date: 4/18/2023
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Jericho Road Broadmoor Drive Dead End Driveway
Pedestrians Pedestrians Pedestrians Pedestrians
1000 1
0112 4
0000 0
0000 0
0000 0
0000 0
0011 2
0000 0
1 1 2 37
North Leg East Leg South Leg West Leg
Jericho Road Broadmoor Drive Dead End Driveway
Pedestrians Pedestrians Pedestrians Pedestrians
0111 3
0011 2
0000 0
0111 3
0012 3
0011 2
1010 2
0011 2
1 2 7 7 17
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
La Mesa
Jericho Road
Driveway/Broadmoor Drive

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878 Page 425 of 2604 951-268-6268
Location: Date: 4/18/2023
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
100000000000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
100000000000 1
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
Driveway
TOTAL VOLUMES:

Jericho Road Broadmoor Drive Dead End Driveway
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Jericho Road Broadmoor Drive Dead End
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Driveway/Broadmoor Drive
Jericho Road
La Mesa

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878 Page 426 of 2604 951-268-6268
File Name : 02_LMA_Ama_Jeri AM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 1
City of La Mesa
N/S: Amaya Drive
E/W: Jericho Road
Weather: Clear
Groups Printed- Total Volume
Amaya Drive
Southbound
Amaya Drive
Northbound
Jericho Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 48 1 49 0 17 17 0 4 4 70
07:15 AM 48 0 48 1 15 16 0 1 1 65
07:30 AM 75 0 75 2 26 28 0 4 4 107
07:45 AM 94 0 94 1 48 49 1 4 5 148
Total 265 1 266 4 106 110 1 13 14 390
08:00 AM 63 0 63 6 26 32 0 1 1 96
08:15 AM 45 0 45 3 22 25 0 3 3 73
08:30 AM 49 1 50 2 33 35 1 4 5 90
08:45 AM 41 1 42 4 30 34 0 5 5 81
Total 198 2 200 15 111 126 1 13 14 340
Grand Total 463 3 466 19 217 236 2 26 28 730
Apprch % 99.4 0.6 8.1 91.9 7.1 92.9
Total % 63.4 0.4 63.8 2.6 29.7 32.3 0.3 3.6 3.8
Amaya Drive
Southbound
Amaya Drive
Northbound
Jericho Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 75 0 75 2 26 28 0 4 4 107
07:45 AM 94 0 94 1 48 49 1 4 5 148
08:00 AM 63 0 63 6 26 32 0 1 1 96
08:15 AM 45 0 45 3 22 25 0 3 3 73
Total Volume 277 0 277 12 122 134 1 12 13 424
% App. Total 100 0 9 91 7.7 92.3
PHF .737 .000 .737 .500 .635 .684 .250 .750 .650 .716
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 427 of 2604 ends

File Name : 02_LMA_Ama_Jeri AM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 2
City of La Mesa
N/S: Amaya Drive
E/W: Jericho Road
Weather: Clear
Amaya Drive
Jericho Road
Amaya Drive
Right
0 Thru
277
Out In Total
123 277 400
Left
12 Thru
122
Out In Total
289 134 423
Left
1 Right
12 Total Out In
12 13 25
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:45 AM 07:00 AM
+0 mins. 48 0 48 1 48 49 0 4 4
+15 mins. 75 0 75 6 26 32 0 1 1
+30 mins. 94 0 94 3 22 25 0 4 4
+45 mins. 63 0 63 2 33 35 1 4 5
Total Volume 280 0 280 12 129 141 1 13 14
% App. Total 100 0 8.5 91.5 7.1 92.9
PHF .745 .000 .745 .500 .672 .719 .250 .813 .700
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 428 of 2604 ends

File Name : 02_LMA_Ama_Jeri PM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 1
City of La Mesa
N/S: Amaya Drive
E/W: Jericho Road
Weather: Clear
Groups Printed- Total Volume
Amaya Drive
Southbound
Amaya Drive
Northbound
Jericho Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 40 1 41 4 75 79 7 1 8 128
04:15 PM 47 0 47 3 48 51 3 0 3 101
04:30 PM 43 0 43 4 50 54 3 0 3 100
04:45 PM 43 1 44 4 38 42 5 0 5 91
Total 173 2 175 15 211 226 18 1 19 420
05:00 PM 59 0 59 3 45 48 2 0 2 109
05:15 PM 41 1 42 2 52 54 4 0 4 100
05:30 PM 40 0 40 5 52 57 2 0 2 99
05:45 PM 29 0 29 2 48 50 4 0 4 83
Total 169 1 170 12 197 209 12 0 12 391
Grand Total 342 3 345 27 408 435 30 1 31 811
Apprch % 99.1 0.9 6.2 93.8 96.8 3.2
Total % 42.2 0.4 42.5 3.3 50.3 53.6 3.7 0.1 3.8
Amaya Drive
Southbound
Amaya Drive
Northbound
Jericho Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 40 1 41 4 75 79 7 1 8 128
04:15 PM 47 0 47 3 48 51 3 0 3 101
04:30 PM 43 0 43 4 50 54 3 0 3 100
04:45 PM 43 1 44 4 38 42 5 0 5 91
Total Volume 173 2 175 15 211 226 18 1 19 420
% App. Total 98.9 1.1 6.6 93.4 94.7 5.3
PHF .920 .500 .931 .938 .703 .715 .643 .250 .594 .820
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 429 of 2604 ends

File Name : 02_LMA_Ama_Jeri PM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 2
City of La Mesa
N/S: Amaya Drive
E/W: Jericho Road
Weather: Clear
Amaya Drive
Jericho Road
Amaya Drive
Right
2 Thru
173
Out In Total
229 175 404
Left
15 Thru
211
Out In Total
174 226 400
Left
18 Right
1 Total Out In
17 19 36
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:00 PM 04:00 PM
+0 mins. 47 0 47 4 75 79 7 1 8
+15 mins. 43 0 43 3 48 51 3 0 3
+30 mins. 43 1 44 4 50 54 3 0 3
+45 mins. 59 0 59 4 38 42 5 0 5
Total Volume 192 1 193 15 211 226 18 1 19
% App. Total 99.5 0.5 6.6 93.4 94.7 5.3
PHF .814 .250 .818 .938 .703 .715 .643 .250 .594
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 430 of 2604 ends

Location: Date: 4/18/2023
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Amaya Drive Dead End Amaya Drive Jericho Road
Pedestrians Pedestrians Pedestrians Pedestrians
0001 1
0021 3
0000 0
0000 0
0000 0
0011 2
0000 0
0000 0
0 0 3 36
North Leg East Leg South Leg West Leg
Amaya Drive Dead End Amaya Drive Jericho Road
Pedestrians Pedestrians Pedestrians Pedestrians
0002 2
0001 1
0001 1
0000 0
0013 4
0000 0
0004 4
0012 3
0 0 2 13 15
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
La Mesa
Amaya Drive
Jericho Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878 Page 431 of 2604 951-268-6268
Location: Date: 4/18/2023
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000010000 1
000000000000 0
000000000001 1
010000000000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
010000010001 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
010000000000 1
000000000000 0
000000020000 2
000000000000 0
000000000000 0
000000000000 0
010000010000 2
020000030000 5
Jericho Road
TOTAL VOLUMES:

Amaya Drive Dead End Amaya Drive Jericho Road
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Amaya Drive Dead End Amaya Drive
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Jericho Road
Amaya Drive
La Mesa

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878 Page 432 of 2604 951-268-6268
File Name : 03_LMA_Wat_Ama AM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 1
City of La Mesa
N/S: Water Street
E/W: Amaya Drive
Weather: Clear
Groups Printed- Total Volume
Serena Vista Apartments
Southbound
Amaya Drive
Westbound
Water Street
Northbound
Amaya Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 7 8 5 43 1 49 21 0 1 22 0 23 8 31 110
07:15 AM 0 3 10 13 14 48 0 62 19 0 3 22 0 18 16 34 131
07:30 AM 0 0 1 1 13 55 0 68 34 0 6 40 0 23 20 43 152
07:45 AM 0 0 3 3 20 75 0 95 46 0 10 56 3 48 36 87 241
Total 1 3 21 25 52 221 1 274 120 0 20 140 3 112 80 195 634 08:00 AM 0 0 2 2 31 59 0 90 28 1 6 35 1 41 64 106 233
08:15 AM 1 0 4 5 25 50 0 75 56 0 16 72 4 23 88 115 267
08:30 AM 0 0 4 4 19 50 0 69 47 0 8 55 1 32 28 61 189
08:45 AM 0 0 3 3 19 30 0 49 45 0 10 55 2 22 44 68 175
Total 1 0 13 14 94 189 0 283 176 1 40 217 8 118 224 350 864 Grand Total 2 3 34 39 146 410 1 557 296 1 60 357 11 230 304 545 1498 Apprch % 5.1 7.7 87.2 26.2 73.6 0.2 82.9 0.3 16.8 2 42.2 55.8 Total % 0.1 0.2 2.3 2.6 9.7 27.4 0.1 37.2 19.8 0.1 4 23.8 0.7 15.4 20.3 36.4 Serena Vista Apartments
Southbound
Amaya Drive
Westbound
Water Street
Northbound
Amaya Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 0 3 3 20 75 0 95 46 0 10 56 3 48 36 87 241
08:00 AM 0 0 2 2 31 59 0 90 28 1 6 35 1 41 64 106 233
08:15 AM 1 0 4 5 25 50 0 75 56 0 16 72 4 23 88 115 267
08:30 AM 0 0 4 4 19 50 0 69 47 0 8 55 1 32 28 61 189
Total Volume 1 0 13 14 95 234 0 329 177 1 40 218 9 144 216 369 930 % App. Total 7.1 0 92.9 28.9 71.1 0 81.2 0.5 18.3 2.4 39 58.5 PHF .250 .000 .813 .700 .766 .780 .000 .866 .790 .250 .625 .757 .563 .750 .614 .802 .871 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 433 of 2604 ends

File Name : 03_LMA_Wat_Ama AM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 2
City of La Mesa
N/S: Water Street
E/W: Amaya Drive
Weather: Clear
Serena Vista Apartments
Amaya Drive
Amaya Drive
Water Street
Right
13 Thru
0 Left
1 Out In Total
10 14 24
Right
0 Thru
234
Left
95 Out Total In
185 329 514
Left
177
Thru
1 Right
40 Out In Total
311 218 529
Left
9 Thru
144
Right
216
Total Out In
424 369 793
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:45 AM 07:45 AM 07:45 AM
+0 mins. 1 0 7 8 20 75 0 95 46 0 10 56 3 48 36 87
+15 mins. 0 3 10 13 31 59 0 90 28 1 6 35 1 41 64 106
+30 mins. 0 0 1 1 25 50 0 75 56 0 16 72 4 23 88 115
+45 mins. 0 0 3 3 19 50 0 69 47 0 8 55 1 32 28 61
Total Volume 1 3 21 25 95 234 0 329 177 1 40 218 9 144 216 369 % App. Total 4 12 84 28.9 71.1 0 81.2 0.5 18.3 2.4 39 58.5 PHF .250 .250 .525 .481 .766 .780 .000 .866 .790 .250 .625 .757 .563 .750 .614 .802 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 434 of 2604 ends

File Name : 03_LMA_Wat_Ama PM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 1
City of La Mesa
N/S: Water Street
E/W: Amaya Drive
Weather: Clear
Groups Printed- Total Volume
Serena Vista Apartments
Southbound
Amaya Drive
Westbound
Water Street
Northbound
Amaya Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 2 3 8 45 0 53 46 2 22 70 2 64 43 109 235
04:15 PM 1 1 3 5 12 41 1 54 20 0 8 28 7 52 36 95 182
04:30 PM 1 0 3 4 12 45 1 58 25 0 9 34 4 54 31 89 185
04:45 PM 1 0 4 5 9 44 3 56 41 0 13 54 5 37 36 78 193
Total 3 2 12 17 41 175 5 221 132 2 52 186 18 207 146 371 795 05:00 PM 0 0 1 1 14 54 1 69 31 0 3 34 5 54 40 99 203
05:15 PM 0 1 4 5 13 39 0 52 31 1 15 47 5 47 37 89 193
05:30 PM 0 0 3 3 14 32 1 47 33 1 15 49 1 54 45 100 199
05:45 PM 0 0 3 3 8 33 1 42 22 1 12 35 3 51 38 92 172
Total 0 1 11 12 49 158 3 210 117 3 45 165 14 206 160 380 767 Grand Total 3 3 23 29 90 333 8 431 249 5 97 351 32 413 306 751 1562 Apprch % 10.3 10.3 79.3 20.9 77.3 1.9 70.9 1.4 27.6 4.3 55 40.7 Total % 0.2 0.2 1.5 1.9 5.8 21.3 0.5 27.6 15.9 0.3 6.2 22.5 2 26.4 19.6 48.1 Serena Vista Apartments
Southbound
Amaya Drive
Westbound
Water Street
Northbound
Amaya Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 1 2 3 8 45 0 53 46 2 22 70 2 64 43 109 235
04:15 PM 1 1 3 5 12 41 1 54 20 0 8 28 7 52 36 95 182
04:30 PM 1 0 3 4 12 45 1 58 25 0 9 34 4 54 31 89 185
04:45 PM 1 0 4 5 9 44 3 56 41 0 13 54 5 37 36 78 193
Total Volume 3 2 12 17 41 175 5 221 132 2 52 186 18 207 146 371 795 % App. Total 17.6 11.8 70.6 18.6 79.2 2.3 71 1.1 28 4.9 55.8 39.4 PHF .750 .500 .750 .850 .854 .972 .417 .953 .717 .250 .591 .664 .643 .809 .849 .851 .846 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 435 of 2604 ends

File Name : 03_LMA_Wat_Ama PM
Site Code : 22923314
Start Date : 4/18/2023
Page No : 2
City of La Mesa
N/S: Water Street
E/W: Amaya Drive
Weather: Clear
Serena Vista Apartments
Amaya Drive
Amaya Drive
Water Street
Right
12 Thru
2 Left
3 Out In Total
25 17 42
Right
5 Thru
175
Left
41 Out Total In
262 221 483
Left
132
Thru
2 Right
52 Out In Total
189 186 375
Left
18 Thru
207
Right
146
Total Out In
319 371 690
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:00 PM 05:00 PM
+0 mins. 0 1 2 3 12 41 1 54 46 2 22 70 5 54 40 99
+15 mins. 1 1 3 5 12 45 1 58 20 0 8 28 5 47 37 89
+30 mins. 1 0 3 4 9 44 3 56 25 0 9 34 1 54 45 100
+45 mins. 1 0 4 5 14 54 1 69 41 0 13 54 3 51 38 92
Total Volume 3 2 12 17 47 184 6 237 132 2 52 186 14 206 160 380 % App. Total 17.6 11.8 70.6 19.8 77.6 2.5 71 1.1 28 3.7 54.2 42.1 PHF .750 .500 .750 .850 .839 .852 .500 .859 .717 .250 .591 .664 .700 .954 .889 .950 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 436 of 2604 ends

Location: Date: 4/18/2023
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Serena Vista Apts DW Broadmoor Drive Water Street Amaya Drive Pedestrians Pedestrians Pedestrians Pedestrians
6140 11
3220 7
4032 9
4310 8
4420 10
4020 6
4000 4
1132 7
30 11 17 4 62
North Leg East Leg South Leg West Leg
Serena Vista Apts DW Broadmoor Drive Water Street Amaya Drive Pedestrians Pedestrians Pedestrians Pedestrians
2210 5
5240 11
3422 11
2330 8
4510 10
1020 3
1200 3
1100 2
19 19 13 2 53
La Mesa
Water Street
Amaya Drive

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878 Page 437 of 2604 951-268-6268
Location: Date: 4/18/2023
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000010000010 2
000010100000 2
000010000000 1
000000100000 1
000000000000 0
000100000020 3
000100000000 1
0 0 0 2 3 0 2 0 0 0 4 0 11
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000010000000 1
000000000000 0
000000002000 2
000000000000 0
000000100001 2
000000000002 2
000010100000 2
000020202003 9
Amaya Drive
Water Street
La Mesa

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Serena Vista Apts DW Broadmoor Drive Water Street Amaya Drive TOTAL VOLUMES:

Serena Vista Apts DW Broadmoor Drive Water Street Amaya Drive Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878 Page 438 of 2604 951-268-6268

Page 1 ends

City of La Mesa
Amaya Drive
B/ Jericho Road - Kathy Street
24 Hour Directional Volume Count
LMA003
Site Code: 229-23314
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 4/18/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 3 22 4 38
12:15 7 29 3 33
12:30 2 34 2 40
12:45 3 44 15 129 5 42 14 153 29 282
01:00 2 53 1 36
01:15 1 53 1 43
01:30 3 33 0 35
01:45 2 31 8 170 1 48 3 162 11 332
02:00 3 34 0 38
02:15 1 43 1 46
02:30 4 39 2 47
02:45 3 45 11 161 0 76 3 207 14 368
03:00 1 48 0 43
03:15 5 46 0 39
03:30 3 60 0 58
03:45 0 50 9 204 1 65 1 205 10 409
04:00 4 41 1 79
04:15 7 47 1 51
04:30 6 43 1 54
04:45 4 43 21 174 1 42 4 226 25 400
05:00 13 59 1 48
05:15 10 41 2 54
05:30 20 40 7 57
05:45 27 29 70 169 2 50 12 209 82 378
06:00 15 26 14 41
06:15 25 24 9 50
06:30 23 30 17 37
06:45 45 35 108 115 15 39 55 167 163 282
07:00 52 35 17 49
07:15 49 32 16 31
07:30 79 42 28 32
07:45 98 39 278 148 49 31 110 143 388 291
08:00 64 40 32 34
08:15 48 25 25 22
08:30 53 15 35 25
08:45 46 24 211 104 34 13 126 94 337 198
09:00 35 16 20 25
09:15 42 23 23 19
09:30 50 9 34 14
09:45 44 13 171 61 32 18 109 76 280 137
10:00 45 11 26 9
10:15 35 10 27 9
10:30 39 13 31 7
10:45 38 10 157 44 40 12 124 37 281 81
11:00 39 8 23 10
11:15 31 5 29 5
11:30 31 8 40 8
11:45 22 6 123 27 36 6 128 29 251 56
Total 1182 1506 1182 1506 689 1708 689 1708 1871 3214
Combined
Total 2688 2688 2397 2397 5085
AM Peak - 07:15 - - - 07:45 - - - - -
Vol. - 290 - - - 141 - - - - -
P.H.F. 0.740 0.719
PM Peak - - 03:00 - - - 03:30 - - - -
Vol. - - 204 - - - 253 - - - -
P.H.F. 0.850 0.801
Percentag
e

44.0% 56.0% 28.7% 71.3%
ADT/AADT ADT 5,085 AADT 5,085

Page 439 of 2604 ends

Page 1 ends

City of La Mesa
Amaya Drive
B/ Water Street - Jericho Road
24 Hour Directional Volume Count
LMA002
Site Code: 229-23314
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 4/18/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 3 44 2 38
12:15 3 38 7 31
12:30 3 51 3 47
12:45 6 50 15 183 3 52 15 168 30 351
01:00 1 46 2 60
01:15 1 46 1 58
01:30 0 37 3 44
01:45 1 57 3 186 2 35 8 197 11 383
02:00 0 43 3 40
02:15 1 56 2 44
02:30 2 57 4 46
02:45 0 83 3 239 3 54 12 184 15 423
03:00 0 51 1 62
03:15 0 48 6 53
03:30 0 69 4 73
03:45 1 76 1 244 0 59 11 247 12 491
04:00 1 86 4 53
04:15 2 61 8 54
04:30 1 64 7 58
04:45 1 51 5 262 5 56 24 221 29 483
05:00 1 57 14 69
05:15 2 62 15 52
05:30 7 69 26 47
05:45 3 63 13 251 29 42 84 210 97 461
06:00 16 47 18 32
06:15 8 59 28 28
06:30 19 46 26 36
06:45 18 45 61 197 53 35 125 131 186 328
07:00 25 56 49 48
07:15 21 34 62 35
07:30 29 51 68 44
07:45 58 28 133 169 95 38 274 165 407 334
08:00 47 42 90 44
08:15 40 22 75 25
08:30 40 25 69 17
08:45 32 20 159 109 49 30 283 116 442 225
09:00 40 29 59 20
09:15 38 25 61 27
09:30 26 19 40 14
09:45 28 22 132 95 47 14 207 75 339 170
10:00 44 10 44 13
10:15 33 13 35 12
10:30 37 6 44 14
10:45 36 13 150 42 40 10 163 49 313 91
11:00 36 10 34 8
11:15 38 5 47 5
11:30 36 10 45 9
11:45 46 9 156 34 41 7 167 29 323 63
Total 831 2011 831 2011 1373 1792 1373 1792 2204 3803
Combined
Total 2842 2842 3165 3165 6007
AM Peak - 07:45 - - - 07:45 - - - - -
Vol. - 185 - - - 329 - - - - -
P.H.F. 0.797 0.866
PM Peak - - 03:30 - - - 03:00 - - - -
Vol. - - 292 - - - 247 - - - -
P.H.F. 0.849 0.846
Percentag
e

29.2% 70.8% 43.4% 56.6%
ADT/AADT ADT 6,007 AADT 6,007

Page 440 of 2604 ends

Page 1 ends

City of La Mesa
Jericho Road
B/ Broadmoor Drive - Amaya Drive
24 Hour Directional Volume Count
LMA001
Site Code: 229-23314
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 4/18/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 3 0 1
12:15 0 4 0 2
12:30 0 5 0 3
12:45 0 1 1 13 0 3 0 9 1 22
01:00 0 4 1 4
01:15 0 3 0 2
01:30 0 2 0 4
01:45 0 4 0 13 0 3 1 13 1 26
02:00 0 1 1 3
02:15 0 4 0 3
02:30 1 2 0 1
02:45 0 5 1 12 0 1 1 8 2 20
03:00 0 2 0 1
03:15 0 1 1 4
03:30 0 2 1 4
03:45 0 3 0 8 0 5 2 14 2 22
04:00 0 3 0 7
04:15 1 2 1 2
04:30 0 4 1 3
04:45 0 4 1 13 0 5 2 17 3 30
05:00 0 3 1 1
05:15 0 3 1 4
05:30 0 5 3 2
05:45 0 3 0 14 0 4 5 11 5 25
06:00 0 3 2 3
06:15 0 3 6 3
06:30 0 4 1 2
06:45 0 8 0 18 3 3 12 11 12 29
07:00 0 4 4 3
07:15 2 3 1 0
07:30 2 2 4 0
07:45 1 4 5 13 4 0 13 3 18 16
08:00 6 2 1 2
08:15 3 0 3 1
08:30 3 1 4 0
08:45 1 0 13 3 6 1 14 4 27 7
09:00 2 1 0 1
09:15 4 2 5 0
09:30 2 1 4 2
09:45 3 1 11 5 1 0 10 3 21 8
10:00 4 2 3 0
10:15 0 0 2 0
10:30 0 0 5 0
10:45 3 1 7 3 2 0 12 0 19 3
11:00 1 1 2 0
11:15 2 1 1 0
11:30 5 1 5 0
11:45 2 0 10 3 2 0 10 0 20 3
Total 49 118 49 118 82 93 82 93 131 211
Combined
Total 167 167 175 175 342
AM Peak - 07:45 - - - 08:30 - - - - -
Vol. - 13 - - - 15 - - - - -
P.H.F. 0.542 0.625
PM Peak - - 06:15 - - - 03:15 - - - -
Vol. - - 19 - - - 20 - - - -
P.H.F. 0.594 0.714
Percentag
e

29.3% 70.7% 46.9% 53.1%
ADT/AADT ADT 342 AADT 342

Page 441 of 2604 ends

Jericho Road Multi-Family Housing Project Page 26
Traffic Assessment Letter
Attachment C
Excerpt of ITE Guidelines

Page 442 of 2604 ends

Page 443 of 2604 ends

Page 444 of 2604 ends

Jericho Road Multi-Family Housing Project Page 27
Traffic Assessment Letter
Attachment D
Existing Conditions
LOS Calculation Worksheets

Page 445 of 2604 ends

HCM 6th TWSC Existing Conditions
1: Jericho Road/Broadmoor Drive & Project Driveway AM Peak Hour EX.syn Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 2 13 14 0
Future Vol, veh/h 0 0 2 13 14 0
Conflicting Peds, #/hr 0 10000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 63 63 58 58
Heavy Vehicles, % 2 22222
Mvmt Flow 0 0 3 21 24 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 51 25 24 0 - 0
Stage 1 24 -----
Stage 2 27 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 958 1051 1591 - - -
Stage 1 999 -----
Stage 2 996 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 956 1050 1591 - - -
Mov Cap-2 Maneuver 956 -----
Stage 1 997 -----
Stage 2 996 -----
Approach EB NB SB
HCM Control Delay, s 0 1 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1591 ----
HCM Lane V/C Ratio 0.002 ----
HCM Control Delay (s) 7.3 0 0 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 ----

Page 446 of 2604 ends

HCM 6th TWSC Existing Conditions
2: Amaya Drive & Jericho Road AM Peak Hour
EX.syn Synchro 11 Report
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 12 122 277 0 1 12
Future Vol, veh/h 12 122 277 0 1 12
Conflicting Peds, #/hr 1 00011
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 68 68 74 74 65 65
Heavy Vehicles, % 2 22222
Mvmt Flow 18 179 374 0 2 18
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 375 0 - 0 591 376
Stage 1 - - - - 375 -
Stage 2 - - - - 216 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1183 - - - 470 670
Stage 1 - - - - 695 -
Stage 2 - - - - 820 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1182 - - - 461 669
Mov Cap-2 Maneuver - - - - 461 -
Stage 1 - - - - 682 -
Stage 2 - - - - 819 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 10.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1182 - - - 647
HCM Lane V/C Ratio 0.015 - - - 0.031
HCM Control Delay (s) 8.1 0 - - 10.7
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1

Page 447 of 2604 ends

HCM 6th AWSC Existing Conditions
3: Water Street & Amaya Drive AM Peak Hour
EX.syn Synchro 11 Report
Intersection
Intersection Delay, s/veh 12.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 144 216 95 234 0 177 1 40 1 0 13
Future Vol, veh/h 9 144 216 95 234 0 177 1 40 1 0 13
Peak Hour Factor 0.80 0.80 0.80 0.87 0.87 0.87 0.76 0.76 0.76 0.70 0.70 0.70 Heavy Vehicles, % 222222222222
Mvmt Flow 11 180 270 109 269 0 233 1 53 1 0 19
Number of Lanes 011110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11.7 13.2 14.5 9.4

HCM LOS BBBA

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 81% 6% 0% 100% 0% 7%
Vol Thru, % 0% 94% 0% 0% 100% 0%
Vol Right, % 18% 0% 100% 0% 0% 93%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 218 153 216 95 234 14
LT Vol 177 9 0 95 0 1
Through Vol 1 144 0 0 234 0
RT Vol 40 0 216 0 0 13
Lane Flow Rate 287 191 270 109 269 20
Geometry Grp 277772
Degree of Util (X) 0.479 0.324 0.402 0.201 0.458 0.034
Departure Headway (Hd) 6.015 6.106 5.365 6.637 6.128 6.127 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 599 587 670 541 586 581
Service Time 4.061 3.855 3.113 4.386 3.878 4.204
HCM Lane V/C Ratio 0.479 0.325 0.403 0.201 0.459 0.034
HCM Control Delay 14.5 11.8 11.7 11.1 14 9.4
HCM Lane LOS BBBBBA
HCM 95th-tile Q 2.6 1.4 1.9 0.7 2.4 0.1

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HCM 6th TWSC Existing Conditions
1: Jericho Road/Broadmoor Drive & Project Driveway PM Peak Hour EX.syn Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 1 2 12 8 0
Future Vol, veh/h 0 1 2 12 8 0
Conflicting Peds, #/hr 3 32000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 70 70 67 67
Heavy Vehicles, % 2 22222
Mvmt Flow 0 1 3 17 12 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 40 17 14 0 - 0
Stage 1 14 -----
Stage 2 26 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 972 1062 1604 - - -
Stage 1 1009 -----
Stage 2 997 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 966 1057 1601 - - -
Mov Cap-2 Maneuver 966 -----
Stage 1 1005 -----
Stage 2 995 -----
Approach EB NB SB
HCM Control Delay, s 8.4 1 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1601 - 1057 - -
HCM Lane V/C Ratio 0.002 - 0.001 - -
HCM Control Delay (s) 7.3 0 8.4 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -

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HCM 6th TWSC Existing Conditions
2: Amaya Drive & Jericho Road PM Peak Hour
EX.syn Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 15 211 173 2 18 1
Future Vol, veh/h 15 211 173 2 18 1
Conflicting Peds, #/hr 0 00044
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 72 72 93 93 59 59
Heavy Vehicles, % 2 22222
Mvmt Flow 21 293 186 2 31 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 188 0 - 0 526 191
Stage 1 - - - - 187 -
Stage 2 - - - - 339 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1386 - - - 512 851
Stage 1 - - - - 845 -
Stage 2 - - - - 722 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1386 - - - 503 848
Mov Cap-2 Maneuver - - - - 503 -
Stage 1 - - - - 830 -
Stage 2 - - - - 722 -
Approach EB WB SB
HCM Control Delay, s 0.5 0 12.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1386 - - - 514
HCM Lane V/C Ratio 0.015 - - - 0.063
HCM Control Delay (s) 7.6 0 - - 12.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2

Page 450 of 2604 ends

HCM 6th AWSC Existing Conditions
3: Water Street & Amaya Drive PM Peak Hour
EX.syn Synchro 11 Report
Intersection
Intersection Delay, s/veh 11.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 207 146 41 175 5 132 2 52 3 2 12
Future Vol, veh/h 18 207 146 41 175 5 132 2 52 3 2 12
Peak Hour Factor 0.85 0.85 0.85 0.95 0.95 0.95 0.66 0.66 0.66 0.85 0.85 0.85 Heavy Vehicles, % 222222222222
Mvmt Flow 21 244 172 43 184 5 200 3 79 4 2 14
Number of Lanes 011110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11.5 11.1 12.9 9

HCM LOS BBBA

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 71% 8% 0% 100% 0% 18%
Vol Thru, % 1% 92% 0% 0% 97% 12%
Vol Right, % 28% 0% 100% 0% 3% 71%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 186 225 146 41 180 17
LT Vol 132 18 0 41 0 3
Through Vol 2 207 0 0 175 2
RT Vol 52 0 146 0 5 12
Lane Flow Rate 282 265 172 43 189 20
Geometry Grp 277772
Degree of Util (X) 0.437 0.427 0.241 0.078 0.314 0.032
Departure Headway (Hd) 5.579 5.809 5.059 6.502 5.975 5.784 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 645 619 709 551 603 617
Service Time 3.61 3.538 2.788 4.238 3.71 3.833
HCM Lane V/C Ratio 0.437 0.428 0.243 0.078 0.313 0.032
HCM Control Delay 12.9 12.8 9.4 9.8 11.4 9
HCM Lane LOS BBAABA
HCM 95th-tile Q 2.2 2.1 0.9 0.3 1.3 0.1

Page 451 of 2604 ends

Jericho Road Multi-Family Housing Project Page 28
Traffic Assessment Letter
Attachment E
Existing with Project Conditions
LOS Calculation Worksheets

Page 452 of 2604 ends

HCM 6th TWSC Existing with Project Conditions
1: Jericho Road/Broadmoor Drive AM Peak Hour
EX+P(Modified Int #1).syn Synchro 11 Report
Intersection
Int Delay, s/veh 3.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 28 10 13 14 0
Future Vol, veh/h 0 28 10 13 14 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 63 58 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 30 11 21 24 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 67 24 24 0 - 0
Stage 1 24 -----
Stage 2 43 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 938 1052 1591 - - -
Stage 1 999 -----
Stage 2 979 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 931 1052 1591 - - -
Mov Cap-2 Maneuver 931 -----
Stage 1 992 -----
Stage 2 979 -----
Approach EB NB SB
HCM Control Delay, s 8.5 2.5 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1591 - 1052 - -
HCM Lane V/C Ratio 0.007 - 0.029 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -

Page 453 of 2604 ends

HCM 6th TWSC Existing with Project Conditions
2: Amaya Drive & Jericho Road AM Peak Hour
EX+P(Modified Int #1).syn Synchro 11 Report
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 17 122 277 3 12 29
Future Vol, veh/h 17 122 277 3 12 29
Conflicting Peds, #/hr 1 00011
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 68 68 74 74 65 65
Heavy Vehicles, % 2 22222
Mvmt Flow 25 179 374 4 18 45
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 379 0 - 0 607 378
Stage 1 - - - - 377 -
Stage 2 - - - - 230 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1179 - - - 460 669
Stage 1 - - - - 694 -
Stage 2 - - - - 808 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1178 - - - 448 668
Mov Cap-2 Maneuver - - - - 448 -
Stage 1 - - - - 677 -
Stage 2 - - - - 807 -
Approach EB WB SB
HCM Control Delay, s 1 0 11.9

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1178 - - - 584
HCM Lane V/C Ratio 0.021 - - - 0.108
HCM Control Delay (s) 8.1 0 - - 11.9
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.4

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HCM 6th AWSC Existing with Project Conditions
3: Water Street & Amaya Drive AM Peak Hour
EX+P(Modified Int #1).syn Synchro 11 Report
Intersection
Intersection Delay, s/veh 13.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 147 216 101 245 0 177 1 42 1 0 13
Future Vol, veh/h 9 147 216 101 245 0 177 1 42 1 0 13
Peak Hour Factor 0.80 0.80 0.80 0.87 0.87 0.87 0.76 0.76 0.76 0.70 0.70 0.70 Heavy Vehicles, % 222222222222
Mvmt Flow 11 184 270 116 282 0 233 1 55 1 0 19
Number of Lanes 011110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11.9 13.5 14.8 9.5

HCM LOS BBBA

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 80% 6% 0% 100% 0% 7%
Vol Thru, % 0% 94% 0% 0% 100% 0%
Vol Right, % 19% 0% 100% 0% 0% 93%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 220 156 216 101 245 14
LT Vol 177 9 0 101 0 1
Through Vol 1 147 0 0 245 0
RT Vol 42 0 216 0 0 13
Lane Flow Rate 289 195 270 116 282 20
Geometry Grp 277772
Degree of Util (X) 0.487 0.333 0.406 0.215 0.481 0.034
Departure Headway (Hd) 6.059 6.155 5.414 6.663 6.155 6.204 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 593 583 664 538 583 573
Service Time 4.108 3.904 3.163 4.416 3.907 4.286
HCM Lane V/C Ratio 0.487 0.334 0.407 0.216 0.484 0.035
HCM Control Delay 14.8 12 11.8 11.2 14.5 9.5
HCM Lane LOS BBBBBA
HCM 95th-tile Q 2.7 1.5 2 0.8 2.6 0.1

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HCM 6th TWSC Existing with Project Conditions
1: Jericho Road/Broadmoor Drive PM Peak Hour
EX+P(Modified Int #1).syn Synchro 11 Report
Intersection
Int Delay, s/veh 4.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 28 12 8 0
Future Vol, veh/h 0 13 28 12 8 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 70 67 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 30 17 12 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 89 12 12 0 - 0
Stage 1 12 -----
Stage 2 77 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 912 1069 1607 - - -
Stage 1 1011 -----
Stage 2 946 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 895 1069 1607 - - -
Mov Cap-2 Maneuver 895 -----
Stage 1 992 -----
Stage 2 946 -----
Approach EB NB SB
HCM Control Delay, s 8.4 4.7 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1607 - 1069 - -
HCM Lane V/C Ratio 0.019 - 0.013 - -
HCM Control Delay (s) 7.3 0 8.4 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0 - -

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HCM 6th TWSC Existing with Project Conditions
2: Amaya Drive & Jericho Road PM Peak Hour
EX+P(Modified Int #1).syn Synchro 11 Report
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 32 211 173 13 23 8
Future Vol, veh/h 32 211 173 13 23 8
Conflicting Peds, #/hr 0 00044
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 72 72 93 93 59 59
Heavy Vehicles, % 2 22222
Mvmt Flow 44 293 186 14 39 14
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 200 0 - 0 578 197
Stage 1 - - - - 193 -
Stage 2 - - - - 385 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1372 - - - 478 844
Stage 1 - - - - 840 -
Stage 2 - - - - 688 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1372 - - - 460 841
Mov Cap-2 Maneuver - - - - 460 -
Stage 1 - - - - 808 -
Stage 2 - - - - 688 -
Approach EB WB SB
HCM Control Delay, s 1 0 12.7

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1372 - - - 521
HCM Lane V/C Ratio 0.032 - - - 0.101
HCM Control Delay (s) 7.7 0 - - 12.7
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.3

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HCM 6th AWSC Existing with Project Conditions
3: Water Street & Amaya Drive PM Peak Hour
EX+P(Modified Int #1).syn Synchro 11 Report
Intersection
Intersection Delay, s/veh 12.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 218 146 43 180 5 132 2 58 3 2 12
Future Vol, veh/h 18 218 146 43 180 5 132 2 58 3 2 12
Peak Hour Factor 0.85 0.85 0.85 0.95 0.95 0.95 0.66 0.66 0.66 0.85 0.85 0.85 Heavy Vehicles, % 222222222222
Mvmt Flow 21 256 172 45 189 5 200 3 88 4 2 14
Number of Lanes 011110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11.9 11.4 13.3 9.1

HCM LOS BBBA

Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 69% 8% 0% 100% 0% 18%
Vol Thru, % 1% 92% 0% 0% 97% 12%
Vol Right, % 30% 0% 100% 0% 3% 71%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 192 236 146 43 185 17
LT Vol 132 18 0 43 0 3
Through Vol 2 218 0 0 180 2
RT Vol 58 0 146 0 5 12
Lane Flow Rate 291 278 172 45 195 20
Geometry Grp 277772
Degree of Util (X) 0.454 0.452 0.244 0.083 0.327 0.033
Departure Headway (Hd) 5.616 5.858 5.11 6.563 6.036 5.872 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 640 616 703 546 596 607
Service Time 3.653 3.592 2.843 4.303 3.776 3.931
HCM Lane V/C Ratio 0.455 0.451 0.245 0.082 0.327 0.033
HCM Control Delay 13.3 13.4 9.5 9.9 11.7 9.1
HCM Lane LOS BBAABA
HCM 95th-tile Q 2.4 2.3 1 0.3 1.4 0.1

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Jericho Road Multi-Family Housing Project Page 29
Traffic Assessment Letter
Attachment F
Transcript of California AB 2097

Page 459 of 2604 ends

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TO: Louisa Feletto – Forward Planning Manager
FROM: Jonathan Sanchez, PE, TE, PTOE; CR Associates
Cristian Belmudez; CR Associates
DATE: 7/15/2024
RE: Jericho Road Multi-Family Housing Project – Technical Memorandum The purpose of this technical memorandum is to assess the potential transportation related concerns brought forward by local residents that may be associated with the Jericho Road Multi-Family Housing Project (the “Project”) and to identify any effects to existing levels of service (LOS) or traffic operations that may result in the need for off-site improvements.

Figure 1 displays the Project’s regional location. Figure 2 displays the project site plan.

The Project applicant conducted a survey among residents in the vicinity of the Project in an attempt to ascertain questions or concerns. The concerns that were noted and are analyzed in this memorandum were:
• Speeding in the immediate vicinity of the project site; • Request for all-way stop control at two intersections; and • Traffic congestion at the intersection of Severin Drive and Amaya Drive.

Speed Survey
This section outlines the speed survey conducted along the Project’s previously studied segments.

Speed Survey
To ensure that the conclusions drawn regarding any potential speeding are up to date, new traffic counts were conducted. These traffic counts were conducted on Thursday, May 30th by Elite Traffic Dynamics, while schools were in session. From these traffic counts, the calculated 85th percentile speed was compared against the posted speed limits to determine if the studied segments have a consistent speeding problem. Table 1 displays AM and PM comparisons of 85th percentile speed to posted speed limits. Traffic count sheets are included in Attachment A.

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City of
Santee
City of
El Cajon
City of
Lemon Grove
County of
San Diego
County of
San Diego
City of
San Diego
City of
La Mesa
N
Figure 1
Project Regional Location
Jericho Road Multi-Family Housing
Project Technical Memorandum
0 0.5 1 Miles
Project Site^

Page 462 of 2604 ends

Figure 2
Project Site Plan
Jericho Road Multi-Family Housing Project
Technical Memorandum

PROJECT

BOUNDARY
BR
OAD
M
O
O
R
DR

JERICHO RD
AMA
YA DR

LAKEVIEW DR

PROJECT

BOUNDARY

PROJECT

BOUNDARY
BR
OAD
M
O
O
R
DR

JERICHO RD
AMA
YA DR

LAKEVIEW DR

PROJECT

PROJECT SUMMARY
NET DENSITY: 21.0 DU/AC
TOTAL UNITS = 73 UNITS
8-PLEX (4) = 32 UNITS
8R-PLEX (4) = 32 UNITS
9-PLEX (1) = 9 UNITS

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Table 1 – Speed Survey
Roadway Segment Speed
Limit Direction Time of Day1
85th
Percentile
Speed
Broadmoor Drive Jericho Road to White Place 25 mph
EB
AM 25 mph
PM 23 mph
WB
AM 23 mph
PM 23 mph
Jericho Road Broadmoor Drive to Amaya Drive 25 mph
NB
AM 17 mph
PM 18 mph
SB
AM 20 mph
PM 20 mph
Amaya Drive Water Street to Lakeview Drive 30 mph
EB
AM 39 mph
PM 39 mph
WB
AM 29 mph
PM 29 mph
Amaya Drive Broadmoor Drive to Kathy Street 30 mph
EB
AM 35 mph
PM 36 mph
WB
AM 37 mph
PM 38 mph
Source: Elite Traffic Dynamics (2024), CR Associates (2024) Note:
1 AM = 12:00 AM – 11:59 AM
PM = 12:00 PM – 11:59 PM
Bold = 85th Percentile speed is higher than posted speed limit.

As shown in Table 1, the 85th percentile speed along Amaya Drive is over the posted speed limit as follows:
• Amaya Drive – Water Street to Lakeview Drive – 39 MPH (9 MPH over posted speed limit) in the eastbound direction during both the AM and PM peak hours. • Amaya Drive – Broadmoor Drive to Kathy Street – 35 to 38 MPH (5 to 8 MPH over posted speed limit) in both directions during both the AM and PM peak hours.

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The City of La Mesa has made efforts to calm traffic along Amaya Drive, as there are currently traffic calming/roadway friction features, consistent with the City of La Mesa’s Neighborhood Traffic Management Program (August 2006), along the studied segments of Amaya Drive, such as a speed feedback sign, narrowed travel lanes (10 feet wide) and on-street parking, as well as speed limit pavement legends and speed limit signs.

Currently Amaya Drive functions as a two-lane roadway with a center left turn lane between Water Street and Jericho Road and a two-lane roadway without center left turn lane between Jericho Road and Kathy Street, and there is no opportunity to further reduce the number of travel lanes, which is also considered a traffic calming measure, depending on context.

At this time, no recommendations are made as part of this analysis/assessment as it pertains to the Proposed Project. Further traffic calming measures that are context-sensitive may be explored and further analyzed as part of a separate effort led by the city as traffic calming measures are more effective when thoroughly analyzed and applied at a corridor level rather than independently implemented.

If speeding concerns continue in the vicinity of the Proposed Project, based on the City of La Mesa Traffic Calming website, residents are encouraged to request traffic calming measures by submitting a Traffic Calming Petition Form that can be found here:
https://www.cityoflamesa.us/DocumentCenter/View/564/Traffic-Calming-Instructions-and-PetitionForm Speed feedback signs Narrowing travel lanes/On-street
parking (sense of friction)
Speed Limit Pavement Legends &
Speed Limit Signs

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All-Way Stop Control Warrants
This section documents the analysis conducted to determine if all-way stop control is warranted at the intersections of Broadmoor Drive / Jericho Road and Jericho Road / Amaya Drive.

Broadmoor Drive / Jericho Road
An All-Way Stop analysis was conducted in accordance with the Department of Public Works Guidelines for Installation of All-Way Stop (April 8, 2003). These guidelines list five cases that must be considered when determining if an all-way stop control warrant is met. This type of traffic control is typically only employed when the traffic volume on both intersecting roads is roughly comparable. The City of La Mesa guidelines assign a point value to each case and a minimum of 45 points is required to consider an all-way stop control warranted.

Case 1
Within the City of La Mesa guidelines, this point system can be superseded if the intersection meets Caltrans’ Traffic Manual Criteria. Per Section 2B.07 in Chapter 4 of the California Manual on Uniform Traffic Control Devices (CA-MUTCD) there are four criteria that must be considered for an intersection to be considered for all-way stop control. These criteria from the MUTCD are listed below.

A. Where traffic control signals are justified, the multi-way stop is an interim measure that can be installed quickly to control traffic while arrangements are being made for the installation of the traffic control signal
A traffic signal warrant was conducted for the studied intersection and the requirements for a traffic control signal were not met. This criterion is not met.

Traffic control signal warrants for the studied intersections are included in Attachment B.

Per the Transportation Injury Mapping System (TIMS) collision data, the 5-year data taken between 01/01/2018 and 12/31/2023 showed zero crashes at the studied intersection.

This criterion is not met.

C. Minimum volumes:

1. The vehicular volume entering the intersection from the major street approaches (total of both approaches) averages at least 300 vehicles per hour for any 8 hours of an average day; and
o According to the counts conducted, the average vehicular volume entering the intersection from both approaches of the major street is 23 vehicles per hour for 8 hours of an average day. This criterion is not met.

2. The combined vehicles, pedestrian, and bicycle volume entering the intersection from the minor street approaches (total of both approaches) averages at least 200 units per hour for the same 8 hours, with an average delay to minor-street vehicular traffic of at least 30 seconds per vehicle during the highest hour; but o According to the counts conducted, the average vehicular volume entering the intersection from both approaches of the minor street is 24 vehicles per hour for 8 hours of an average day. Crossing pedestrians from the intersection counts were added to this average. This criterion is not met.

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3. If the 85th percentile approach speed of the major-street traffic exceeds 40 mph, the minimum vehicular volume warrants are 70 percent of the values provided in Items 1 and 2
o According to the speed survey conducted, the 85th percentile approach speed does not exceed 40 mph. This criterion is not met.

D. Where no single criterion is satisfied, but where Criteria D, C.1, and C.2 are all satisfied to 80 percent of the minimum values. Criterion C.3 is excluded from this condition. • This criterion is not met.

The intersection of Broadmoor Drive and Jericho Road does not meet any of the main guidance criteria for a multi-way stop installation per Section 2B.07 of CA-MUTCD (criteria described above). However, there are optional criteria described that may be considered which include:
• The need to control left-turn conflicts;
• The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes;
• Locations where a road user, after stopping, cannot see conflicting traffic and is not able to negotiate the intersection unless conflicting cross traffic is also required to stop; and
• An intersection of two residential neighborhood collector (through) streets of similar design and operating characteristics where multi-way stop control would improve traffic operational characteristics of the intersection.

Per the sight distance analysis conducted for this project sight distance requirements at this intersection are not met based on the 200-foot stopping sight distance requirement. o Northbound traffic along Jericho Road at Project Driveways ~ 115 feet Therefore, it is recommended that the intersection is converted to All-Way Stop control based on the following criteria:
• The need to control left-turn conflicts;
• Locations where a road user, after stopping, cannot see conflicting traffic and is not able to negotiate the intersection unless conflicting cross traffic is also required to stop; and
• An intersection of two residential neighborhood collector (through) streets of similar design and operating characteristics where multi-way stop control would improve traffic operational characteristics of the intersection

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Jericho Road / Amaya Drive
Case 1
Per Section 2B.07 in Chapter 4 of the CA-MUTCD there are four criteria that must be considered for an intersection to be considered for all-way stop control. These criteria from the MUTCD are listed below.

A. Where traffic control signals are justified, the multi-way stop is an interim measure that can be installed quickly to control traffic while arrangements are being made for the installation of the traffic control signal
• A traffic signal warrant was conducted for the studied intersection and the requirements for a traffic control signal were not met. This criterion is not met.

B. Five or more reported crashes in a 12-month period that are susceptible to correction by a multi-way stop installation. Such crashes include right-turn and left-turn collisions as well as right-angle collisions.
• Per the Transportation Injury Mapping System (TIMS) collision data, the 5-year data taken between 01/01/2018 and 12/31/2023 showed zero crashes at the studied intersection. This criterion is not met.

C. Minimum volumes:

1. The vehicular volume entering the intersection from the major street approaches (total of both approaches) averages at least 300 vehicles per hour for any 8 hours of an average day; and
o According to the counts conducted, the average vehicular volume entering the intersection from both approaches of the major street is 414 vehicles per hour for 8 hours of an average day. This criterion is met.

The intersection of Jericho Road and Amaya Drive does not meet the criteria for a multi-way stop installation, therefore Case 1 is not satisfied. Traffic control signal and multi-way stop control warrants for the studied intersections are included in Attachment B.

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The intersection of Jericho Road and Amaya Drive does not meet any of the main guidance criteria for a multi-way stop installation per Section 2B.07 of CA-MUTCD. However, there are optional criteria described that may be considered which include:
• The need to control left-turn conflicts;
• The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes;
• Locations where a road user, after stopping, cannot see conflicting traffic and is not able to negotiate the intersection unless conflicting cross traffic is also required to stop; and
• An intersection of two residential neighborhood collector (through) streets of similar design and operating characteristics where multi-way stop control would improve traffic operational characteristics of the intersection.

However, none of the optional criteria described above are present at the intersection. Therefore, the criteria are not met.

Case 2 (Maximum 10 points)
Within the City of La Mesa guidelines, the studied intersection shall receive a maximum of ten (10) points if all four below conditions are met:

A. The street to be controlled is within a residence district • Based on Section 515 of the California Vehicle Code the studied intersection is within a residence district.

B. The street to be controlled is classified/functioning as a collector • Amaya Drive is classified as a major collector in the City of La Mesa General Plan.

C. The subject intersection is not within 600 feet from the nearest controlled intersection along the collector
• The nearest controlled intersection (Amaya Drive at Water Street) is approximately 700 feet from the studied intersection.

D. There is a parallel arterial highway that can be used as an alternative route • There are no parallel roadways designated as an arterial highway in the City of La Mesa General Plan.

The intersection of Jericho Road and Amaya Drive does not meet condition C or D; therefore Case 2 is not satisfied, and no points are awarded.

POINTS: 0

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Accident Warrant (Maximum 25 points)
Within the City of La Mesa guidelines, the studied intersection shall receive five (5) points per accident that can be corrected by the installation of an all-way stop control during any twelve-month period prior to the study date, with a maximum of twenty-five (25) points. Per TIMS collection data, there were no crashes reported at or in the immediate vicinity of this intersection. TIMS collision data is included in Attachment C. The intersection of Jericho Road and Amaya Drive has no reported crashes and therefore no points are awarded.

POINTS: 0
Unusual Condition Warrant (Maximum 21 points)
Within the City of La Mesa guidelines, the studied intersection shall receive three (3) points per unusual condition with a maximum point total of twenty-one (21) if all seven conditions are met. These conditions will only be considered met if it is within 500 feet of the studied intersection.

A. Adjacent school, fire station, playground, senior center and/or amusement park. • 0 Points – The studied intersection is located more than 500 feet from Northmont Elementary School.

B. Any visibility obstruction which results in limited stopping sight distance based on either the posted speed limit or the 85th percentile speed.
• 3 Points – Based upon field observations there are no visibility obstructions that would result in limited sight distance at the studied intersection. However, 3 points were awarded as a conservative measure as a result of the 85th percentile speed of 39 mph, which is over the posted speed limit of 30 mph.

C. An intersection leading to an arterial from an interior (circular) collector. • 1 Point – Amaya Drive provides access to Fletcher Parkway which is classified as a Parkway Arterial in the City of La Mesa General Plan.

D. Intersection with steep grades within 500 feet from the intersection on the downhill approach. • 3 Points – North leg of the studied intersection along Jericho Road currently exists on a slope greater than six percent.

E. Intersection is on “Suggested Route to School” and no other controlled crossing is located within 600 feet.
• 0 Points – Northmont Elementary School does not currently have suggested routes and the studied intersection is located more than 600 feet from school grounds so it can be assumed that the intersection is not heavily trafficked by students.

F. High Approach Speeds.
• 3 Points – Per the speed survey conducted, the highest 85th percentile speed on any individual leg of the studied intersection is 39 mph.

G. Curbside Facilities/Services.
• 0 Points – There are no school bus stops, public mailboxes, or transit stops adjacent to the studied intersection.

The intersection of Amaya Drive and Jericho Road meets four of the seven unusual conditions; therefore ten (10) points are awarded.

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POINTS: 10
Pedestrian Volume (Maximum 20 points)
Within the City of La Mesa guidelines, the studied intersection shall receive a maximum of twenty (20) points based upon the number of pedestrians crossing the major street during the busiest hours of a typical day.

As stated previously, traffic counts were conducted on May 30th, 2024. Traffic count sheets are included in Attachment A. After consulting the data, it was determined that the highest number of observed pedestrians in any one hour was six. In order to be conservative and to account for any pedestrian traffic added by the proposed project a total of five (5) points were awarded.

POINTS: 5
Traffic Volume (Maximum 24 points)
Within the City of La Mesa guidelines, the studied intersection shall receive a maximum of twenty-four (24) points based upon the magnitude of vehicular volume entering the intersection during the busiest eight hours of the day.

Table 2 displays the traffic counts for each direction at the studied intersection.

Table 2 – Amaya Drive & Jericho Road Traffic Volumes
0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 NB 9 8 7 6 10 11 14 16 13 8 17 17 6 5
SB 16 15 10 14 13 13 10 13 11 10 9 6 6 7
Subtotal 25 23 17 20 23 24 24 29 24 18 26 23 12 12
EB 111 153 146 140 143 166 174 236 248 251 258 199 150 108 WB 268 256 196 145 160 173 165 264 219 209 160 161 102 83 Subtotal 379 409 342 285 303 339 339 500 467 460 418 360 252 191 Total 395 424 359 305 326 363 363 529 491 478 444 383 264 203 Source: Elite Traffic Dynamics (2024), CR Associates (2024) As shown in Table 2, the average volume entering the intersection per hour across the eight busiest hours of the day (columns highlighted in green) is 438 vehicles per hour, which is higher than the minimum requirement of 300 vehicles along the major approach. In residence districts, if the 85th percentile approach speed of the major street exceeds 35 mph, the minimum vehicular volumes warrant 70% (210) of the standard requirements. The 85th percentile approach speed at the intersection of Amaya Drive and Jericho Road peaks at 39 mph, which triggers the reduction of the minimum requirements from 300 to 210 at the major approach and from 200 to 140.

The intersection of Jericho Road and Amaya Drive does have significant traffic volumes along Amaya Drive (over the minimum 210), however the volumes along Jericho Road are low and do not meet the minimum requirements; therefore, zero points are awarded.

POINTS: 0

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Traffic Volume Difference (Maximum 10 points)
Within the City of La Mesa guidelines, the studied intersection shall receive a maximum of ten (10) points based upon a calculation of the ratio of traffic volumes between the major and minor streets.

As stated previously, traffic counts were conducted on May 30th, 2024. Traffic count sheets are included in Attachment A. For the purposes of calculating this ratio the average daily traffic (ADT) was used for Jericho Road and Amaya Drive. These volumes were counted out to be 347 and 4,709 vehicles respectively. Calculating the ratio using 347 for the minor street approach and 4,709 for the major street approach gives a result of 7.4%.

The intersection of Jericho Road and Amaya Drive has a minor-street to major-street traffic volume ratio of 7.4%; therefore one (1) point is awarded.

POINTS: 1
Recommendation
After fulfilling all cases and warrants from the City of La Mesa guidelines, it is not recommended to install an all-way stop at the intersection of Jericho Road and Amaya Drive. The analysis resulted in a final score of 16 points while the minimum score necessary to justify the installation of an all-way stop is 45 points (out of 100 points).

TOTAL POINTS: 16

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Intersection Analysis
This section documents the analysis conducted at the intersection of Severin Drive and Amaya Drive.

Severin Drive / Amaya Drive
This analysis was conducted as a response to concerns raised by residents local to the proposed project of severe congestion at the intersection of Severin Drive and Amaya Drive. The overall average intersection delay and LOS methodologies outlined in the Highway Capacity Manual 6th Edition (HCM) were utilized to analyze the study intersections. Synchro 11 Traffic Analysis Software was utilized to perform the analysis. Immediately to the south of this intersection is a trolley line that will intermittently interrupt northbound and southbound traffic. Synchro on its own cannot account for these lapses in service; therefore, an adjustment was made to the saturation flow rate in order to account for the lost time.

Table 3 displays the overall average intersection delay and LOS for the study area intersections under Existing conditions. LOS calculation worksheets are provided in Attachment D.

Table 3 – Peak Hour Intersection LOS Results – Existing Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour
Avg. Delay
(sec.) LOS Avg. Delay (sec.) LOS
1 Severin Drive & Amaya Drive Signal 34.2 C 25.4 C
Source: CR Associates (2024)
As shown in Table 3, the studied intersection is expected to operate at acceptable LOS C during both the AM and PM peak hours.

Figure 3 displays the trips generated by the Proposed Project that will travel through the intersection of Severin Drive & Amaya Drive. Table 4 displays the overall average intersection delay and LOS for the studied intersection under Existing with project conditions. LOS calculation worksheets are provided in Attachment D.

Table 4 - Intersection Level of Service Results – Existing with Project Conditions # Intersection Control
Type
AM Peak Hour PM Peak Hour
Delay w/o
Project
(AM/PM)
LOS
w/o
Project
(AM/P
M)
Avg. Delay
(sec.) LOS Avg. Delay (sec.) LOS
1 Severin Drive & Amaya Drive Signal 34.3 C 25.6 C 34.2/25.4 C / C Source: CR Associates (2024)
As shown in Table 4, the studied intersection is expected to operate at acceptable LOS C during both the AM and PM peak hours.

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Jericho Multi-Family Housing
Technical Memorandum
Figure 3
Project Trip Assignment
Project
Site
1

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Conclusions and Key Findings
This section summarizes the conclusions and key findings of the previous sections in this letter. The following points summarize the findings of this letter:
 Currently, along the project frontage, the 85th percentile speed is at or below the posted speed limits. Along Amaya Drive the 85th percentile speed is at or above the posted speed limit.

However, no recommendations are made as part of this analysis/assessment as it pertains to the Proposed Project. Further traffic calming measures that are context-sensitive may be explored and further analyzed as part of a separate effort led by the city as traffic calming measures are more effective when thoroughly analyzed and applied at a corridor level rather than independently implemented.
 The intersection of Broadmoor Drive and Jericho Road meets the CA-MUTCD requirements for the installation of an all-way stop control.
 The intersection of Jericho Road and Amaya Drive does not meet the City of La Mesa requirements for the installation of an all-way stop control.  It is anticipated that the addition of proposed project traffic will result in marginal increases in delays during the AM and PM peak hours (0.1 and 0.2 seconds respectively). Therefore, no improvements are recommended.

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Attachment A
Traffic Count Sheets

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BROADMOOR DRIVE, BETWEEN JERICHO ROAD AND WHITE PLACE ETD24-0531-01

EASTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:45:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.67%
2:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:15:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.67%
3:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:15:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.67%
4:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
5:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
5:15:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.67%
5:30:00 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 2 1.34%
5:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:45:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.67%
7:00:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.67%
7:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
7:30:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.34%
7:45:00 AM 0 1 1 3 1 0 0 0 0 0 0 0 0 6 4.03%
8:00:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.34%
8:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
8:30:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.34%
8:45:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 2 1.34%
9:00:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.34%
9:15:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.67%
9:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:45:00 AM 0 0 2 2 0 0 0 0 0 0 0 0 0 4 2.68%
10:00:00 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 2 1.34%
10:15:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.67%
10:30:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.67%
10:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:00:00 AM 1 0 0 2 1 0 0 0 0 0 0 0 0 4 2.68%
11:15:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.34%
11:30:00 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 2 1.34%
11:45:00 AM 0 1 1 0 1 0 0 0 0 0 0 0 0 3 2.01%
AM TOTAL 1 6 12 18 7 0 0 0 0 0 0 0 0 44 29.53%
PERCENTAGE 2.3% 13.6% 27.3% 40.9% 15.9% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 1 7 19 37 44 44 44 44 44 44 44 44 44
PERCENTAGE 2.3% 15.9% 43.2% 84.1% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 16 Mean Speed Average 21
50th Percentile 21 10 MPH Pace Speed 17-26
85th Percentile 26 Number in Pace 34
95th Percentile 27 Percent in Pace 77%
Thursday, May 30, 2024

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BROADMOOR DRIVE, BETWEEN JERICHO ROAD AND WHITE PLACE ETD24-0531-01

EASTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 2.01%
12:15:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0.67%
12:30:00 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 2.01%
12:45:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.67%
1:00:00 PM 0 0 0 5 0 0 0 0 0 0 0 0 0 5 3.36%
1:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:30:00 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 2.01%
1:45:00 PM 0 0 3 1 1 0 0 0 0 0 0 0 0 5 3.36%
2:00:00 PM 0 1 0 1 1 0 0 0 0 0 0 0 0 3 2.01%
2:15:00 PM 0 1 2 1 1 0 0 0 0 0 0 0 0 5 3.36%
2:30:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 2 1.34%
2:45:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 2 1.34%
3:00:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.34%
3:15:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.34%
3:30:00 PM 0 1 2 1 0 0 0 0 0 0 0 0 0 4 2.68%
3:45:00 PM 0 1 1 2 2 0 0 0 0 0 0 0 0 6 4.03%
4:00:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.67%
4:15:00 PM 1 0 1 1 0 0 0 0 0 0 0 0 0 3 2.01%
4:30:00 PM 0 1 0 2 0 0 0 0 0 0 0 0 0 3 2.01%
4:45:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.67%
5:00:00 PM 0 1 3 0 0 0 0 0 0 0 0 0 0 4 2.68%
5:15:00 PM 0 1 1 2 0 0 0 0 0 0 0 0 0 4 2.68%
5:30:00 PM 0 0 1 4 0 0 0 0 0 0 0 0 0 5 3.36%
5:45:00 PM 0 0 1 1 0 1 0 0 0 0 0 0 0 3 2.01%
6:00:00 PM 0 1 2 3 0 0 0 0 0 0 0 0 0 6 4.03%
6:15:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.34%
6:30:00 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 2.01%
6:45:00 PM 0 0 3 1 1 0 0 0 0 0 0 0 0 5 3.36%
7:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
7:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
7:30:00 PM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 2.01%
7:45:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.67%
8:00:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.67%
8:15:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.67%
8:30:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.67%
8:45:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.34%
9:00:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.67%
9:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:30:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.34%
9:45:00 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 2.01%
10:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:15:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.34%
10:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:15:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.67%
11:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
PM TOTAL 3 12 37 45 7 1 0 0 0 0 0 0 0 105 70.47%
PERCENTAGE 2.9% 11.4% 35.2% 42.9% 6.7% 1.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 3 15 52 97 104 105 105 105 105 105 105 105 105 PERCENTAGE 2.9% 14.3% 49.5% 92.4% 99.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 17 Mean Speed Average 20
50th Percentile 20 10 MPH Pace Speed 15-24
85th Percentile 23 Number in Pace 88
95th Percentile 26 Percent in Pace 84%
DAY TOTAL 4 18 49 63 14 1 0 0 0 0 0 0 0 149 100.00%
PERCENTAGE 2.7% 12.1% 32.9% 42.3% 9.4% 0.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 149 100.00%

2.7% 14.8% 47.7% 89.9% 99.3% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% Thursday, May 30, 2024

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BROADMOOR DRIVE, BETWEEN JERICHO ROAD AND WHITE PLACE ETD24-0531-01

WESTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:30:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.59%
1:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:45:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.59%
4:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:15:00 AM 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1.78%
4:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:45:00 AM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 1.78%
5:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
5:15:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.59%
5:30:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.59%
5:45:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.18%
6:00:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.18%
6:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:30:00 AM 1 0 0 2 0 0 0 0 0 0 0 0 0 3 1.78%
6:45:00 AM 1 0 2 1 0 0 0 0 0 0 0 0 0 4 2.37%
7:00:00 AM 1 0 1 1 0 0 0 0 0 0 0 0 0 3 1.78%
7:15:00 AM 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1.78%
7:30:00 AM 0 0 4 2 0 0 0 0 0 0 0 0 0 6 3.55%
7:45:00 AM 0 1 3 1 0 0 0 0 0 0 0 0 0 5 2.96%
8:00:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.59%
8:15:00 AM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 1.78%
8:30:00 AM 0 0 2 3 1 0 0 0 0 0 0 0 0 6 3.55%
8:45:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.18%
9:00:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.78%
9:15:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.59%
9:30:00 AM 0 1 0 2 0 0 0 0 0 0 0 0 0 3 1.78%
9:45:00 AM 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1.78%
10:00:00 AM 0 1 3 3 0 0 0 0 0 0 0 0 0 7 4.14%
10:15:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.78%
10:30:00 AM 1 0 0 2 0 0 0 0 0 0 0 0 0 3 1.78%
10:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:00:00 AM 0 0 3 0 0 0 0 0 0 0 0 0 0 3 1.78%
11:15:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.18%
11:30:00 AM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 1.78%
11:45:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.78%
AM TOTAL 4 6 35 38 1 0 0 0 0 0 0 0 0 84 49.70%
PERCENTAGE 4.8% 7.1% 41.7% 45.2% 1.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 4 10 45 83 84 84 84 84 84 84 84 84 84
PERCENTAGE 4.8% 11.9% 53.6% 98.8% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 16 Mean Speed Average 19
50th Percentile 20 10 MPH Pace Speed 15-24
85th Percentile 23 Number in Pace 76
95th Percentile 24 Percent in Pace 90%
Thursday, May 30, 2024

Page 479 of 2604 ends

BROADMOOR DRIVE, BETWEEN JERICHO ROAD AND WHITE PLACE ETD24-0531-01

WESTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 1 0 2 1 0 0 0 0 0 0 0 0 0 4 2.37%
12:15:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 2 1.18%
12:30:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 2 1.18%
12:45:00 PM 0 0 3 3 0 0 0 0 0 0 0 0 0 6 3.55%
1:00:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.18%
1:15:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.18%
1:30:00 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 1.78%
1:45:00 PM 1 0 2 2 0 0 0 0 0 0 0 0 0 5 2.96%
2:00:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.18%
2:15:00 PM 0 0 3 1 0 0 0 0 0 0 0 0 0 4 2.37%
2:30:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.18%
2:45:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.59%
3:00:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 2 1.18%
3:15:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.18%
3:30:00 PM 0 0 3 1 1 0 0 0 0 0 0 0 0 5 2.96%
3:45:00 PM 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1.78%
4:00:00 PM 0 1 1 2 0 0 0 0 0 0 0 0 0 4 2.37%
4:15:00 PM 1 0 2 1 0 0 0 0 0 0 0 0 0 4 2.37%
4:30:00 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 2 1.18%
4:45:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.18%
5:00:00 PM 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1.78%
5:15:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 2 1.18%
5:30:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 2 1.18%
5:45:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.18%
6:00:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.18%
6:15:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.18%
6:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:45:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 1.18%
7:00:00 PM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.78%
7:15:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.59%
7:30:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.59%
7:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
8:00:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0.59%
8:15:00 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 1.78%
8:30:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.59%
8:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:00:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.59%
10:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
PM TOTAL 5 9 38 29 4 0 0 0 0 0 0 0 0 85 50.30%
PERCENTAGE 5.9% 10.6% 44.7% 34.1% 4.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 5 14 52 81 85 85 85 85 85 85 85 85 85
PERCENTAGE 5.9% 16.5% 61.2% 95.3% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 16 Mean Speed Average 19
50th Percentile 20 10 MPH Pace Speed 15-24
85th Percentile 23 Number in Pace 70
95th Percentile 24 Percent in Pace 82%
DAY TOTAL 9 15 73 67 5 0 0 0 0 0 0 0 0 169 100.00%
PERCENTAGE 5.3% 8.9% 43.2% 39.6% 3.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 169 100.00%

5.3% 14.2% 57.4% 97.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% Thursday, May 30, 2024

Page 480 of 2604 ends

JERICHO ROAD, BETWEEN BROADMOOR DRIVE AND AMAYA DRIVE ETD24-0531-01

NORTHBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:45:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.60%
2:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:15:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
3:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:15:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.60%
4:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
5:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
5:15:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.60%
5:30:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.19%
5:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:30:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
6:45:00 AM 1 2 0 0 0 0 0 0 0 0 0 0 0 3 1.79%
7:00:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
7:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
7:30:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
7:45:00 AM 0 2 4 0 0 0 0 0 0 0 0 0 0 6 3.57%
8:00:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
8:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
8:30:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
8:45:00 AM 1 1 2 0 0 0 0 0 0 0 0 0 0 4 2.38%
9:00:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
9:15:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.19%
9:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:45:00 AM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.79%
10:00:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.19%
10:15:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
10:30:00 AM 1 2 0 0 0 0 0 0 0 0 0 0 0 3 1.79%
10:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:00:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.79%
11:15:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
11:30:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
11:45:00 AM 0 2 2 0 0 0 0 0 0 0 0 0 0 4 2.38%
AM TOTAL 5 19 24 2 0 0 0 0 0 0 0 0 0 50 29.76%
PERCENTAGE 10.0% 38.0% 48.0% 4.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 5 24 48 50 50 50 50 50 50 50 50 50 50
PERCENTAGE 10.0% 48.0% 96.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 12 Mean Speed Average 15
50th Percentile 15 10 MPH Pace Speed 12-21
85th Percentile 18 Number in Pace 44
95th Percentile 19 Percent in Pace 88%
Thursday, May 30, 2024

Page 481 of 2604 ends

JERICHO ROAD, BETWEEN BROADMOOR DRIVE AND AMAYA DRIVE ETD24-0531-01

NORTHBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 0 2 2 0 0 0 0 0 0 0 0 0 0 4 2.38%
12:15:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
12:30:00 PM 0 1 3 0 0 0 0 0 0 0 0 0 0 4 2.38%
12:45:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
1:00:00 PM 0 0 5 0 0 0 0 0 0 0 0 0 0 5 2.98%
1:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:30:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.79%
1:45:00 PM 0 1 5 0 0 0 0 0 0 0 0 0 0 6 3.57%
2:00:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.79%
2:15:00 PM 1 1 4 0 0 0 0 0 0 0 0 0 0 6 3.57%
2:30:00 PM 0 2 3 0 0 0 0 0 0 0 0 0 0 5 2.98%
2:45:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.19%
3:00:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
3:15:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 2 1.19%
3:30:00 PM 0 2 2 0 0 0 0 0 0 0 0 0 0 4 2.38%
3:45:00 PM 0 2 2 1 0 0 0 0 0 0 0 0 0 5 2.98%
4:00:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
4:15:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.19%
4:30:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.79%
4:45:00 PM 1 1 0 0 0 0 0 0 0 0 0 0 0 2 1.19%
5:00:00 PM 2 2 0 0 0 0 0 0 0 0 0 0 0 4 2.38%
5:15:00 PM 1 2 2 0 0 0 0 0 0 0 0 0 0 5 2.98%
5:30:00 PM 0 1 3 1 0 0 0 0 0 0 0 0 0 5 2.98%
5:45:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.79%
6:00:00 PM 0 4 2 0 0 0 0 0 0 0 0 0 0 6 3.57%
6:15:00 PM 0 2 1 0 0 0 0 0 0 0 0 0 0 3 1.79%
6:30:00 PM 0 2 1 0 0 0 0 0 0 0 0 0 0 3 1.79%
6:45:00 PM 0 3 2 0 0 0 0 0 0 0 0 0 0 5 2.98%
7:00:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
7:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
7:30:00 PM 0 2 1 0 0 0 0 0 0 0 0 0 0 3 1.79%
7:45:00 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
8:00:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
8:15:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
8:30:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
8:45:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 2 1.19%
9:00:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
9:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:30:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.19%
9:45:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.79%
10:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:15:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 2 1.19%
10:30:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
10:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:15:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.60%
11:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
PM TOTAL 6 53 57 2 0 0 0 0 0 0 0 0 0 118 70.24%
PERCENTAGE 5.1% 44.9% 48.3% 1.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 6 59 116 118 118 118 118 118 118 118 118 118 118 PERCENTAGE 5.1% 50.0% 98.3% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 13 Mean Speed Average 15
50th Percentile 16 10 MPH Pace Speed 11-20
85th Percentile 18 Number in Pace 111
95th Percentile 19 Percent in Pace 94%
DAY TOTAL 11 72 81 4 0 0 0 0 0 0 0 0 0 168 100.00%
PERCENTAGE 6.5% 42.9% 48.2% 2.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 168 100.00%

6.5% 49.4% 97.6% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% Thursday, May 30, 2024

Page 482 of 2604 ends

JERICHO ROAD, BETWEEN BROADMOOR DRIVE AND AMAYA DRIVE ETD24-0531-01

SOUTHBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:30:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.56%
1:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:45:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.56%
4:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:15:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.68%
4:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:45:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.68%
5:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
5:15:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.56%
5:30:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.56%
5:45:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.12%
6:00:00 AM 0 0 3 0 0 0 0 0 0 0 0 0 0 3 1.68%
6:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:30:00 AM 0 2 1 1 0 0 0 0 0 0 0 0 0 4 2.23%
6:45:00 AM 1 1 3 0 0 0 0 0 0 0 0 0 0 5 2.79%
7:00:00 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.12%
7:15:00 AM 0 0 3 1 0 0 0 0 0 0 0 0 0 4 2.23%
7:30:00 AM 0 3 3 0 0 0 0 0 0 0 0 0 0 6 3.35%
7:45:00 AM 0 2 2 0 0 0 0 0 0 0 0 0 0 4 2.23%
8:00:00 AM 1 0 2 0 0 0 0 0 0 0 0 0 0 3 1.68%
8:15:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.68%
8:30:00 AM 0 1 4 1 0 0 0 0 0 0 0 0 0 6 3.35%
8:45:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.68%
9:00:00 AM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.68%
9:15:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.56%
9:30:00 AM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.68%
9:45:00 AM 0 2 0 1 0 0 0 0 0 0 0 0 0 3 1.68%
10:00:00 AM 0 5 1 1 0 0 0 0 0 0 0 0 0 7 3.91%
10:15:00 AM 0 0 3 0 0 0 0 0 0 0 0 0 0 3 1.68%
10:30:00 AM 0 0 3 0 0 0 0 0 0 0 0 0 0 3 1.68%
10:45:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.56%
11:00:00 AM 0 2 1 0 0 0 0 0 0 0 0 0 0 3 1.68%
11:15:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.12%
11:30:00 AM 0 1 3 0 0 0 0 0 0 0 0 0 0 4 2.23%
11:45:00 AM 0 1 2 1 0 0 0 0 0 0 0 0 0 4 2.23%
AM TOTAL 2 28 50 12 0 0 0 0 0 0 0 0 0 92 51.40%
PERCENTAGE 2.2% 30.4% 54.3% 13.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 2 30 80 92 92 92 92 92 92 92 92 92 92
PERCENTAGE 2.2% 32.6% 87.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 13 Mean Speed Average 16
50th Percentile 16 10 MPH Pace Speed 12-21
85th Percentile 19 Number in Pace 83
95th Percentile 22 Percent in Pace 90%
Thursday, May 30, 2024

Page 483 of 2604 ends

JERICHO ROAD, BETWEEN BROADMOOR DRIVE AND AMAYA DRIVE ETD24-0531-01

SOUTHBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.68%
12:15:00 PM 1 1 0 0 0 0 0 0 0 0 0 0 0 2 1.12%
12:30:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.12%
12:45:00 PM 1 3 1 1 0 0 0 0 0 0 0 0 0 6 3.35%
1:00:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 2 1.12%
1:15:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.12%
1:30:00 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 3 1.68%
1:45:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.68%
2:00:00 PM 0 1 4 0 0 0 0 0 0 0 0 0 0 5 2.79%
2:15:00 PM 0 2 3 0 0 0 0 0 0 0 0 0 0 5 2.79%
2:30:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.12%
2:45:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.56%
3:00:00 PM 0 0 1 2 0 0 0 0 0 0 0 0 0 3 1.68%
3:15:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.12%
3:30:00 PM 1 1 1 1 0 0 0 0 0 0 0 0 0 4 2.23%
3:45:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.12%
4:00:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.68%
4:15:00 PM 0 2 2 0 0 0 0 0 0 0 0 0 0 4 2.23%
4:30:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0.56%
4:45:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.12%
5:00:00 PM 0 1 1 1 0 0 0 0 0 0 0 0 0 3 1.68%
5:15:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 2 1.12%
5:30:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.12%
5:45:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.12%
6:00:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2 1.12%
6:15:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 2 1.12%
6:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
6:45:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.12%
7:00:00 PM 0 1 3 0 0 0 0 0 0 0 0 0 0 4 2.23%
7:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
7:30:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 2 1.12%
7:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
8:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
8:15:00 PM 0 1 2 0 0 0 0 0 0 0 0 0 0 3 1.68%
8:30:00 PM 0 1 2 1 0 0 0 0 0 0 0 0 0 4 2.23%
8:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
9:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:00:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.56%
10:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
10:30:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0.56%
10:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
11:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
PM TOTAL 3 26 47 11 0 0 0 0 0 0 0 0 0 87 48.60%
PERCENTAGE 3.4% 29.9% 54.0% 12.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 3 29 76 87 87 87 87 87 87 87 87 87 87
PERCENTAGE 3.4% 33.3% 87.4% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 14 Mean Speed Average 17
50th Percentile 16 10 MPH Pace Speed 13-22
85th Percentile 20 Number in Pace 79
95th Percentile 22 Percent in Pace 91%
DAY TOTAL 5 54 97 23 0 0 0 0 0 0 0 0 0 179 100.00%
PERCENTAGE 2.8% 30.2% 54.2% 12.8% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 179 100.00%

2.8% 33.0% 87.2% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% Thursday, May 30, 2024

Page 484 of 2604 ends

AMAYA DRIVE, BETWEEN WATER STREET AND LAKEVIEW DRIVE ETD24-0531-01

EASTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 0 0 1 1 0 0 0 0 0 0 2 0.07%
12:15:00 AM 0 0 0 0 0 4 3 1 0 0 0 0 0 8 0.29%
12:30:00 AM 0 0 0 0 2 1 1 0 0 0 0 0 0 4 0.15%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 1 1 0 0 0 0 0 0 0 2 0.07%
1:15:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0.04%
1:30:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0.04%
1:45:00 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 2 0.07%
2:00:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0.04%
2:15:00 AM 0 0 0 0 1 1 1 0 0 0 0 0 0 3 0.11%
2:30:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0.04%
2:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:00:00 AM 0 0 0 0 0 1 1 0 0 0 0 0 0 2 0.07%
3:15:00 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 2 0.07%
3:30:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0.04%
3:45:00 AM 0 0 0 0 0 1 1 0 0 0 0 0 0 2 0.07%
4:00:00 AM 0 0 0 0 1 1 0 0 0 0 0 0 0 2 0.07%
4:15:00 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 2 0.07%
4:30:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0.04%
4:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
5:00:00 AM 0 0 0 0 1 2 0 0 0 0 0 0 0 3 0.11%
5:15:00 AM 0 0 0 0 4 1 0 0 1 0 0 0 0 6 0.22%
5:30:00 AM 0 0 0 0 0 1 3 1 0 0 0 0 0 5 0.18%
5:45:00 AM 0 0 0 1 1 4 2 1 0 0 0 0 0 9 0.33%
6:00:00 AM 0 0 0 0 1 4 1 1 0 0 0 0 0 7 0.26%
6:15:00 AM 0 0 0 0 3 3 5 0 0 0 0 0 0 11 0.40%
6:30:00 AM 0 0 0 0 2 2 3 2 0 0 0 0 0 9 0.33%
6:45:00 AM 0 0 0 1 4 5 4 2 0 0 0 0 0 16 0.59%
7:00:00 AM 0 0 0 0 2 5 2 0 0 0 0 0 0 9 0.33%
7:15:00 AM 0 0 0 0 3 7 12 2 1 0 0 0 0 25 0.92%
7:30:00 AM 0 0 0 0 4 17 8 5 0 0 0 0 0 34 1.25%
7:45:00 AM 0 0 0 0 7 18 12 4 2 0 0 0 0 43 1.58%
8:00:00 AM 0 0 0 1 2 23 20 6 0 0 0 0 0 52 1.91%
8:15:00 AM 0 0 0 0 4 12 15 4 2 0 0 0 0 37 1.36%
8:30:00 AM 0 0 2 0 5 6 11 2 1 0 0 0 0 27 0.99%
8:45:00 AM 0 0 0 2 5 15 14 0 1 0 0 0 0 37 1.36%
9:00:00 AM 0 0 0 0 2 15 12 6 0 0 0 0 0 35 1.29%
9:15:00 AM 0 0 1 3 9 13 10 3 0 0 0 0 0 39 1.44%
9:30:00 AM 0 0 0 0 4 20 9 3 0 0 0 0 0 36 1.32%
9:45:00 AM 0 0 1 0 12 14 7 2 0 0 0 0 0 36 1.32%
10:00:00 AM 0 0 0 2 6 9 9 2 0 1 0 0 0 29 1.07%
10:15:00 AM 0 0 0 1 3 13 17 5 0 0 0 0 0 39 1.44%
10:30:00 AM 0 0 0 1 5 17 9 5 0 0 0 0 0 37 1.36%
10:45:00 AM 0 0 0 2 9 14 8 2 0 0 0 0 0 35 1.29%
11:00:00 AM 0 0 0 0 7 14 11 3 0 0 0 0 0 35 1.29%
11:15:00 AM 0 0 0 0 10 14 5 2 0 0 0 0 0 31 1.14%
11:30:00 AM 0 0 0 0 10 10 11 2 0 0 0 0 0 33 1.21%
11:45:00 AM 0 0 0 4 9 18 11 2 0 0 0 0 0 44 1.62%
AM TOTAL 0 0 4 19 139 312 244 69 8 1 0 0 0 796 29.30%
PERCENTAGE 0.0% 0.0% 0.5% 2.4% 17.5% 39.2% 30.7% 8.7% 1.0% 0.1% 0.0% 0.0% 0.0% CUMULATIVE 0 0 4 23 162 474 718 787 795 796 796 796 796 PERCENTAGE 0.0% 0.0% 0.5% 2.9% 20.4% 59.5% 90.2% 98.9% 99.9% 100.0% 100.0% 100.0% 100.0% 15th Percentile 30 Mean Speed Average 34
50th Percentile 35 10 MPH Pace Speed 30-39
85th Percentile 39 Number in Pace 607
95th Percentile 42 Percent in Pace 76%
Thursday, May 30, 2024

Page 485 of 2604 ends

AMAYA DRIVE, BETWEEN WATER STREET AND LAKEVIEW DRIVE ETD24-0531-01

EASTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 0 0 0 0 7 17 15 1 0 0 0 0 0 40 1.47%
12:15:00 PM 0 0 0 0 8 17 14 4 1 0 0 0 0 44 1.62%
12:30:00 PM 0 0 0 1 8 17 9 4 0 1 0 0 0 40 1.47%
12:45:00 PM 0 0 1 0 12 10 19 0 0 0 0 0 0 42 1.55%
1:00:00 PM 0 0 0 2 7 15 15 5 1 0 0 0 0 45 1.66%
1:15:00 PM 0 0 0 0 6 18 19 3 1 0 0 0 0 47 1.73%
1:30:00 PM 0 0 2 0 5 19 14 5 0 0 0 0 0 45 1.66%
1:45:00 PM 0 0 0 0 0 23 9 5 0 0 0 0 0 37 1.36%
2:00:00 PM 0 0 0 0 7 17 17 4 0 0 0 0 0 45 1.66%
2:15:00 PM 0 0 0 6 8 28 15 4 3 0 0 0 0 64 2.36%
2:30:00 PM 0 0 0 0 9 23 22 3 0 0 0 0 0 57 2.10%
2:45:00 PM 0 0 0 0 5 26 32 6 1 0 0 0 0 70 2.58%
3:00:00 PM 0 0 0 3 10 25 11 2 1 0 0 0 0 52 1.91%
3:15:00 PM 0 0 0 0 6 28 20 2 1 0 0 0 0 57 2.10%
3:30:00 PM 0 0 0 1 10 23 21 7 0 0 0 0 0 62 2.28%
3:45:00 PM 0 0 0 4 11 37 17 5 2 1 0 0 0 77 2.83%
4:00:00 PM 0 0 0 0 3 27 24 8 3 0 0 0 0 65 2.39%
4:15:00 PM 0 0 0 0 10 27 25 8 3 0 0 0 0 73 2.69%
4:30:00 PM 0 0 0 2 7 20 19 6 0 0 0 0 0 54 1.99%
4:45:00 PM 0 0 0 0 6 23 24 5 0 1 0 0 0 59 2.17%
5:00:00 PM 0 0 1 2 11 24 28 6 1 0 0 0 0 73 2.69%
5:15:00 PM 0 0 0 1 6 22 30 3 1 0 0 1 0 64 2.36%
5:30:00 PM 0 0 0 1 9 29 23 8 1 0 0 0 0 71 2.61%
5:45:00 PM 0 0 0 0 7 24 16 3 0 0 0 0 0 50 1.84%
6:00:00 PM 0 0 0 1 5 12 18 9 1 0 0 0 0 46 1.69%
6:15:00 PM 0 0 0 0 3 19 26 7 0 0 0 0 0 55 2.02%
6:30:00 PM 0 0 0 1 5 16 26 3 1 0 1 0 0 53 1.95%
6:45:00 PM 0 0 1 1 7 18 14 3 1 0 0 0 0 45 1.66%
7:00:00 PM 0 0 0 0 10 18 9 4 0 1 0 0 0 42 1.55%
7:15:00 PM 0 0 1 2 6 10 11 4 1 0 0 0 0 35 1.29%
7:30:00 PM 0 0 0 1 1 15 13 4 1 0 0 0 0 35 1.29%
7:45:00 PM 0 0 0 3 4 24 5 2 0 0 0 0 0 38 1.40%
8:00:00 PM 0 0 0 0 4 14 7 2 1 0 0 0 0 28 1.03%
8:15:00 PM 0 0 0 1 6 11 7 2 1 0 0 0 0 28 1.03%
8:30:00 PM 0 0 0 0 3 10 10 3 0 0 0 0 0 26 0.96%
8:45:00 PM 0 0 0 0 2 15 6 3 0 0 0 0 0 26 0.96%
9:00:00 PM 0 0 0 0 4 5 7 0 0 0 0 0 0 16 0.59%
9:15:00 PM 0 0 1 0 4 7 7 1 0 0 0 0 0 20 0.74%
9:30:00 PM 0 0 0 0 0 7 5 1 0 0 0 0 0 13 0.48%
9:45:00 PM 0 0 0 0 3 11 5 2 0 0 0 0 0 21 0.77%
10:00:00 PM 0 0 0 0 1 6 4 0 0 0 0 0 0 11 0.40%
10:15:00 PM 0 0 0 0 2 2 5 0 0 0 0 0 0 9 0.33%
10:30:00 PM 0 0 0 0 0 2 4 2 2 0 0 0 0 10 0.37%
10:45:00 PM 0 0 0 0 2 4 2 0 0 0 0 0 0 8 0.29%
11:00:00 PM 0 0 0 0 3 1 5 1 0 0 0 0 0 10 0.37%
11:15:00 PM 0 0 0 1 0 3 4 0 0 1 0 0 0 9 0.33%
11:30:00 PM 0 0 0 0 0 1 1 0 0 0 0 0 0 2 0.07%
11:45:00 PM 0 0 0 0 1 1 0 0 0 0 0 0 0 2 0.07%
PM TOTAL 0 0 7 34 254 771 659 160 29 5 1 1 0 1,921 70.70% PERCENTAGE 0.0% 0.0% 0.4% 1.8% 13.2% 40.1% 34.3% 8.3% 1.5% 0.3% 0.1% 0.1% 0.0% CUMULATIVE 0 0 7 41 295 1,066 1,725 1,885 1,914 1,919 1,920 1,921 1,921 PERCENTAGE 0.0% 0.0% 0.4% 2.1% 15.4% 55.5% 89.8% 98.1% 99.6% 99.9% 99.9% 100.0% 100.0% 15th Percentile 31 Mean Speed Average 35
50th Percentile 35 10 MPH Pace Speed 30-39
85th Percentile 39 Number in Pace 1529
95th Percentile 42 Percent in Pace 80%
DAY TOTAL 0 0 11 53 393 1,083 903 229 37 6 1 1 0 2,717 100.00% PERCENTAGE 0.0% 0.0% 0.4% 2.0% 14.5% 39.9% 33.2% 8.4% 1.4% 0.2% 0.0% 0.0% 0.0% 2,717 100.00%

0.0% 0.0% 0.4% 2.4% 16.8% 56.7% 89.9% 98.3% 99.7% 99.9% 100.0% 100.0% 100.0% Thursday, May 30, 2024

Page 486 of 2604 ends

AMAYA DRIVE, BETWEEN WATER STREET AND LAKEVIEW DRIVE ETD24-0531-01

WESTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.03%
12:15:00 AM 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0.07%
12:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:15:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.03%
1:30:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 2 0.07%
1:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:00:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.03%
2:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:30:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.03%
2:45:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.03%
3:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:30:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0.07%
3:45:00 AM 0 0 0 0 4 0 0 0 0 0 0 0 0 4 0.14%
4:00:00 AM 0 0 0 0 1 1 0 0 0 0 0 0 0 2 0.07%
4:15:00 AM 0 0 0 4 4 0 1 0 0 0 0 0 0 9 0.31%
4:30:00 AM 0 0 0 4 6 0 0 0 0 0 0 0 0 10 0.35%
4:45:00 AM 0 0 0 4 11 1 0 0 0 0 0 0 0 16 0.55%
5:00:00 AM 0 0 0 1 5 2 0 0 0 0 0 0 0 8 0.28%
5:15:00 AM 0 0 0 5 10 1 1 0 0 0 0 0 0 17 0.59%
5:30:00 AM 0 0 0 10 12 1 0 0 0 0 0 0 0 23 0.80%
5:45:00 AM 0 0 0 3 20 5 0 0 0 0 0 0 0 28 0.97%
6:00:00 AM 0 0 0 5 10 3 0 0 0 0 0 0 0 18 0.62%
6:15:00 AM 0 0 1 6 14 3 0 0 0 0 0 0 0 24 0.83%
6:30:00 AM 0 0 1 14 20 6 0 0 0 0 0 0 0 41 1.42%
6:45:00 AM 0 0 0 17 17 6 0 0 0 0 0 0 0 40 1.38%
7:00:00 AM 0 0 1 18 24 5 0 0 0 0 0 0 0 48 1.66%
7:15:00 AM 0 0 0 23 30 3 0 0 0 0 0 0 0 56 1.94%
7:30:00 AM 0 0 0 20 41 5 0 0 0 0 0 0 0 66 2.28%
7:45:00 AM 0 0 0 40 51 7 0 0 0 0 0 0 0 98 3.39%
8:00:00 AM 0 0 1 24 38 9 0 0 0 0 0 0 0 72 2.49%
8:15:00 AM 0 0 1 9 54 4 0 0 0 0 0 0 0 68 2.35%
8:30:00 AM 0 0 1 26 31 4 0 0 0 0 0 0 0 62 2.15%
8:45:00 AM 0 1 0 22 25 6 0 0 0 0 0 0 0 54 1.87%
9:00:00 AM 0 0 2 32 30 2 0 0 0 0 0 0 0 66 2.28%
9:15:00 AM 0 0 1 17 21 2 0 0 0 0 0 0 0 41 1.42%
9:30:00 AM 0 0 0 15 25 4 0 0 0 0 0 0 0 44 1.52%
9:45:00 AM 0 0 1 15 23 6 0 0 0 0 0 0 0 45 1.56%
10:00:00 AM 0 3 3 18 15 0 0 0 0 0 0 0 0 39 1.35%
10:15:00 AM 0 0 1 17 24 2 0 0 0 0 0 0 0 44 1.52%
10:30:00 AM 0 1 1 10 11 3 0 0 0 0 0 0 0 26 0.90%
10:45:00 AM 0 0 0 8 23 5 0 0 0 0 0 0 0 36 1.25%
11:00:00 AM 0 0 1 11 20 1 0 0 0 0 0 0 0 33 1.14%
11:15:00 AM 0 0 0 16 25 1 0 0 0 0 0 0 0 42 1.45%
11:30:00 AM 0 0 1 10 19 6 1 0 0 0 0 0 0 37 1.28%
11:45:00 AM 0 0 1 21 22 4 0 0 0 0 0 0 0 48 1.66%
AM TOTAL 0 5 18 452 690 108 3 0 0 0 0 0 0 1,276 44.15%
PERCENTAGE 0.0% 0.4% 1.4% 35.4% 54.1% 8.5% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% CUMULATIVE 0 5 23 475 1,165 1,273 1,276 1,276 1,276 1,276 1,276 1,276 1,276 PERCENTAGE 0.0% 0.4% 1.8% 37.2% 91.3% 99.8% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 15th Percentile 24 Mean Speed Average 26
50th Percentile 26 10 MPH Pace Speed 22-31
85th Percentile 29 Number in Pace 1191
95th Percentile 31 Percent in Pace 93%
Thursday, May 30, 2024

Page 487 of 2604 ends

AMAYA DRIVE, BETWEEN WATER STREET AND LAKEVIEW DRIVE ETD24-0531-01

WESTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 0 1 2 9 20 1 0 0 0 0 0 0 0 33 1.14%
12:15:00 PM 0 0 1 7 23 7 1 0 0 0 0 0 0 39 1.35%
12:30:00 PM 0 0 1 20 24 4 0 0 0 0 0 0 0 49 1.70%
12:45:00 PM 0 0 0 26 25 1 0 0 0 0 0 0 0 52 1.80%
1:00:00 PM 0 1 2 10 23 2 0 0 0 0 0 0 0 38 1.31%
1:15:00 PM 0 0 0 10 28 2 0 0 0 0 0 0 0 40 1.38%
1:30:00 PM 0 0 1 5 25 4 0 0 0 0 0 0 0 35 1.21%
1:45:00 PM 0 0 1 23 23 4 1 0 0 0 0 0 0 52 1.80%
2:00:00 PM 0 0 0 16 24 6 0 0 0 0 0 0 0 46 1.59%
2:15:00 PM 0 0 0 26 27 2 0 0 0 0 0 0 0 55 1.90%
2:30:00 PM 0 0 1 26 54 5 0 0 0 0 0 0 0 86 2.98%
2:45:00 PM 0 0 3 26 39 9 0 0 0 0 0 0 0 77 2.66%
3:00:00 PM 0 0 1 15 25 5 0 0 0 0 0 0 0 46 1.59%
3:15:00 PM 0 2 2 16 40 5 0 0 0 0 0 0 0 65 2.25%
3:30:00 PM 1 1 1 16 29 5 0 0 0 0 0 0 0 53 1.83%
3:45:00 PM 0 0 1 24 29 1 0 0 0 0 0 0 0 55 1.90%
4:00:00 PM 0 1 0 15 34 4 0 0 0 0 0 0 0 54 1.87%
4:15:00 PM 0 0 0 17 21 5 0 0 0 0 0 0 1 44 1.52%
4:30:00 PM 0 1 2 14 29 6 0 0 0 0 0 0 0 52 1.80%
4:45:00 PM 0 0 0 15 34 9 1 0 0 0 0 0 0 59 2.04%
5:00:00 PM 0 0 0 13 32 4 0 0 0 0 0 0 0 49 1.70%
5:15:00 PM 0 0 0 10 23 4 2 0 0 0 0 0 0 39 1.35%
5:30:00 PM 0 0 1 6 21 2 0 0 0 0 0 0 0 30 1.04%
5:45:00 PM 0 0 0 9 26 7 0 0 0 0 0 0 0 42 1.45%
6:00:00 PM 0 0 0 11 26 4 1 0 0 0 0 0 0 42 1.45%
6:15:00 PM 0 0 0 16 21 3 0 0 0 0 0 0 0 40 1.38%
6:30:00 PM 0 0 1 7 26 4 0 0 0 0 0 0 0 38 1.31%
6:45:00 PM 0 0 1 10 23 7 0 0 0 0 0 0 0 41 1.42%
7:00:00 PM 0 0 0 13 11 2 0 0 0 0 0 0 0 26 0.90%
7:15:00 PM 0 0 0 12 21 2 0 0 0 0 0 0 0 35 1.21%
7:30:00 PM 0 0 1 10 9 3 0 0 0 0 0 0 0 23 0.80%
7:45:00 PM 0 0 0 6 11 1 0 0 0 0 0 0 0 18 0.62%
8:00:00 PM 0 0 2 5 10 3 0 0 0 0 0 0 0 20 0.69%
8:15:00 PM 0 0 1 14 11 0 0 0 0 0 0 0 0 26 0.90%
8:30:00 PM 0 0 1 11 11 0 0 0 0 0 0 0 0 23 0.80%
8:45:00 PM 0 0 0 5 8 1 0 0 0 0 0 0 0 14 0.48%
9:00:00 PM 0 1 1 7 7 0 0 0 0 0 0 0 0 16 0.55%
9:15:00 PM 0 0 0 5 1 1 0 0 0 0 0 0 0 7 0.24%
9:30:00 PM 0 0 0 4 5 1 0 0 0 0 0 0 0 10 0.35%
9:45:00 PM 0 0 0 7 4 1 0 0 0 0 0 0 0 12 0.42%
10:00:00 PM 0 0 1 3 1 1 0 0 0 0 0 0 0 6 0.21%
10:15:00 PM 0 0 0 2 3 0 0 0 0 0 0 0 0 5 0.17%
10:30:00 PM 0 0 0 1 3 1 0 0 0 0 0 0 0 5 0.17%
10:45:00 PM 0 0 0 3 2 1 0 0 0 0 0 0 0 6 0.21%
11:00:00 PM 0 0 0 1 1 1 0 0 0 0 0 0 0 3 0.10%
11:15:00 PM 0 0 0 1 1 1 0 0 0 0 0 0 0 3 0.10%
11:30:00 PM 0 0 0 2 2 0 0 0 0 0 0 0 0 4 0.14%
11:45:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.03%
PM TOTAL 1 8 29 530 897 142 6 0 0 0 0 0 1 1,614 55.85%
PERCENTAGE 0.1% 0.5% 1.8% 32.8% 55.6% 8.8% 0.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.1% CUMULATIVE 1 9 38 568 1,465 1,607 1,613 1,613 1,613 1,613 1,613 1,613 1,614 PERCENTAGE 0.1% 0.6% 2.4% 35.2% 90.8% 99.6% 99.9% 99.9% 99.9% 99.9% 99.9% 99.9% 100.0% 15th Percentile 24 Mean Speed Average 26
50th Percentile 26 10 MPH Pace Speed 22-31
85th Percentile 29 Number in Pace 1503
95th Percentile 31 Percent in Pace 93%
DAY TOTAL 1 13 47 982 1,587 250 9 0 0 0 0 0 1 2,890 100.00% PERCENTAGE 0.0% 0.4% 1.6% 34.0% 54.9% 8.7% 0.3% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 2,890 100.00%

0.0% 0.5% 2.1% 36.1% 91.0% 99.7% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% Thursday, May 30, 2024

Page 488 of 2604 ends

AMAYA DRIVE, BETWEEN BROADMOOR DRIVE AND KATHY STREET ETD24-0531-01

EASTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 0 2 1 0 0 0 0 0 0 0 3 0.13%
12:15:00 AM 0 0 0 0 1 0 3 1 0 0 0 0 0 5 0.22%
12:30:00 AM 0 0 0 0 5 0 0 0 0 0 0 0 0 5 0.22%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
1:15:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
1:30:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
1:45:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.04%
2:00:00 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0.04%
2:15:00 AM 0 0 0 0 1 0 2 0 0 0 0 0 0 3 0.13%
2:30:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0.04%
2:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:00:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0.04%
3:15:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0.09%
3:30:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0.09%
3:45:00 AM 0 0 0 0 1 0 0 0 0 1 0 0 0 2 0.09%
4:00:00 AM 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0.09%
4:15:00 AM 0 0 0 0 1 1 0 0 0 0 0 0 0 2 0.09%
4:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
4:45:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0.04%
5:00:00 AM 0 0 0 1 1 2 0 0 0 0 0 0 0 4 0.18%
5:15:00 AM 0 0 1 0 3 0 0 0 0 0 0 0 0 4 0.18%
5:30:00 AM 0 0 0 0 3 1 1 0 0 0 0 0 0 5 0.22%
5:45:00 AM 0 0 0 3 5 2 1 0 0 0 0 0 0 11 0.49%
6:00:00 AM 0 0 0 1 4 4 0 0 0 0 0 0 0 9 0.40%
6:15:00 AM 1 0 0 5 3 3 0 0 0 0 0 0 0 12 0.53%
6:30:00 AM 0 0 0 0 4 2 2 0 0 0 0 0 0 8 0.35%
6:45:00 AM 0 0 1 2 5 5 2 1 0 0 0 0 0 16 0.71%
7:00:00 AM 0 1 0 2 3 1 1 0 0 0 0 0 0 8 0.35%
7:15:00 AM 0 0 0 1 11 7 1 1 0 0 0 0 0 21 0.93%
7:30:00 AM 0 0 0 2 11 9 4 2 0 0 0 0 0 28 1.24%
7:45:00 AM 0 0 0 2 17 14 4 0 0 0 0 0 0 37 1.63%
8:00:00 AM 0 0 0 3 15 15 4 0 0 0 0 0 0 37 1.63%
8:15:00 AM 0 0 0 3 6 14 10 3 0 0 0 0 1 37 1.63%
8:30:00 AM 0 0 0 3 10 7 3 0 0 0 0 0 0 23 1.02%
8:45:00 AM 0 0 0 0 13 9 2 0 0 0 0 0 0 24 1.06%
9:00:00 AM 0 0 0 0 4 16 7 1 1 0 0 0 0 29 1.28%
9:15:00 AM 0 0 0 1 16 12 5 0 0 0 0 0 0 34 1.50%
9:30:00 AM 0 0 1 5 7 15 5 0 0 0 0 0 0 33 1.46%
9:45:00 AM 0 0 0 1 17 9 1 1 0 0 0 0 0 29 1.28%
10:00:00 AM 0 0 0 2 13 8 1 1 0 0 0 0 0 25 1.10%
10:15:00 AM 0 1 0 1 11 15 5 2 0 0 0 0 0 35 1.55%
10:30:00 AM 0 0 0 2 12 13 5 1 0 0 0 0 0 33 1.46%
10:45:00 AM 0 0 0 1 19 12 5 0 0 0 0 0 0 37 1.63%
11:00:00 AM 0 0 1 1 10 8 7 1 0 0 0 0 0 28 1.24%
11:15:00 AM 0 0 0 1 14 7 3 1 0 0 0 0 0 26 1.15%
11:30:00 AM 0 0 0 1 13 9 3 1 0 0 0 0 0 27 1.19%
11:45:00 AM 0 0 0 0 14 13 4 1 0 0 0 0 0 32 1.41%
AM TOTAL 1 2 4 47 280 237 92 19 2 1 0 0 1 686 30.29%
PERCENTAGE 0.1% 0.3% 0.6% 6.9% 40.8% 34.5% 13.4% 2.8% 0.3% 0.1% 0.0% 0.0% 0.1% CUMULATIVE 1 3 7 54 334 571 663 682 684 685 685 685 686 PERCENTAGE 0.1% 0.4% 1.0% 7.9% 48.7% 83.2% 96.6% 99.4% 99.7% 99.9% 99.9% 99.9% 100.0% 15th Percentile 27 Mean Speed Average 31
50th Percentile 31 10 MPH Pace Speed 26-35
85th Percentile 35 Number in Pace 552
95th Percentile 39 Percent in Pace 80%
Thursday, May 30, 2024

Page 489 of 2604 ends

AMAYA DRIVE, BETWEEN BROADMOOR DRIVE AND KATHY STREET ETD24-0531-01

EASTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 0 0 0 0 16 16 2 0 0 0 0 0 0 34 1.50%
12:15:00 PM 0 0 0 2 13 14 10 1 1 0 0 0 0 41 1.81%
12:30:00 PM 0 0 0 1 15 8 2 1 1 0 0 0 0 28 1.24%
12:45:00 PM 0 0 0 2 9 14 7 1 0 0 0 0 0 33 1.46%
1:00:00 PM 0 0 0 1 10 15 4 3 1 0 0 0 0 34 1.50%
1:15:00 PM 0 0 0 1 14 26 3 2 1 0 0 0 0 47 2.08%
1:30:00 PM 0 0 0 0 5 17 7 2 0 0 0 0 1 32 1.41%
1:45:00 PM 0 0 0 2 5 12 6 2 1 0 0 0 0 28 1.24%
2:00:00 PM 0 0 0 3 11 18 4 2 1 0 0 0 1 40 1.77%
2:15:00 PM 0 0 0 0 18 20 7 0 0 0 0 0 0 45 1.99%
2:30:00 PM 0 0 0 0 12 24 9 0 0 0 0 0 0 45 1.99%
2:45:00 PM 0 0 0 2 13 28 16 3 1 0 0 0 0 63 2.78%
3:00:00 PM 0 0 0 4 14 27 7 0 0 0 0 0 0 52 2.30%
3:15:00 PM 0 0 0 0 12 19 7 2 1 0 0 0 0 41 1.81%
3:30:00 PM 0 0 1 0 16 15 11 3 0 0 0 0 0 46 2.03%
3:45:00 PM 0 0 1 3 19 26 18 3 0 0 0 0 0 70 3.09%
4:00:00 PM 0 0 0 0 19 22 9 3 0 0 0 0 0 53 2.34%
4:15:00 PM 0 0 0 0 15 28 3 6 1 0 0 0 0 53 2.34%
4:30:00 PM 2 1 1 0 8 17 10 3 0 0 0 0 0 42 1.85%
4:45:00 PM 0 0 0 1 19 17 7 4 0 0 0 0 0 48 2.12%
5:00:00 PM 0 1 0 1 15 26 8 0 1 0 0 0 0 52 2.30%
5:15:00 PM 0 0 0 2 15 27 13 1 0 0 0 0 0 58 2.56%
5:30:00 PM 0 0 0 0 22 25 3 4 0 0 0 0 0 54 2.38%
5:45:00 PM 0 0 0 0 16 24 4 0 0 0 0 0 0 44 1.94%
6:00:00 PM 0 0 0 1 4 17 11 2 1 0 0 0 0 36 1.59%
6:15:00 PM 0 0 0 2 12 25 8 1 0 0 0 0 0 48 2.12%
6:30:00 PM 0 0 0 0 13 22 8 0 1 0 0 0 0 44 1.94%
6:45:00 PM 0 0 0 1 13 11 7 0 1 0 0 0 0 33 1.46%
7:00:00 PM 1 1 0 5 17 8 2 0 2 0 0 0 0 36 1.59%
7:15:00 PM 0 0 0 1 13 15 4 1 0 0 0 0 0 34 1.50%
7:30:00 PM 0 0 0 1 8 9 8 0 1 1 0 0 0 28 1.24%
7:45:00 PM 0 0 0 2 17 7 4 0 0 0 0 0 0 30 1.32%
8:00:00 PM 0 0 0 2 14 3 3 1 0 1 0 0 0 24 1.06%
8:15:00 PM 0 1 1 0 13 4 3 1 1 0 0 0 0 24 1.06%
8:30:00 PM 0 0 0 1 9 9 1 2 0 0 0 0 0 22 0.97%
8:45:00 PM 0 0 0 0 9 9 4 0 0 0 0 0 0 22 0.97%
9:00:00 PM 0 0 0 0 9 6 2 0 0 0 0 0 0 17 0.75%
9:15:00 PM 1 0 0 3 6 6 0 0 0 0 0 0 0 16 0.71%
9:30:00 PM 0 0 0 0 6 7 0 0 0 0 0 0 0 13 0.57%
9:45:00 PM 0 0 0 0 4 7 0 2 0 0 0 1 0 14 0.62%
10:00:00 PM 0 0 0 1 5 6 1 0 0 0 0 0 0 13 0.57%
10:15:00 PM 0 0 0 0 5 0 0 0 0 0 0 0 0 5 0.22%
10:30:00 PM 0 0 0 0 3 4 2 0 0 0 0 0 0 9 0.40%
10:45:00 PM 0 0 0 0 4 1 1 1 0 0 0 0 0 7 0.31%
11:00:00 PM 0 0 0 1 4 2 0 1 0 0 0 0 0 8 0.35%
11:15:00 PM 0 0 0 2 4 3 2 0 0 0 0 0 0 11 0.49%
11:30:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
11:45:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
PM TOTAL 4 4 4 48 525 666 248 58 17 2 0 1 2 1,579 69.71% PERCENTAGE 0.3% 0.3% 0.3% 3.0% 33.2% 42.2% 15.7% 3.7% 1.1% 0.1% 0.0% 0.1% 0.1% CUMULATIVE 4 8 12 60 585 1,251 1,499 1,557 1,574 1,576 1,576 1,577 1,579 PERCENTAGE 0.3% 0.5% 0.8% 3.8% 37.0% 79.2% 94.9% 98.6% 99.7% 99.8% 99.8% 99.9% 100.0% 15th Percentile 28 Mean Speed Average 32
50th Percentile 32 10 MPH Pace Speed 27-36
85th Percentile 36 Number in Pace 1288
95th Percentile 39 Percent in Pace 82%
DAY TOTAL 5 6 8 95 805 903 340 77 19 3 0 1 3 2,265 100.00% PERCENTAGE 0.2% 0.3% 0.4% 4.2% 35.5% 39.9% 15.0% 3.4% 0.8% 0.1% 0.0% 0.0% 0.1% 2,265 100.00%

0.2% 0.5% 0.8% 5.0% 40.6% 80.4% 95.5% 98.9% 99.7% 99.8% 99.8% 99.9% 100.0% Thursday, May 30, 2024

Page 490 of 2604 ends

AMAYA DRIVE, BETWEEN BROADMOOR DRIVE AND KATHY STREET ETD24-0531-01

WESTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0.08%
12:15:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0.04%
12:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
12:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
1:15:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
1:30:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.04%
1:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:00:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
2:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
2:30:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0.04%
2:45:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
3:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00%
3:30:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 2 0.08%
3:45:00 AM 0 0 0 0 0 2 1 0 0 0 0 0 0 3 0.12%
4:00:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0.04%
4:15:00 AM 0 0 0 0 3 2 0 1 0 0 0 0 0 6 0.25%
4:30:00 AM 0 0 0 0 2 3 3 0 0 0 0 0 0 8 0.33%
4:45:00 AM 0 0 0 1 3 4 1 1 0 0 0 0 0 10 0.41%
5:00:00 AM 0 1 0 0 1 2 1 2 0 0 0 0 0 7 0.29%
5:15:00 AM 0 0 0 0 4 6 2 1 0 1 0 0 0 14 0.57%
5:30:00 AM 0 0 1 0 4 10 4 0 0 0 0 0 0 19 0.78%
5:45:00 AM 0 0 0 0 3 9 9 3 1 0 0 0 0 25 1.02%
6:00:00 AM 0 0 0 0 3 4 3 3 0 0 0 0 0 13 0.53%
6:15:00 AM 0 0 0 0 5 11 3 0 1 0 0 0 0 20 0.82%
6:30:00 AM 0 0 0 0 6 12 10 3 0 0 0 0 0 31 1.27%
6:45:00 AM 0 0 0 0 9 10 8 6 0 0 0 0 0 33 1.35%
7:00:00 AM 0 0 0 0 5 22 4 4 0 0 0 0 1 36 1.47%
7:15:00 AM 0 1 1 1 14 19 6 2 0 0 0 0 0 44 1.80%
7:30:00 AM 0 0 0 0 9 23 18 4 0 0 0 0 0 54 2.21%
7:45:00 AM 0 1 0 2 13 40 24 3 1 1 0 0 0 85 3.48%
8:00:00 AM 0 0 0 1 14 26 17 4 1 0 0 0 0 63 2.58%
8:15:00 AM 0 1 0 0 8 34 13 2 0 1 0 0 0 59 2.41%
8:30:00 AM 0 0 0 2 12 20 9 2 1 0 0 0 0 46 1.88%
8:45:00 AM 0 0 0 0 10 19 12 1 1 0 0 0 0 43 1.76%
9:00:00 AM 0 0 0 3 16 22 14 1 0 0 0 0 0 56 2.29%
9:15:00 AM 0 0 0 1 9 15 11 0 0 0 0 0 0 36 1.47%
9:30:00 AM 0 0 0 1 5 18 12 2 1 0 0 0 0 39 1.60%
9:45:00 AM 0 0 0 0 8 18 5 2 1 0 0 0 0 34 1.39%
10:00:00 AM 0 0 0 6 8 14 5 0 0 0 0 0 0 33 1.35%
10:15:00 AM 0 1 0 3 9 16 10 0 0 0 0 0 0 39 1.60%
10:30:00 AM 0 0 0 2 5 7 8 1 0 0 0 0 0 23 0.94%
10:45:00 AM 0 0 0 0 12 10 9 2 1 0 0 0 0 34 1.39%
11:00:00 AM 0 0 0 0 9 10 6 0 0 0 0 0 0 25 1.02%
11:15:00 AM 0 0 0 2 9 14 10 0 0 0 0 0 0 35 1.43%
11:30:00 AM 0 0 0 3 6 14 8 2 0 0 0 0 0 33 1.35%
11:45:00 AM 0 0 0 2 14 11 7 1 0 0 0 0 0 35 1.43%
AM TOTAL 0 5 2 35 243 448 253 53 9 3 0 0 1 1,052 43.04% PERCENTAGE 0.0% 0.5% 0.2% 3.3% 23.1% 42.6% 24.0% 5.0% 0.9% 0.3% 0.0% 0.0% 0.1% CUMULATIVE 0 5 7 42 285 733 986 1,039 1,048 1,051 1,051 1,051 1,052 PERCENTAGE 0.0% 0.5% 0.7% 4.0% 27.1% 69.7% 93.7% 98.8% 99.6% 99.9% 99.9% 99.9% 100.0% 15th Percentile 29 Mean Speed Average 33
50th Percentile 33 10 MPH Pace Speed 30-39
85th Percentile 38 Number in Pace 798
95th Percentile 40 Percent in Pace 76%
Thursday, May 30, 2024

Page 491 of 2604 ends

AMAYA DRIVE, BETWEEN BROADMOOR DRIVE AND KATHY STREET ETD24-0531-01

WESTBOUND
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
Time 1 - 10 11 - 15 16 - 20 21 - 25 26 - 30 31 - 35 36 - 40 41- 45 46 - 50 51 - 55 56 - 60 61 - 65 66 + TOTAL %VEHICLES 12:00:00 PM 0 0 0 1 8 10 9 0 0 0 0 0 0 28 1.15%
12:15:00 PM 0 0 1 0 3 12 12 4 1 0 0 0 0 33 1.35%
12:30:00 PM 0 0 0 1 12 21 11 1 0 0 0 0 0 46 1.88%
12:45:00 PM 0 0 0 1 13 14 13 0 0 0 0 0 0 41 1.68%
1:00:00 PM 0 0 0 0 7 14 7 1 1 0 0 0 0 30 1.23%
1:15:00 PM 0 0 0 0 8 12 9 5 0 0 0 0 0 34 1.39%
1:30:00 PM 0 0 0 0 6 14 12 2 0 0 0 0 0 34 1.39%
1:45:00 PM 0 0 0 1 15 16 9 3 0 0 0 0 0 44 1.80%
2:00:00 PM 0 0 0 1 6 16 11 2 0 0 0 0 0 36 1.47%
2:15:00 PM 0 0 0 2 12 26 8 2 0 0 0 0 0 50 2.05%
2:30:00 PM 0 1 0 3 13 41 21 0 1 0 0 0 0 80 3.27%
2:45:00 PM 0 0 0 0 14 30 23 7 0 0 0 0 0 74 3.03%
3:00:00 PM 0 1 0 0 7 20 10 1 0 0 0 0 0 39 1.60%
3:15:00 PM 0 0 0 0 8 20 15 4 0 0 0 0 1 48 1.96%
3:30:00 PM 0 0 0 0 11 21 12 2 0 0 0 0 0 46 1.88%
3:45:00 PM 0 0 0 2 8 26 11 3 0 0 0 0 0 50 2.05%
4:00:00 PM 0 0 0 0 11 27 15 1 0 0 0 0 0 54 2.21%
4:15:00 PM 0 0 0 0 6 20 8 2 0 0 0 0 0 36 1.47%
4:30:00 PM 0 0 1 4 5 21 11 1 0 0 0 0 0 43 1.76%
4:45:00 PM 0 0 2 0 8 24 19 2 0 0 0 0 0 55 2.25%
5:00:00 PM 0 1 0 2 9 19 5 1 1 0 0 0 0 38 1.55%
5:15:00 PM 0 0 0 1 4 14 11 3 1 0 0 0 0 34 1.39%
5:30:00 PM 0 0 0 0 2 14 7 3 0 0 0 0 1 27 1.10%
5:45:00 PM 0 0 0 0 7 18 5 5 1 1 0 1 0 38 1.55%
6:00:00 PM 0 0 1 0 3 16 11 3 1 0 0 0 0 35 1.43%
6:15:00 PM 0 0 0 0 8 13 8 3 0 0 0 0 0 32 1.31%
6:30:00 PM 0 0 0 0 8 20 9 0 0 0 0 0 0 37 1.51%
6:45:00 PM 0 0 0 0 6 11 14 3 0 0 0 0 0 34 1.39%
7:00:00 PM 0 0 0 0 4 10 5 1 0 0 0 0 0 20 0.82%
7:15:00 PM 0 0 0 1 10 15 5 0 0 0 0 0 0 31 1.27%
7:30:00 PM 0 0 0 1 2 7 4 1 1 0 0 0 0 16 0.65%
7:45:00 PM 0 0 0 1 2 6 5 1 0 0 0 0 0 15 0.61%
8:00:00 PM 0 0 0 0 3 5 4 3 0 0 0 0 0 15 0.61%
8:15:00 PM 0 0 0 1 8 8 2 0 0 0 0 0 0 19 0.78%
8:30:00 PM 0 0 0 1 13 3 2 0 0 0 0 0 0 19 0.78%
8:45:00 PM 0 0 0 0 3 5 6 0 0 0 0 0 0 14 0.57%
9:00:00 PM 0 0 0 0 3 3 3 0 0 0 0 0 0 9 0.37%
9:15:00 PM 0 0 0 0 5 1 1 0 0 0 0 0 0 7 0.29%
9:30:00 PM 0 0 0 1 2 4 1 2 0 0 0 0 0 10 0.41%
9:45:00 PM 0 0 0 2 4 3 1 0 0 0 0 0 0 10 0.41%
10:00:00 PM 0 0 0 1 1 1 1 0 0 0 0 0 0 4 0.16%
10:15:00 PM 0 0 0 2 0 2 1 0 0 0 0 0 0 5 0.20%
10:30:00 PM 0 0 0 0 0 3 1 1 0 0 0 0 0 5 0.20%
10:45:00 PM 0 0 0 0 3 2 1 0 0 0 0 0 0 6 0.25%
11:00:00 PM 0 0 0 0 0 2 1 0 0 0 0 0 0 3 0.12%
11:15:00 PM 0 0 0 0 1 1 0 1 0 0 0 0 0 3 0.12%
11:30:00 PM 0 0 0 0 3 1 0 0 0 0 0 0 0 4 0.16%
11:45:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0.04%
PM TOTAL 0 3 5 30 295 613 360 74 8 1 0 1 2 1,392 56.96% PERCENTAGE 0.0% 0.2% 0.4% 2.2% 21.2% 44.0% 25.9% 5.3% 0.6% 0.1% 0.0% 0.1% 0.1% CUMULATIVE 0 3 8 38 333 946 1,306 1,380 1,388 1,389 1,389 1,390 1,392 PERCENTAGE 0.0% 0.2% 0.6% 2.7% 23.9% 68.0% 93.8% 99.1% 99.7% 99.8% 99.8% 99.9% 100.0% 15th Percentile 30 Mean Speed Average 34
50th Percentile 34 10 MPH Pace Speed 30-39
85th Percentile 38 Number in Pace 1098
95th Percentile 40 Percent in Pace 79%
DAY TOTAL 0 8 7 65 538 1,061 613 127 17 4 0 1 3 2,444 100.00% PERCENTAGE 0.0% 0.3% 0.3% 2.7% 22.0% 43.4% 25.1% 5.2% 0.7% 0.2% 0.0% 0.0% 0.1% 2,444 100.00%

0.0% 0.3% 0.6% 3.3% 25.3% 68.7% 93.8% 99.0% 99.7% 99.8% 99.8% 99.9% 100.0% Thursday, May 30, 2024

Page 492 of 2604 ends

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
DATE: LOCATION: LA MESA PROJECT #: ETD24-0531-01
5/30/24 NORTH & SOUTH: JERICHO ROAD LOCATION #: 1
THURSDAY EAST & WEST: BROADMOOR DRIVE CONTROL: NONE
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS

JERICHO ROAD JERICHO ROAD BROADMOOR DRIVE BROADMOOR DRIVE

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 1 1 2 4 0
7:15 AM 4 4 0
7:30 AM 2 6 8 0
7:45 AM 6 4 10 0
8:00 AM 2 1 3 6 0
8:15 AM 3 3 0
8:30 AM 2 7 9 0
8:45 AM 1 3 1 3 8 0
VOLUMES 0 2 16 1 1 0 0 0 0 32 0 0 52 0 0 0 0 0
APPROACH % 0% 11% 89% 50% 50% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 18 / 2 2 / 33 0 / 17 32 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 10 0 1 0 0 0 0 17 0 0 28
APPROACH % 0% 0% 100% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.417 0.250 0.000 0.607 0.700
APP/DEPART 10 / 0 1 / 18 0 / 10 17 / 0 0
2:00 PM 3 5 8 0
2:15 PM 1 5 1 4 11 0
2:30 PM 5 2 7 0
2:45 PM 2 1 3 0
3:00 PM 2 3 5 0
3:15 PM 2 2 4 0
3:30 PM 3 3 6 1 1
3:45 PM 5 3 8 1 1
VOLUMES 0 1 27 0 1 0 0 0 0 23 0 0 52 1 0 0 1 2
APPROACH % 0% 4% 96% 0% 100% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 28 / 1 1 / 24 0 / 27 23 / 0 0

BEGIN PEAK HR
VOLUMES 0 1 15 0 1 0 0 0 0 12 0 0 29
APPROACH % 0% 6% 94% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.667 0.250 0.000 0.600 0.659
APP/DEPART 16 / 1 1 / 13 0 / 15 12 / 0 0
4:00 PM 1 2 3 0
4:15 PM 2 1 4 7 0
4:30 PM 3 1 4 0
4:45 PM 2 2 4 0
5:00 PM 4 3 7 0
5:15 PM 1 4 2 7 0
5:30 PM 5 2 7 0
5:45 PM 3 2 5 0
VOLUMES 0 1 24 0 1 0 0 0 0 18 0 0 44 0 0 0 0 0
APPROACH % 0% 4% 96% 0% 100% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 25 / 1 1 / 19 0 / 24 18 / 0 0

BEGIN PEAK HR
VOLUMES 0 1 16 0 0 0 0 0 0 9 0 0 26
APPROACH % 0% 6% 94% 0% 0% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.850 0.000 0.000 0.750 0.929
APP/DEPART 17 / 1 0 / 9 0 / 16 9 / 0 0

PEDESTRIAN CROSSINGS BICYCLE CROSSINGS

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0
7:15 AM 2 2 0 0
7:30 AM 0 0 0
7:45 AM 0 0 0
8:00 AM 0 0 0
8:15 AM 0 0 0
8:30 AM 0 0 0
8:45 AM 1 1 2 0 0
2:00 PM 0 0 0
2:15 PM 0 0 0
2:30 PM 1 1 0 0
2:45 PM 0 0 0
3:00 PM 0 0 0
3:15 PM 0 0 0
3:30 PM 0 0 0
3:45 PM 1 1 2 0 0
4:00 PM 0 0 0
4:15 PM 2 2 0 0
4:30 PM 0 0 0
4:45 PM 0 0 0
5:00 PM 1 1 0 0
5:15 PM 1 1 0 0
5:30 PM 0 0 0
5:45 PM 0 0 0
TOTAL 7 3 0 1 11 0 0 0 0 0 0 0 0 0 0
5:00 PM
2:00 PM

INCLUDES BIKE & PED
7:45 AM

WEEKDAY AM WEEKDAY PM WEEKDAY MD

Page 493 of 2604 ends

DATE: LOCATION: LA MESA PROJECT #: ETD24-0531-01
5/30/24 NORTH & SOUTH: JERICHO ROAD LOCATION #: 2
THURSDAY EAST & WEST: AMAYA DRIVE CONTROL: STOP
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 0 1 1 7 34 1 44 0
7:15 AM 0 3 0 23 43 0 69 0
7:30 AM 0 7 2 28 53 0 90 0
7:45 AM 0 4 6 38 86 0 134 0
8:00 AM 0 4 2 41 66 0 113 0
8:15 AM 1 2 0 36 60 0 99 0
8:30 AM 0 7 2 25 47 0 81 0
8:45 AM 0 3 4 27 38 0 72 0
VOLUMES 0 0 0 1 0 31 17 225 0 0 427 1 702 0 0 0 0 0
APPROACH % 0% 0% 0% 3% 0% 97% 7% 93% 0% 0% 100% 0%
APP/DEPART 0 / 18 32 / 0 242 / 226 428 / 458 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 17 10 143 0 0 265 0 436
APPROACH % 0% 0% 0% 6% 0% 94% 7% 93% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.643 0.869 0.770 0.813
APP/DEPART 0 / 10 18 / 0 153 / 144 265 / 282 0
2:00 PM 0 5 3 45 37 0 90 0
2:15 PM 0 5 6 48 46 0 105 0
2:30 PM 0 2 6 47 82 0 137 0
2:45 PM 0 2 2 66 70 0 140 0
3:00 PM 0 3 1 53 41 1 99 0
3:15 PM 0 2 2 53 51 0 108 0
3:30 PM 0 3 4 46 47 0 100 0
3:45 PM 0 4 5 70 52 0 131 0
VOLUMES 0 0 0 0 0 26 29 428 0 0 426 1 910 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 6% 94% 0% 0% 100% 0%
APP/DEPART 0 / 30 26 / 0 457 / 428 427 / 452 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 9 11 219 0 0 244 1 484
APPROACH % 0% 0% 0% 0% 0% 100% 5% 95% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.750 0.846 0.747 0.864
APP/DEPART 0 / 12 9 / 0 230 / 219 245 / 253 0
4:00 PM 0 2 1 62 53 0 118 0
4:15 PM 0 5 3 55 41 0 104 0
4:30 PM 0 1 3 48 44 0 96 0
4:45 PM 0 2 2 50 59 0 113 0
5:00 PM 0 3 5 51 34 0 93 0
5:15 PM 0 2 5 57 33 0 97 0
5:30 PM 0 1 5 54 27 0 87 0
5:45 PM 0 2 3 45 35 0 85 0
VOLUMES 0 0 0 0 0 18 27 422 0 0 326 0 793 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 6% 94% 0% 0% 100% 0%
APP/DEPART 0 / 27 18 / 0 449 / 422 326 / 344 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 10 9 215 0 0 197 0 431
APPROACH % 0% 0% 0% 0% 0% 100% 4% 96% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.889 0.835 0.913
APP/DEPART 0 / 9 10 / 0 224 / 215 197 / 207 0

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 1 1 0 0
7:15 AM 0 0 0
7:30 AM 2 2 0 0
7:45 AM 0 0 0
8:00 AM 0 0 0
8:15 AM 0 0 0
8:30 AM 0 0 0
8:45 AM 0 0 0
2:00 PM 1 1 0 0
2:15 PM 1 1 0 0
2:30 PM 0 0 0
2:45 PM 0 0 0
3:00 PM 0 0 0
3:15 PM 0 0 0
3:30 PM 3 3 0 1 1
3:45 PM 1 1 0 1 1
4:00 PM 0 0 0
4:15 PM 2 2 0 0
4:30 PM 2 2 0 0
4:45 PM 0 0 1 1
5:00 PM 1 1 0 0
5:15 PM 2 2 0 0
5:30 PM 0 0 0
5:45 PM 2 2 0 0
TOTAL 4 0 14 0 18 0 0 0 0 0 0 0 3 0 3

PEDESTRIAN CROSSINGS BICYCLE CROSSINGS

WEEKDAY AM
7:30 AM

WEEKDAY MD
2:30 PM

WEEKDAY PM
4:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

JERICHO ROAD JERICHO ROAD AMAYA DRIVE AMAYA DRIVE

Page 494 of 2604 ends

DATE: LOCATION: LA MESA PROJECT #: ETD24-0531-01
5/30/24 NORTH & SOUTH: SEVERIN DRIVE LOCATION #: 3
THURSDAY EAST & WEST: AMAYA DRIVE CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 14 19 5 1 17 12 3 28 17 18 67 0 201 0
7:15 AM 29 29 25 0 22 12 4 32 24 13 73 4 267 0
7:30 AM 26 28 30 2 32 16 13 53 30 22 82 5 339 0
7:45 AM 19 36 51 3 37 18 15 91 47 32 108 3 460 0
8:00 AM 26 16 27 3 42 11 10 84 29 32 114 3 397 0
8:15 AM 30 19 17 4 12 14 7 94 22 12 99 3 333 0
8:30 AM 27 20 11 4 14 6 3 55 19 23 92 4 278 0
8:45 AM 33 20 21 1 21 11 8 56 33 20 74 3 301 0
VOLUMES 204 187 187 18 197 100 63 493 221 172 709 25 2,576 0 0 0 0 0 APPROACH % 35% 32% 32% 6% 63% 32% 8% 63% 28% 19% 78% 3% APP/DEPART 578 / 275 315 / 590 777 / 698 906 / 1,013 0

BEGIN PEAK HR
VOLUMES 101 99 125 12 123 59 45 322 128 98 403 14 1,529 APPROACH % 31% 30% 38% 6% 63% 30% 9% 65% 26% 19% 78% 3% PEAK HR FACTOR 0.767 0.836 0.809 0.864 0.831
APP/DEPART 325 / 158 194 / 349 495 / 459 515 / 563 0
2:00 PM 23 22 22 0 17 8 15 69 34 0 50 5 265 0
2:15 PM 29 31 31 4 29 10 6 66 38 11 72 4 331 0
2:30 PM 23 27 23 4 35 21 17 96 34 26 88 6 400 0
2:45 PM 30 33 37 7 30 16 22 83 41 23 134 9 465 0
3:00 PM 27 33 27 7 36 19 14 67 46 31 76 6 389 0
3:15 PM 22 21 28 8 39 15 10 95 46 29 72 3 388 0
3:30 PM 26 23 17 6 36 7 14 114 53 15 84 5 400 0
3:45 PM 24 31 28 5 36 8 13 96 52 23 102 7 425 0
VOLUMES 204 221 213 41 258 104 111 686 344 158 678 45 3,063 0 0 0 0 0 APPROACH % 32% 35% 33% 10% 64% 26% 10% 60% 30% 18% 77% 5% APP/DEPART 638 / 377 403 / 760 1,141 / 940 881 / 986 0

BEGIN PEAK HR
VOLUMES 105 110 109 28 141 57 60 359 186 98 366 23 1,642 APPROACH % 32% 34% 34% 12% 62% 25% 10% 59% 31% 20% 75% 5% PEAK HR FACTOR 0.810 0.911 0.836 0.733 0.883
APP/DEPART 324 / 193 226 / 425 605 / 496 487 / 528 0
4:00 PM 37 28 27 7 26 13 15 84 39 15 80 2 373 0
4:15 PM 24 15 22 3 24 12 15 94 67 15 81 4 376 0
4:30 PM 30 32 20 3 38 10 13 73 53 15 62 5 354 0
4:45 PM 28 29 25 3 28 7 18 86 41 20 62 5 352 0
5:00 PM 22 30 23 5 39 19 15 98 43 16 61 7 378 0
5:15 PM 33 23 26 4 39 12 16 86 54 15 42 7 357 0
5:30 PM 20 17 17 3 32 6 20 99 33 10 45 7 309 0
5:45 PM 13 18 19 1 23 10 13 67 52 12 56 4 288 0
VOLUMES 207 192 179 29 249 89 125 687 382 118 489 41 2,787 0 0 0 0 0 APPROACH % 36% 33% 31% 8% 68% 24% 10% 58% 32% 18% 75% 6% APP/DEPART 578 / 358 367 / 749 1,194 / 895 648 / 785 0

BEGIN PEAK HR
VOLUMES 104 106 90 14 129 48 61 351 204 66 266 21 1,460 APPROACH % 35% 35% 30% 7% 68% 25% 10% 57% 33% 19% 75% 6% PEAK HR FACTOR 0.915 0.758 0.875 0.883 0.966
APP/DEPART 300 / 188 191 / 399 616 / 455 353 / 418 0

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 3 1 4 0 0
7:15 AM 1 4 1 2 8 0 0
7:30 AM 3 3 6 0 0
7:45 AM 1 9 1 3 14 0 0
8:00 AM 5 6 1 12 0 0
8:15 AM 8 1 9 0 2 2
8:30 AM 2 10 2 1 15 0 0
8:45 AM 3 2 5 0 1 1
2:00 PM 5 1 2 8 0 0
2:15 PM 1 1 1 3 0 0
2:30 PM 1 2 2 2 7 0 0
2:45 PM 3 3 6 0 0
3:00 PM 3 10 4 17 0 1 1
3:15 PM 3 1 2 6 0 1 1
3:30 PM 2 4 1 1 8 0 0
3:45 PM 2 22 6 4 34 0 2 1 3
4:00 PM 6 11 1 4 22 0 1 1 1 3
4:15 PM 1 1 2 0 1 1 2
4:30 PM 2 3 2 7 0 0
4:45 PM 3 1 2 6 0 2 2
5:00 PM 3 4 7 0 1 1
5:15 PM 2 1 3 0 0
5:30 PM 1 2 1 4 0 0
5:45 PM 0 0 0
TOTAL 41 112 16 44 213 0 0 0 0 0 4 8 2 2 16

PEDESTRIAN CROSSINGS BICYCLE CROSSINGS

WEEKDAY AM
7:30 AM

WEEKDAY MD
2:45 PM

WEEKDAY PM
4:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

SEVERIN DRIVE SEVERIN DRIVE AMAYA DRIVE AMAYA DRIVE

Page 495 of 2604 ends

Attachment B
Traffic Control Signal Warrants

Page 496 of 2604 ends

California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
May 30, 2024
Broadmoor Drive
Jericho Road
25 20
X
1800
1700
1500
1400
13001200
1100
0700
22 22 25 21 26 25 22
16 26
13 13 14 16 13 17 17
X
X
1100
1200
1300
1400
1500
17001800
0700
22 22 25 21 26 22
16 26
13 13 14 16 13 17 17
25 X
X
X
X
X
X
11

Page 497 of 2604 ends

California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
X
X
X
1400
1500
1 0700
700
25 16
26 21 26
16 13 17
X

Page 498 of 2604 ends

California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________

Page 499 of 2604 ends

California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
May 30, 2024
Amaya Drive
Jericho Road
39 20
X
1800
1700
1600
1 1500
400
1300
0800
0700
409 339 500 467 460 418 360
16 379
15 14 16 13 10 17 17
X
X
0800
1300
1400
1500
1600
17001800
0700
409 339 500 467 460 360
16 379
15 14 16 13 10 17 17
418
X
X
X
X
X
X
11

Page 500 of 2604 ends

Page 501 of 2604 ends

Page 502 of 2604 ends

# Time Volume % of 210 (values
reduced to 70%) # Time Volume % of 200
1 7:00 AM 26 12% 1 7:00 AM 25 18%
2 11:00 AM 22 10% 2 11:00 AM 23 16%
3 12:00 PM 22 10% 3 12:00 PM 24 17%
4 1:00 PM 25 12% 4 1:00 PM 24 17%
5 2:00 PM 21 10% 5 2:00 PM 29 21%
6 3:00 PM 26 12% 6 3:00 PM 24 17%
7 5:00 PM 25 12% 7 5:00 PM 26 19%
8 6:00 PM 22 10% 8 6:00 PM 23 16%
Satisfied Not Satisfied
Yes No
Yes No
Satisfied Not Satisfied
Traffic volume requirements for Multi-Way Stop Control are not satisfied for Major and Minor Road Traffic. However, based on existing conditions, the multi-way stop control warrant is satisfied based on the "Other Criteria" requirements.

Yes

2. The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes
Satisfied
For the same 8 hours, the combined
No
Satisfied Not Satisfied

1. The need to control left-turn conflicts
Major & Minor Traffic ≥ 70% for 8 Hours
and
Major Road Speed > 40 MPH
CRITERIA C3 Satisfied Not Satisfied
Are the requirements for Multi-Way Stop satisfied? Please provide comments below.

CONCLUSION
Satisfied Not Satisfied

4. An intersection of two residential neighborhood collector (through) streets of similar design and operating characteristics where multi-way stop control would improve traffic operational characteristics of the intersection
Satisfied Not Satisfied

3. Locations where a road user, after stopping, cannot see conflicting traffic and is not able to negotiate the intersection unless conflicting cross traffic is also required to stop Broadmoor Drive 25 MPH (Prima Facie) Jericho Road 25 MPH (Prima Facie) Major Road Name Minor Road Name
6/29/2024 Jonathan Sanchez, PE
Major Road Posted Speed Limit
La Mesa, CA
MULTI-WAY STOP CONTROL APPLICATION - CA MUTCD Section 2B.07 Date Prepared By Analysis Year
2024
City
Minor Road Posted Speed Limit
Major & Minor Traffic ≥ 80% for 8 Hours and
Peak Hour Delay ≥ 24 Seconds and
Crashes ≥ 4?
OTHER CRITERIA THAT MAY BE CONSIDERED IN AN ENGINEERING STUDY:

Where traffic signals are justified, the multi-way stop is an interim measure that can be installed quickly to control traffic while arrangements are being made for the installation of the traffic control signal. Satisfied Not Satisfied
Crashes ≥ 5?
Major & Minor Traffic ≥ 100% for 8
Hours and
Minor Street Peak Hour Delay ≥ 30
seconds?
CRITERIA C1 AND C2

CRITERIA A

CRITERIA B

CRITERIA C

CRITERIA D

OTHER CRITERIA
Not Satisfied

MINOR ROAD TRAFFIC
THE FOLLOWING CRITERIA SHOULD BE CONSIDERED IN THE ENGINEERING STUDY FOR A MULTI-WAY STOP:

IDENTIFY CRASHES SUSCEPTIBLE TO CORRECTION BY MULTI-WAY STOP CONTROL, SUCH AS RIGHT-TURN, LEFT-TURN, AND RIGHTANGLE COLLISIONS Comments
N/A
Highest Number of Crashes within 12-Month Period:

N/A
N/A
TRAFFIC SIGNAL WARRANTS MET?
Yes No If so, identify warrant number(s):

Highest 8 hours of total vehicular
volume
entering the intersection from the major road approaches (total of both approaches)
vehicular, pedestrian, and bicycle volume entering the intersection from the minor street approaches (total of both approaches)

MAJOR ROAD TRAFFIC

Page 503 of 2604 ends

# Time Volume % of 210 (values reduced
to 70%) # Time Volume % of 140 (values reduced to 70%)
1 7:00 AM 379 180% 1 7:00 AM 25 18%
2 8:00 AM 409 195% 2 8:00 AM 23 16%
3 1:00 PM 339 161% 3 1:00 PM 24 17%
4 2:00 PM 500 238% 4 2:00 PM 29 21%
5 3:00 PM 467 222% 5 3:00 PM 24 17%
6 4:00 PM 460 219% 6 4:00 PM 18 13%
7 5:00 PM 418 199% 7 5:00 PM 26 19%
8 6:00 PM 360 171% 8 6:00 PM 23 16%
Satisfied Not Satisfied
Yes No
Yes No
Satisfied Not Satisfied
Traffic volume requirements for Multi-Way Stop Control are not satisfied for Major and Minor Road Traffic. Based on existing conditions, "Other Criteria" does not satisfy the requirements either.

Not Satisfied

MINOR ROAD TRAFFIC
THE FOLLOWING CRITERIA SHOULD BE CONSIDERED IN THE ENGINEERING STUDY FOR A MULTI-WAY STOP:

IDENTIFY CRASHES SUSCEPTIBLE TO CORRECTION BY MULTI-WAY STOP CONTROL, SUCH AS RIGHT-TURN, LEFT-TURN, AND RIGHT-ANGLE

COLLISIONS
Comments
N/A
Highest Number of Crashes within 12-Month Period:

N/A
N/A
TRAFFIC SIGNAL WARRANTS MET?
Yes No If so, identify warrant number(s):

Highest 8 hours of total vehicular volume
entering the intersection from the major road approaches (total of both approaches)
vehicular, pedestrian, and bicycle volume entering the intersection from the minor street approaches (total of both approaches)

MAJOR ROAD TRAFFIC
Major & Minor Traffic ≥ 80% for 8 Hours and
Peak Hour Delay ≥ 24 Seconds and
Crashes ≥ 4?
OTHER CRITERIA THAT MAY BE CONSIDERED IN AN ENGINEERING STUDY:

CRITERIA A

CRITERIA B

CRITERIA C

CRITERIA D

OTHER CRITERIA
6/29/2024 Jonathan Sanchez, PE
Major Road Posted Speed Limit
La Mesa, CA
MULTI-WAY STOP CONTROL APPLICATION - CA MUTCD Section 2B.07 Date Prepared By Analysis Year
2024
City
Minor Road Posted Speed Limit
Amaya Drive 30 MPH Jericho Road 25 MPH (Prima Facie)
Major Road Name Minor Road Name
Not Satisfied

3. Locations where a road user, after stopping, cannot see conflicting traffic and is not able to negotiate the intersection unless conflicting cross traffic is also required to stop Yes

2. The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes
Satisfied
For the same 8 hours, the combined
No
Satisfied Not Satisfied

CONCLUSION
Satisfied

Page 504 of 2604 ends

Attachment C
TIMS Collision Data

Page 505 of 2604 ends

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Attachment D
Existing & Existing With Project LOS Worksheets

Page 507 of 2604 ends

HCM 6th Signalized Intersection Summary Existing AM
4: Severin Dr & Amaya Drive AM Peak Hour
EX.syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 322 128 98 403 14 101 99 125 12 123 59 Future Volume (veh/h) 45 322 128 98 403 14 101 99 125 12 123 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1521 1521 1856 1856 1521 1521 1521 1521 1521 1521 Adj Flow Rate, veh/h 56 398 126 114 469 15 131 129 131 14 146 63 Peak Hour Factor 0.81 0.81 0.81 0.86 0.86 0.86 0.77 0.77 0.77 0.84 0.84 0.84 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 73 474 305 319 776 25 156 409 338 19 174 75
Arrive On Green 0.04 0.26 0.26 0.22 0.43 0.43 0.11 0.27 0.27 0.01 0.17 0.17 Sat Flow, veh/h 1767 1856 1195 1448 1788 57 1448 1521 1257 1448 1000 431 Grp Volume(v), veh/h 56 398 126 114 0 484 131 129 131 14 0 209 Grp Sat Flow(s),veh/h/ln 1767 1856 1195 1448 0 1845 1448 1521 1257 1448 0 1431 Q Serve(g_s), s 2.8 18.5 8.0 6.1 0.0 18.3 8.1 6.2 7.7 0.9 0.0 12.8 Cycle Q Clear(g_c), s 2.8 18.5 8.0 6.1 0.0 18.3 8.1 6.2 7.7 0.9 0.0 12.8 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 73 474 305 319 0 801 156 409 338 19 0 249 V/C Ratio(X) 0.77 0.84 0.41 0.36 0.00 0.60 0.84 0.32 0.39 0.74 0.00 0.84 Avail Cap(c_a), veh/h 584 817 526 319 0 801 239 409 338 255 0 315 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.1 32.1 28.1 30.0 0.0 19.7 39.7 26.5 27.1 44.7 0.0 36.3 Incr Delay (d2), s/veh 15.3 4.1 0.9 3.1 0.0 1.3 14.4 0.4 0.7 42.4 0.0 14.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.5 2.3 2.3 0.0 7.6 3.4 2.2 2.3 0.5 0.0 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.4 36.1 29.0 33.1 0.0 21.0 54.2 26.9 27.8 87.1 0.0 51.0 LnGrp LOS E D C C A C D C C F A D
Approach Vol, veh/h 580 598 391 223
Approach Delay, s/veh 36.7 23.3 36.3 53.2
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 30.4 8.8 45.4 14.8 21.8 25.0 29.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 19.0 30.0 30.0 15.0 20.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.9 9.7 4.8 20.3 10.1 14.8 8.1 20.5 Green Ext Time (p_c), s 0.0 0.7 0.1 2.1 0.1 0.5 0.2 2.7 Intersection Summary
HCM 6th Ctrl Delay 34.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 508 of 2604 ends

HCM 6th Signalized Intersection Summary Existing PM
4: Severin Dr & Amaya Drive PM Peak Hour
EX.syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 351 204 66 266 21 104 106 90 14 129 48 Future Volume (veh/h) 61 351 204 66 266 21 104 106 90 14 129 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1521 1521 1856 1856 1521 1521 1521 1521 1521 1521 Adj Flow Rate, veh/h 69 399 187 75 302 22 113 115 78 18 170 58 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.92 0.92 0.92 0.76 0.76 0.76 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 90 533 356 90 508 37 138 430 356 25 219 75
Arrive On Green 0.05 0.29 0.29 0.06 0.30 0.30 0.10 0.28 0.28 0.02 0.20 0.20 Sat Flow, veh/h 1767 1856 1240 1448 1704 124 1448 1521 1261 1448 1068 365 Grp Volume(v), veh/h 69 399 187 75 0 324 113 115 78 18 0 228 Grp Sat Flow(s),veh/h/ln 1767 1856 1240 1448 0 1829 1448 1521 1261 1448 0 1433 Q Serve(g_s), s 2.4 12.2 7.9 3.2 0.0 9.5 4.8 3.7 3.0 0.8 0.0 9.4 Cycle Q Clear(g_c), s 2.4 12.2 7.9 3.2 0.0 9.5 4.8 3.7 3.0 0.8 0.0 9.4 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 90 533 356 90 0 545 138 430 356 25 0 293 V/C Ratio(X) 0.77 0.75 0.53 0.83 0.00 0.59 0.82 0.27 0.22 0.72 0.00 0.78 Avail Cap(c_a), veh/h 846 1184 792 462 0 875 347 461 382 370 0 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.4 20.3 18.8 29.1 0.0 18.8 27.8 17.4 17.2 30.6 0.0 23.6 Incr Delay (d2), s/veh 12.7 2.1 1.2 17.7 0.0 1.0 11.2 0.3 0.3 32.5 0.0 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 5.0 2.2 1.5 0.0 3.7 2.0 1.2 0.8 0.5 0.0 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.1 22.4 20.0 46.8 0.0 19.8 39.0 17.8 17.5 63.2 0.0 28.0 LnGrp LOS D C B D A B D B B E A C
Approach Vol, veh/h 655 399 306 246
Approach Delay, s/veh 23.8 24.9 25.5 30.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 23.7 8.2 24.7 11.0 18.8 8.9 24.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 19.0 30.0 30.0 15.0 20.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.8 5.7 4.4 11.5 6.8 11.4 5.2 14.2 Green Ext Time (p_c), s 0.0 0.6 0.1 1.7 0.1 0.8 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Page 509 of 2604 ends

HCM 6th Signalized Intersection Summary Existing with Project AM 4: Severin Dr & Amaya Drive
EX.syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 323 128 103 409 14 101 99 127 12 123 59 Future Volume (veh/h) 45 323 128 103 409 14 101 99 127 12 123 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1521 1521 1856 1856 1521 1521 1521 1521 1521 1521 Adj Flow Rate, veh/h 56 399 126 120 476 15 131 129 134 14 146 63 Peak Hour Factor 0.81 0.81 0.81 0.86 0.86 0.86 0.77 0.77 0.77 0.84 0.84 0.84 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 73 475 306 319 777 24 156 409 338 19 174 75
Arrive On Green 0.04 0.26 0.26 0.22 0.43 0.43 0.11 0.27 0.27 0.01 0.17 0.17 Sat Flow, veh/h 1767 1856 1195 1448 1789 56 1448 1521 1257 1448 1000 431 Grp Volume(v), veh/h 56 399 126 120 0 491 131 129 134 14 0 209 Grp Sat Flow(s),veh/h/ln 1767 1856 1195 1448 0 1845 1448 1521 1257 1448 0 1431 Q Serve(g_s), s 2.9 18.5 8.0 6.4 0.0 18.6 8.1 6.2 7.9 0.9 0.0 12.8 Cycle Q Clear(g_c), s 2.9 18.5 8.0 6.4 0.0 18.6 8.1 6.2 7.9 0.9 0.0 12.8 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 73 475 306 319 0 802 156 409 338 19 0 249 V/C Ratio(X) 0.77 0.84 0.41 0.38 0.00 0.61 0.84 0.32 0.40 0.74 0.00 0.84 Avail Cap(c_a), veh/h 583 816 526 319 0 802 239 409 338 255 0 315 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.1 32.1 28.1 30.2 0.0 19.8 39.8 26.5 27.2 44.7 0.0 36.3 Incr Delay (d2), s/veh 15.3 4.1 0.9 3.4 0.0 1.4 14.5 0.4 0.8 42.4 0.0 14.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.5 2.3 2.5 0.0 7.8 3.4 2.2 2.4 0.5 0.0 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.4 36.2 29.0 33.5 0.0 21.2 54.2 27.0 27.9 87.1 0.0 51.0 LnGrp LOS E D C C A C D C C F A D
Approach Vol, veh/h 581 611 394 223
Approach Delay, s/veh 36.8 23.6 36.4 53.3
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 30.5 8.8 45.5 14.8 21.8 25.0 29.3 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 19.0 30.0 30.0 15.0 20.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.9 9.9 4.9 20.6 10.1 14.8 8.4 20.5 Green Ext Time (p_c), s 0.0 0.7 0.1 2.1 0.1 0.5 0.2 2.7 Intersection Summary
HCM 6th Ctrl Delay 34.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Existing with Project PM 4: Severin Dr & Amaya Drive
EX.syn Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 355 204 69 268 21 104 106 95 14 129 48 Future Volume (veh/h) 61 355 204 69 268 21 104 106 95 14 129 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1521 1521 1856 1856 1521 1521 1521 1521 1521 1521 Adj Flow Rate, veh/h 69 403 187 78 305 22 113 115 83 18 170 58 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.92 0.92 0.92 0.76 0.76 0.76 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 90 535 358 94 515 37 138 429 356 25 218 74
Arrive On Green 0.05 0.29 0.29 0.06 0.30 0.30 0.10 0.28 0.28 0.02 0.20 0.20 Sat Flow, veh/h 1767 1856 1240 1448 1706 123 1448 1521 1261 1448 1068 365 Grp Volume(v), veh/h 69 403 187 78 0 327 113 115 83 18 0 228 Grp Sat Flow(s),veh/h/ln 1767 1856 1240 1448 0 1829 1448 1521 1261 1448 0 1433 Q Serve(g_s), s 2.4 12.5 8.0 3.4 0.0 9.6 4.8 3.7 3.2 0.8 0.0 9.5 Cycle Q Clear(g_c), s 2.4 12.5 8.0 3.4 0.0 9.6 4.8 3.7 3.2 0.8 0.0 9.5 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 90 535 358 94 0 553 138 429 356 25 0 292 V/C Ratio(X) 0.77 0.75 0.52 0.83 0.00 0.59 0.82 0.27 0.23 0.72 0.00 0.78 Avail Cap(c_a), veh/h 838 1173 784 458 0 867 343 456 379 366 0 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.7 20.5 18.9 29.3 0.0 18.8 28.1 17.6 17.5 31.0 0.0 23.8 Incr Delay (d2), s/veh 12.7 2.2 1.2 16.7 0.0 1.0 11.2 0.3 0.3 32.7 0.0 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 5.2 2.2 1.5 0.0 3.8 2.0 1.2 0.9 0.5 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.3 22.7 20.1 46.0 0.0 19.8 39.3 18.0 17.8 63.6 0.0 28.5 LnGrp LOS D C C D A B D B B E A C
Approach Vol, veh/h 659 405 311 246
Approach Delay, s/veh 24.0 24.8 25.7 31.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 23.9 8.2 25.1 11.0 18.9 9.1 24.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 19.0 30.0 30.0 15.0 20.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.8 5.7 4.4 11.6 6.8 11.5 5.4 14.5 Green Ext Time (p_c), s 0.0 0.6 0.1 1.7 0.1 0.8 0.1 3.2 Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

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Appendix L
Sewer Report

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DEXTER WILSON ENGINEERING, INC.

WATER ● WASTEWATER ● RECYCLED WATER

CONSULTING ENGINEERS
2234 FARADAY AVENUE ● CARLSBAD, CA ● (760) 438-4422

SEWER SYSTEM ANALYSIS
FOR THE 9407 JERICHO ROAD PROJECT

IN THE CITY OF LA MESA
August 10, 2023

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TABLE OF CONTENTS
PAGE NO.

Introduction and Purpose..........................................................................................................1 Sewer System Design Criteria ..................................................................................................2 Sewer Generation Rates...........................................................................................2 Peaking Factor...........................................................................................................................2 Manning’s “n” ............................................................................................................................4 Depth and Velocity of Flow in Gravity Sewers.........................................................................4 Onsite Gravity Sewer Lines ......................................................................................................4 Existing Sewer System..............................................................................................................5 Existing Sewer Flows...............................................................................................5 Proposed Sewer Facilities .........................................................................................................7 Sewer System Capacity Analysis..............................................................................................7 Sewer System Capacity Analysis Results.................................................................................9 Sewer System Condition Assessment.......................................................................................9 Conclusions and Recommendations........................................................................................10

APPENDICES

APPENDIX A PRELIMINARY SITE PLAN

APPENDIX B CITY OF LA MESA DESIGN CRITERIA BASE MAPS

AND AS-BUILT DRAWINGS

APPENDIX C SEWER SYSTEM CAPACITY ANALYSIS RESULTS

APPENDIX D SEWER SYSTEM CONDITION ASSESSMENT

EXHIBIT
EXHIBIT A SEWER MANHOLE DIAGRAM (Back of Appendix C)

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LIST OF TABLES
PAGE NO.

TABLE 1 9407 JERICHO ROAD PROJECT CITY OF LA MESA
SEWER GENERATION RATES ............................................................2 TABLE 2 EXISTING SEWER FLOWS TRIBUTARY TO
JERICHO ROAD.....................................................................................5 TABLE 3 9407 JERICHO ROAD PROJECTED SEWAGE FLOWS .....................7 TABLE 4 9407 JERICHO ROAD PROJECT EXISTING DOWNSTREAM
SEWER IMPACTS..................................................................................9 TABLE 5 JERICHO ROAD GRAVITY SEWER INSPECTION RESULTS ........10

LIST OF FIGURES
PAGE NO.

FIGURE 1 VICINITY MAP.......................................................................................3 FIGURE 2 EXISTING SEWER FACILITIES ..........................................................6 FIGURE 3 PROPOSED SEWER FACILITIES........................................................8

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Johanna Crooker
August 10, 2023
Sewer System Analysis for 9407 Jericho Road Project
DEXTER WILSON ENGINEERING, INC. PAGE 2
A Vicinity Map for the project is shown on Figure 1 and a preliminary site plan for the project is included in Appendix A.

Sewer System Design Criteria
The design criteria used for the evaluation of the offsite sewerage system impacts by the 9407 Jericho Road project are based on the City of La Mesa Wastewater Collection System Master Plan dated October 2008 (Master Plan) and the Water Agencies’ Standards (WAS), unless otherwise indicated. A copy of the pertinent sections of the design criteria in the City’s Master Plan is attached as Appendix B.

Sewer Generation Rates. The sewer generation rates for the project and surrounding area are presented as Table 1 below.

TABLE 1
9407 JERICHO ROAD PROJECT

CITY OF LA MESA SEWER GENERATION RATES
Land Use Generation Rate
Low-Density (Single-Family) Residential 270 gpd/DU
Mid-Density (Multi-Family) Residential 180 gpd/DU
Commercial, Industrial, and Institutional 500 gpd/ac
Peaking Factor
The peaking factor for residential development is identified in the City’s Master Plan. The peaking factor is given as a formula. The formula is stated: Peaking Factor = 7.9817/Q 0.121, where Q equals average flow in gpd.

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Johanna Crooker
August 10, 2023
Sewer System Analysis for 9407 Jericho Road Project
DEXTER WILSON ENGINEERING, INC. PAGE 4
Manning’s “n”
The gravity sewer analyses are prepared using a computer spreadsheet calculation which uses the Manning Equation for all of its calculations. The Manning’s “n” used by the computer spreadsheet calculation is held as a constant for all depths in a circular conduit.

The value of Manning’s “n” used for this study is 0.013 for VCP and 0.011 for all other pipe material per WAS.

Depth and Velocity of Flow in Gravity Sewers
Gravity sewer lines are designed to convey peak flow. New sewer pipelines that are 12-inches in diameter and smaller are designed to convey this flow with a maximum depth-to-diameter (d/D) ratio of 0.50. New sewer pipelines that are larger than 12-inches in diameter are designed for a maximum d/D ratio of 0.75. Gravity sewer lines are designed to maintain a minimum velocity of 2.0 feet per second at peak flow to prevent the deposition of solids.

Onsite Gravity Sewer Lines
The onsite sewer facilities for the project are proposed to be private. These facilities will be formally designed in accordance with the California Plumbing Code and/or City’s design standards and will be analyzed in a separate study/report.

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Johanna Crooker
August 10, 2023
Sewer System Analysis for 9407 Jericho Road Project
DEXTER WILSON ENGINEERING, INC. PAGE 5
Existing Sewer System
The existing gravity sewer line that is adjacent to the project site is an 8-inch diameter gravity in Jericho Road; this sewer line flows southeast to another existing 8-inch diameter gravity sewer line in Anaya Drive.

Figure 2 presents the existing public sewer facilities within the project area. Appendix B provides the As-Built Drawings.

Existing Sewer Flows. The sewer system analysis for the 9407 Jericho Road project will need to take into account sewage flows from existing development that is upstream of the project. Table 2 summarizes the projected sewage flows from existing development.

TABLE 2

EXISTING SEWER FLOWS TRIBUTARY TO JERICHO ROAD
Sewer Line Average Sewage Flow1
PAQ046 2,160 gpd
PAQ041 810 gpd
PAQ042 1,080 gpd
PAQ043 0 gpd
PAQ045 1,728 gpd
PAQ044 270 gpd
PAQ034 0 gpd
Total Average Flow 6,048 gpd
Total Peak Flow 16,832 gpd
1 Per City Master Plan

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Johanna Crooker
August 10, 2023
Sewer System Analysis for 9407 Jericho Road Project
DEXTER WILSON ENGINEERING, INC. PAGE 7
Proposed Sewer Facilities
The projected sewer flow from the 9407 Jericho Road project is based on 73 townhome units and an average generation rate of 180 gpd per multi-family unit. Table 3 provides the summary of projected sewage flows for the project.

TABLE 3
9407 JERICHO ROAD

PROJECTED SEWAGE FLOWS
Description Quantity Generation
Factor
Average Sewage
Flow
Peak Sewage
Flow1
Multi-Family
Residential 73 DUs 180 gpd/DU 13,140 gpd(9 gpm)
33,292 gpd
(23 gpm)
The project will construct a new private gravity collection system onsite that will all flow to two manholes in Jericho Road. Figure 3 presents the proposed sewer facilities for the proposed project.

Sewer System Capacity Analysis
To analyze the impact of the 9407 Jericho Road project on the existing sewer system, a hydraulic analysis was conducted up to the existing 8-inch sewer line in Amaya Drive per direction from the City.

Appendix C provides the hydraulic analysis output and Exhibit A provides the corresponding Sewer Manhole Diagram. To perform this analysis, we obtained As-Built Drawings of the existing sewer system so that the pipe sizes and slopes could be input into the spreadsheet.

A key component of the hydraulic analysis is to estimate existing flows within the sewer lines that will be utilized to serve the 9407 Jericho Road project. Table 2 provided the summary of existing flows from existing offsite tributary development.

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Johanna Crooker
August 10, 2023
Sewer System Analysis for 9407 Jericho Road Project
DEXTER WILSON ENGINEERING, INC. PAGE 9
Sewer System Capacity Analysis Results
Appendix C presents the results of the hydraulic analysis for the 9407 Jericho Road project.

The results indicate that the existing downstream system has adequate capacity to serve the project. With the additional sewer flow from the 9407 Jericho Road project, all sections of the existing 8-inch sewer lines will flow at, or less than, a 0.14 d/D ratio during peak flow conditions.

A summary of the impacts to the existing downstream gravity sewer by the proposed 9407 Jericho Road project is shown below in Table 4.

TABLE 4
9407 JERICHO ROAD PROJECT

EXISTING DOWNSTREAM SEWER IMPACTS
Existing Downstream
Sewer Section
Maximum d/D Ratio Minimum Velocity, fps
Existing
Flow
Existing plus
Project Flow
Existing
Flow
Existing plus
Project Flow
8-inch Diameter 0.08 0.14 2.0 2.4
Sewer System Condition Assessment
As requested by the City, a condition assessment of the existing offsite sewer facilities was conducted in Jericho Road from Manhole AQ045.00 downstream to Manhole AQ032.00. The inspection was conducted in July 2023 by San Diego Stormwater Solutions and included approximately 275 feet of 8-inch gravity sewer pipeline and four manholes. Dexter Wilson Engineering, Inc. evaluated the reports, pictures, and videos provided by San Diego Stormwater Solutions to determine whether improvements to the system are necessary. The resulting recommendations of improvements are summarized in Table 5 below. The inspection reports and pictures as received from San Diego Stormwater Solutions are provided in Appendix D; the CCTV videos can be made available to the City upon request.

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Johanna Crooker
August 10, 2023
Sewer System Analysis for 9407 Jericho Road Project
DEXTER WILSON ENGINEERING, INC. PAGE 10
TABLE 5

JERICHO ROAD GRAVITY SEWER INSPECTION RESULTS

COMPONENT LENGTH INSPECTION

SUMMARY
DWEI

RECOMMENDATIONS
Manhole
AQ045.00 -- Manhole Sound. None.

Pipeline
AQ045.00 to AQ044.00 ~90 feet No Mainline Structural Defects.

Clean as part of routine
City efforts.

Manhole
AQ044.00 -- Manhole Sound. None.

Pipeline
AQ044.00 to AQ034.00 ~152 feet No Mainline Structural Defects.

Clean as part of routine
City efforts.

Manhole
AQ034.00 --
Manhole Sound.

Frame offset. Reset frame.

Pipeline
AQ034.00 to AQ032.00 ~34 feet No Mainline Structural Defects.

Clean as part of routine
City efforts.

Manhole
AQ032.00 --
Manhole Sound.

Some aggregate
exposed.

Line Manhole per
Greenbook.

Conclusions and Recommendations
The following conclusions have been made related to providing sewer service to the 9407 Jericho Road project.

1. The 73-unit 9407 Jericho Road project can receive sewer service by making two connections to the existing public 8-inch diameter gravity sewer line.

2. The development of the project is projected to result in an average sewage flow of 13,140 gpd.

3. The project will construct a private sewer collection system onsite. The onsite private collection system will convey flows via gravity to the existing sewer in Jericho Road.

4. A sewer system capacity analysis was conducted (see Appendix C) and indicates that all existing downstream sewer lines in the study area have adequate capacity to convey peak flows from existing development plus the 9407 Jericho Road project while maintaining the City required depth-to-diameter ratio of less than 0.50 d/D.

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APPENDIX A

PRELIMINARY SITE PLAN

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PROJECT BOUNDARY LAKEVIEW DR PROJECT BOUNDARY PVT. DRIVE "A" PVT. DRIVE "B" PVT. DRIVE "C" PVT. DR VI E "E" PVT. DRIVE "C" BLDG #2 BLDG #3 BLDG #4 BLDG #5 BLDG #6 BLDG #7 BLDG #1 P=652.2 P=651.3 P=651.3 P=649.0 P=646.3 P=652.2 P=651.2 P=651.7 P=650.3 P=650.3 P=648.0 P=646.4 P=645.3 PVT. DRIVE "D" BLDG #9 P=652.6 BLDG #8 P=652.1 P=651.6 F =653.3 F =652.8 F =652.3 P=652.6 F =653.3 Page 530 of 2604

APPENDIX B

CITY OF LA MESA DESIGN CRITERIA, BASE MAPS,

AND AS-BUILT DRAWINGS

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La Mesa Web Map
City of El Cajon, SanGIS, Bureau of Land Management, Esri, HERE, Garmin,

INCREMENT P, NGA, USGS
City Boundary
Parcels
Address Labels
Manhole Label
Lateral
Sewer Basin
Sewer Pipe
Active, City of La Mesa; Active, <Null>
Manhole
Standard, Active
4/14/2023, 8:16:27 AM 0 0.01 0.01 0.03 mi
0 0.01 0.03 0.05 km
1:1,128
Web AppBuilder for ArcGIS
City of El Cajon, SanGIS, Bureau of Land Management, Esri, HERE, Garmin, INCREMENT P, NGA, USGS | City of La Mesa |

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9/18/2007
Line From To Peak/Ave Peak Design Flow Line Size Design Slope dn dn/D Velocity Notes Model Comments No. MH MH (gpd) (cfs) (gpd) (cfs) Ratio (gpd) (cfs) (inches) (%) (feet) (fps) TABLE E-SS-1

EXISTING DRY WEATHER CONDITION
Tributary Avg. Flow Cumulative Avg. Flow

STEADY STATE CALCULATIONS
PUX083.00 UX083.00 UX082.00 780 0.001 12,705 0.020 2.54 32,271 0.050 6 3.024 0.08 0.15 2.61 0 Steady-State PUX082.00 UX082.00 UX081.00 585 0.001 13,290 0.021 2.53 33,624 0.052 6 12.597 0.06 0.11 4.35 0 Steady-State PUX081.00 UX081.00 UX081.01 0 0.000 13,290 0.021 2.53 33,624 0.052 6 8.033 0.06 0.12 3.71 0 Steady-State PUX081.01 UX081.01 UX081.03 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 16.330 0.22 0.18 12.18 IDSIEASB XP-SWMM PUX081.03 UX081.03 UX081.04 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 0.487 0.55 0.44 3.46 ASB XP-SWMM PUX081.04 UX081.04 UX081.05 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 0.344 0.60 0.48 3.04 ASB XP-SWMM PUX081.05 UX081.05 UX081.07 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 0.599 0.52 0.41 3.74 ASB XP-SWMM PUX081.07 UX081.07 UX081.10 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 0.589 0.52 0.42 3.71 ASB XP-SWMM PUX081.10 UX081.10 UX081.08 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 2.685 0.35 0.28 6.42 ASB XP-SWMM PUX081.10 UX081.10 UX081.08 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 2.685 0.35 0.28 6.42 ASB XP-SWMM PUX081.08 UX081.08 UX081.09 0 0.000 741,922 1.148 1.56 1,157,399 1.791 15 1.287 0.42 0.34 4.93 ASB XP-SWMM PU0001.02 U0001.02 UW001.01 0 0.000 770,734 1.193 1.55 1,194,638 1.848 24 2.423 0.31 0.16 5.93 DIV XP-SWMM PUW001.01 UW001.01 UW001.02 0 0.000 789,004 1.221 1.54 1,215,066 1.880 24 1.302 0.37 0.18 4.79 ASB XP-SWMM PUW001.02 UW001.02 UW001.03 0 0.000 789,004 1.221 1.54 1,215,066 1.880 24 1.228 0.37 0.19 4.69 ASB XP-SWMM PD1006.00 D1006.00 D1005.00 810 0.001 810 0.001 3.00 2,430 0.004 8 4.911 0.02 0.03 1.27 0 Steady-State PD1005.00 D1005.00 D1004.00 540 0.001 1,350 0.002 3.00 4,050 0.006 8 5.152 0.03 0.04 1.68 0 Steady-State PD1004.00 D1004.00 D1003.00 1,350 0.002 2,700 0.004 3.00 8,100 0.013 8 6.833 0.03 0.05 2.18 0 Steady-State PD1003.00 D1003.00 D1002.00 1,080 0.002 3,780 0.006 2.95 11,151 0.017 8 10.755 0.03 0.05 2.81 0 Steady-State PD1002.00 D1002.00 D1001.00 270 0.000 4,050 0.006 2.92 11,826 0.018 8 12.488 0.03 0.05 3.02 0 Steady-State PAQ108.00 AQ108.00 AQ109.00 1,890 0.003 1,890 0.003 3.00 5,670 0.009 8 5.151 0.03 0.04 1.81 0 Steady-State PAQ109.00 AQ109.00 AQ110.00 1,080 0.002 2,970 0.005 3.00 8,910 0.014 8 5.402 0.03 0.05 2.06 0 Steady-State PAQ110.00 AQ110.00 AQ111.00 1,890 0.003 4,860 0.008 2.86 13,900 0.022 8 3.746 0.05 0.07 2.10 0 Steady-State PAQ111.01 AQ111.01 AQ111.00 270 0.000 270 0.000 3.00 810 0.001 8 -2775.684 N/A N/A N/A MUSIE Steady-State PAQ111.00 AQ111.00 AQ112.00 540 0.001 5,670 0.009 2.80 15,876 0.025 8 5.456 0.04 0.07 2.49 0 Steady-State PAQ112.00 AQ112.00 AQ097.00 270 0.000 5,940 0.009 2.79 16,573 0.026 8 5.415 0.04 0.07 2.51 0 Steady-State PAQ106.01 AQ106.01 AQ106.00 810 0.001 810 0.001 3.00 2,430 0.004 8 -711.387 N/A N/A N/A MUSIE Steady-State PAQ106.00 AQ106.00 AQ100.00 2,430 0.004 3,240 0.005 3.00 9,720 0.015 8 11.490 0.03 0.04 2.77 0 Steady-State PAQ100.00 AQ100.00 AQ099.00 1,350 0.002 4,590 0.007 2.88 13,219 0.020 8 11.541 0.03 0.05 3.02 0 Steady-State PAQ099.00 AQ099.00 AQ098.00 1,890 0.003 6,480 0.010 2.76 17,885 0.028 8 3.289 0.05 0.08 2.15 0 Steady-State PAQ098.00 AQ098.00 AQ097.00 540 0.001 7,020 0.011 2.73 19,165 0.030 8 0.574 0.08 0.12 1.20 0 Steady-State PAQ097.00 AQ097.00 AQ096.01 810 0.001 13,770 0.021 2.52 34,700 0.054 8 5.711 0.06 0.09 3.20 0 Steady-State PAQ096.01 AQ096.01 AQ096.00 1,080 0.002 14,850 0.023 2.50 37,125 0.057 8 3.515 0.07 0.11 2.76 0 Steady-State PAQ094.01 AQ094.01 AQ094.00 1,350 0.002 1,350 0.002 3.00 4,050 0.006 8 -437.224 N/A N/A N/A MUSIE Steady-State PAQ094.00 AQ094.00 AQ095.00 1,350 0.002 2,700 0.004 3.00 8,100 0.013 8 2.916 0.04 0.05 1.61 0 Steady-State PAQ095.00 AQ095.00 AQ096.00 0 0.000 2,700 0.004 3.00 8,100 0.013 8 2.193 0.04 0.06 1.51 0 Steady-State PAQ096.00 AQ096.00 AQ084.00 810 0.001 18,360 0.028 2.43 44,615 0.069 8 4.070 0.08 0.12 3.07 0 Steady-State PAQ084.00 AQ084.00 AQ083.00 810 0.001 19,170 0.030 2.42 46,391 0.072 8 2.484 0.09 0.13 2.61 0 Steady-State PAQ083.00 AQ083.00 AQ082.00 2,970 0.005 22,140 0.034 2.38 52,693 0.082 8 2.716 0.09 0.14 2.80 0 Steady-State PAQ082.00 AQ082.00 AQ069.00 1,620 0.003 23,760 0.037 2.36 56,074 0.087 8 0.618 0.14 0.20 1.69 0 Steady-State PAQ069.00 AQ069.00 AQ068.00 0 0.000 23,760 0.037 2.36 56,074 0.087 8 2.811 0.09 0.14 2.89 0 Steady-State PAQ072.01 AQ072.01 AQ072.00 810 0.001 810 0.001 3.00 2,430 0.004 8 -544.710 N/A N/A N/A MUSIE Steady-State PAQ072.00 AQ072.00 AQ071.00 1,620 0.003 2,430 0.004 3.00 7,290 0.011 8 1.098 0.05 0.07 1.14 0 Steady-State PAQ071.00 AQ071.00 AQ070.00 1,890 0.003 4,320 0.007 2.90 12,528 0.019 8 1.920 0.05 0.07 1.60 0 Steady-State PAQ070.00 AQ070.00 AQ067.00 2,430 0.004 6,750 0.010 2.75 18,563 0.029 8 4.886 0.05 0.07 2.50 0 Steady-State PAQ057.01 AQ057.01 AQ057.00 1,890 0.003 1,890 0.003 3.00 5,670 0.009 6 -438.231 N/A N/A N/A MUSIE Steady-State PAQ057.00 AQ057.00 AQ058.00 1,350 0.002 3,240 0.005 3.00 9,720 0.015 6 2.721 0.05 0.09 1.78 0 Steady-State PAQ058.00 AQ058.00 AQ059.00 1,890 0.003 5,130 0.008 2.84 14,569 0.023 6 0.694 0.07 0.15 1.21 0 Steady-State PAQ059.00 AQ059.00 AQ067.00 1,350 0.002 6,480 0.010 2.76 17,885 0.028 6 1.053 0.08 0.15 1.52 0 Steady-State PAQ067.00 AQ067.00 AQ068.00 0 0.000 13,230 0.020 2.53 33,472 0.052 8 22.965 0.04 0.07 5.15 0 Steady-State PAQ068.00 AQ068.00 AQ066.00 0 0.000 36,990 0.057 2.24 82,858 0.128 8 3.136 0.11 0.17 3.37 0 XP-SWMM PAQ066.89 AQ066.90 AQ066.00 810 0.001 810 0.001 3.00 2,430 0.004 8 -484.830 N/A N/A N/A MUSIE Steady-State PAQ066.00 AQ066.00 AQ065.00 270 0.000 38,070 0.059 2.23 84,896 0.131 8 3.171 0.11 0.17 3.41 0 XP-SWMM PAQ085.00 AQ085.00 AQ081.00 2,700 0.004 2,700 0.004 3.00 8,100 0.013 8 2.873 0.04 0.05 1.60 0 Steady-State PAQ081.00 AQ081.00 AQ080.00 1,620 0.003 4,320 0.007 2.90 12,528 0.019 8 2.843 0.05 0.07 1.84 0 Steady-State PAQ080.00 AQ080.00 AQ073.00 1,350 0.002 5,670 0.009 2.80 15,876 0.025 8 3.161 0.05 0.07 2.05 0 Steady-State PAQ073.00 AQ073.00 AQ074.00 0 0.000 5,670 0.009 2.80 15,876 0.025 8 0.597 0.07 0.11 1.14 0 Steady-State PAQ074.01 AQ074.01 AQ074.00 1,350 0.002 1,350 0.002 3.00 4,050 0.006 6 -447.297 N/A N/A N/A MUSIE Steady-State PAQ074.00 AQ074.00 AQ064.00 2,160 0.003 9,180 0.014 2.65 24,327 0.038 6 7.961 0.05 0.11 3.36 0 Steady-State PAQ064.00 AQ064.00 AQ065.00 0 0.000 9,180 0.014 2.65 24,327 0.038 6 4.255 0.06 0.12 2.70 0 Steady-State PAQ065.00 AQ065.00 AQ060.00 2,700 0.004 49,950 0.077 2.16 107,892 0.167 8 4.272 0.12 0.17 4.06 0 XP-SWMM PAQ060.00 AQ060.00 AQ055.00 1,890 0.003 51,840 0.080 2.15 111,456 0.172 8 3.121 0.13 0.19 3.67 0 XP-SWMM PAQ105.00 AQ105.00 AQ104.00 1,620 0.003 1,620 0.003 3.00 4,860 0.008 8 5.733 0.03 0.04 1.77 0 Steady-State PAQ104.00 AQ104.00 AQ101.00 1,350 0.002 2,970 0.005 3.00 8,910 0.014 8 5.508 0.03 0.05 2.07 0 Steady-State PAQ101.00 AQ101.00 AQ092.00 2,160 0.003 5,130 0.008 2.84 14,569 0.023 8 9.920 0.04 0.06 2.98 0 Steady-State PAQ092.00 AQ092.00 AQ088.00 2,160 0.003 7,290 0.011 2.72 19,829 0.031 8 5.166 0.05 0.07 2.60 0 Steady-State PAQ103.01 AQ103.01 AQ103.00 1,890 0.003 1,890 0.003 3.00 5,670 0.009 8 -389.215 N/A N/A N/A MUSIE Steady-State PAQ103.00 AQ103.00 AQ102.00 1,620 0.003 3,510 0.005 2.97 10,425 0.016 8 3.219 0.04 0.06 1.83 0 Steady-State PAQ102.00 AQ102.00 AQ091.00 1,890 0.003 5,400 0.008 2.82 15,228 0.024 8 3.221 0.05 0.07 2.04 0 Steady-State PAQ091.00 AQ091.00 AQ090.00 2,160 0.003 7,560 0.012 2.71 20,488 0.032 8 2.902 0.06 0.09 2.15 0 Steady-State PAQ090.01 AQ090.01 AQ090.00 1,890 0.003 1,890 0.003 3.00 5,670 0.009 8 -523.326 N/A N/A N/A MUSIE Steady-State PAQ090.00 AQ090.00 AQ089.00 0 0.000 9,450 0.015 2.64 24,948 0.039 8 14.764 0.04 0.06 4.04 0 Steady-State PAQ089.00 AQ089.00 AQ088.00 0 0.000 9,450 0.015 2.64 24,948 0.039 8 0.765 0.09 0.13 1.43 0 Steady-State PAQ093.01 AQ093.01 AQ093.00 1,620 0.003 1,620 0.003 3.00 4,860 0.008 8 -372.871 N/A N/A N/A MUSIE Steady-State PAQ093.00 AQ093.00 AQ086.00 2,700 0.004 4,320 0.007 2.90 12,528 0.019 8 2.823 0.05 0.07 1.84 0 Steady-State PAQ086.01 AQ086.01 AQ086.00 2,160 0.003 2,160 0.003 3.00 6,480 0.010 8 -434.724 N/A N/A N/A MUSIE Steady-State PAQ086.00 AQ086.00 AQ087.00 0 0.000 6,480 0.010 2.76 17,885 0.028 8 10.601 0.04 0.06 3.24 0 Steady-State PAQ087.00 AQ087.00 AQ088.00 0 0.000 6,480 0.010 2.76 17,885 0.028 8 6.445 0.04 0.07 2.73 0 Steady-State PAQ088.00 AQ088.00 AQ079.00 1,620 0.003 24,840 0.038 2.35 58,374 0.090 8 10.125 0.07 0.11 4.58 0 Steady-State PAQ079.00 AQ079.00 AQ077.00 540 0.001 25,380 0.039 2.34 59,389 0.092 8 1.592 0.11 0.17 2.40 0 Steady-State PAQ078.01 AQ078.01 AQ078.00 6,320 0.010 6,320 0.010 2.77 17,506 0.027 6 -436.073 N/A N/A N/A MUSIE Steady-State PAQ078.00 AQ078.00 AQ077.00 1,350 0.002 7,670 0.012 2.70 20,709 0.032 6 4.261 0.06 0.11 2.57 0 Steady-State PAQ077.01 AQ077.01 AQ077.00 1,350 0.002 1,350 0.002 3.00 4,050 0.006 6 -431.093 N/A N/A N/A MUSIE Steady-State PAQ077.00 AQ077.00 AQ076.00 0 0.000 34,400 0.053 2.26 77,744 0.120 8 1.065 0.14 0.21 2.26 0 Steady-State PAQ076.00 AQ076.00 AQ075.00 1,890 0.003 36,290 0.056 2.24 81,290 0.126 8 2.629 0.11 0.17 3.14 0 XP-SWMM PAQ075.00 AQ075.00 AQ062.00 2,160 0.003 38,450 0.059 2.22 85,359 0.132 8 2.456 0.12 0.18 3.12 0 XP-SWMM PAQ051.01 AQ051.01 AQ051.00 6,750 0.010 6,750 0.010 2.75 18,563 0.029 6 -708.850 N/A N/A N/A MUSIE Steady-State PAQ051.00 AQ051.00 AQ062.00 2,970 0.005 9,720 0.015 2.63 25,564 0.040 6 4.823 0.06 0.12 2.86 0 Steady-State PAQ062.00 AQ062.00 AQ061.00 0 0.000 48,170 0.075 2.17 104,529 0.162 8 5.295 0.11 0.16 4.34 0 XP-SWMM PAQ040.00 AQ040.00 AQ052.00 1,080 0.002 1,080 0.002 3.00 3,240 0.005 6 -434.623 N/A N/A N/A MUSIE Steady-State PAQ052.90 AQ052.90 AQ052.00 1,080 0.002 1,080 0.002 3.00 3,240 0.005 6 -343.830 N/A N/A N/A MUSIE Steady-State PAQ052.00 AQ052.00 AQ053.00 1,620 0.003 3,780 0.006 2.95 11,151 0.017 6 1.852 0.05 0.10 1.59 0 Steady-State PAQ053.00 AQ053.00 AQ061.00 1,620 0.003 5,400 0.008 2.82 15,228 0.024 6 2.062 0.06 0.12 1.82 0 Steady-State PAQ063.01 AQ063.01 AQ063.00 1,620 0.003 1,620 0.003 3.00 4,860 0.008 6 -508.801 N/A N/A N/A MUSIE Steady-State PAQ063.00 AQ063.00 AQ061.00 2,700 0.004 4,320 0.007 2.90 12,528 0.019 6 8.100 0.04 0.08 2.74 0 Steady-State PAQ061.00 AQ061.00 AQ054.00 0 0.000 57,890 0.090 2.12 122,727 0.190 8 5.320 0.12 0.18 4.55 0 XP-SWMM PAQ054.00 AQ054.00 AQ055.00 0 0.000 57,890 0.090 2.12 122,727 0.190 8 4.332 0.12 0.19 4.24 0 XP-SWMM PAQ055.00 AQ055.00 AQ039.00 2,700 0.004 112,430 0.174 1.95 219,239 0.339 8 2.638 0.19 0.28 4.21 0 XP-SWMM PAQ039.00 AQ039.00 AQ033.00 3,780 0.006 116,210 0.180 1.95 226,610 0.351 8 2.059 0.20 0.31 3.89 0 XP-SWMM PAQ033.00 AQ033.00 AQ032.00 540 0.001 116,750 0.181 1.95 227,663 0.352 8 1.874 0.21 0.31 3.77 0 XP-SWMM PAQ046.00 AQ046.00 AQ042.00 2,160 0.003 2,160 0.003 3.00 6,480 0.010 8 8.437 0.03 0.04 2.15 0 Steady-State PAQ041.00 AQ041.00 AQ042.00 810 0.001 810 0.001 3.00 2,430 0.004 8 -910.197 N/A N/A N/A MUSIE Steady-State PAQ042.00 AQ042.00 AQ043.00 1,080 0.002 4,050 0.006 2.92 11,826 0.018 8 5.819 0.04 0.06 2.30 0 Steady-State PAQ043.00 AQ043.00 AQ045.00 0 0.000 4,050 0.006 2.92 11,826 0.018 8 1.225 0.05 0.08 1.34 0 Steady-State PAQ045.00 AQ045.00 AQ044.00 1,728 0.003 5,778 0.009 2.80 16,178 0.025 8 6.683 0.04 0.06 2.70 0 Steady-State PAQ044.00 AQ044.00 AQ034.00 270 0.000 6,048 0.009 2.78 16,813 0.026 8 17.059 0.03 0.05 3.76 0 Steady-State PAQ034.00 AQ034.00 AQ032.00 0 0.000 6,048 0.009 2.78 16,813 0.026 8 0.725 0.07 0.11 1.25 0 Steady-State PAQ032.00 AQ032.00 AQ026.00 810 0.001 123,608 0.191 1.93 238,563 0.369 8 2.263 0.20 0.31 4.08 0 XP-SWMM PAQ056.00 AQ056.00 AQ037.00 3,780 0.006 3,780 0.006 2.95 11,151 0.017 8 7.121 0.03 0.05 2.41 0 Steady-State PAQ037.00 AQ037.00 AQ036.00 810 0.001 4,590 0.007 2.88 13,219 0.020 8 1.185 0.06 0.09 1.38 0 Steady-State PAQ036.00 AQ036.00 AQ030.01 2,160 0.003 6,750 0.010 2.75 18,563 0.029 8 3.661 0.05 0.08 2.25 0 Steady-State PAQ030.01 AQ030.01 AQ030.00 1,350 0.002 8,100 0.013 2.69 21,789 0.034 8 1.971 0.07 0.10 1.92 0 Steady-State PAQ030.00 AQ030.00 AQ029.00 1,890 0.003 9,990 0.015 2.62 26,174 0.040 8 2.117 0.07 0.10 2.08 0 Steady-State PAQ038.01 AQ038.01 AQ038.00 1,080 0.002 1,080 0.002 3.00 3,240 0.005 8 -1403.080 N/A N/A N/A MUSIE Steady-State PAQ038.00 AQ038.00 AQ035.00 2,430 0.004 3,510 0.005 2.97 10,425 0.016 8 5.122 0.04 0.05 2.11 0 Steady-State PAQ035.00 AQ035.00 AQ031.00 2,430 0.004 5,940 0.009 2.79 16,573 0.026 8 5.294 0.05 0.07 2.49 0 Steady-State PAQ031.00 AQ031.00 AQ029.00 270 0.000 6,210 0.010 2.77 17,202 0.027 8 3.226 0.05 0.08 2.11 0 Steady-State PAQ029.00 AQ029.00 AQ028.00 270 0.000 16,470 0.025 2.47 40,681 0.063 8 2.447 0.08 0.12 2.49 0 Steady-State PAQ028.00 AQ028.00 AQ027.00 1,890 0.003 18,360 0.028 2.43 44,615 0.069 8 5.838 0.07 0.11 3.48 0 Steady-State PAQ027.00 AQ027.00 AQ026.00 270 0.000 18,630 0.029 2.43 45,271 0.070 8 7.844 0.07 0.10 3.88 0 Steady-State PAQ026.00 AQ026.00 AQ025.00 540 0.001 142,778 0.221 1.90 271,278 0.420 8 2.621 0.21 0.31 4.46 0 XP-SWMM PBS&J Page 22 of 36
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APPENDIX C

SEWER SYSTEM CAPACITY ANALYSIS RESULTS
The following conditions were modeled for the 9407 Jericho Road Project:

1. Existing Flows

2. Existing Plus Project Flows
• Exhibit A – Manhole Diagram

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DATE:

FOR: SHT 1 OF 2
BY: REFER TO PLAN SHEET:

M.G.D. C.F.S.

AQ043 AQ045 PAQ043 4,050 4,050 2.92 11,832 0.012 0.018 8 1.00 0.007017 0.06000 0.09 0.0350 1.18 AQ045 AQ044 PAQ045 1,728 5,778 2.80 16,170 0.016 0.025 8 7.16 0.003584 0.04000 0.06 0.0192 2.93 AQ044 AQ034 PAQ044 270 6,048 2.78 16,832 0.017 0.026 8 16.00 0.002496 0.03333 0.05 0.0147 3.99 AQ034 AQ032 PAQ034 0 6,048 2.78 16,832 0.017 0.026 8 2.11 0.006872 0.05333 0.08 0.0294 1.99 FOR: SHT 2 OF 2
BY: REFER TO PLAN SHEET:

M.G.D. C.F.S.

AQ043 AQ045 PAQ043 4,050 4,050 2.92 11,832 0.012 0.018 8 1.00 0.007017 0.06000 0.09 0.0350 1.18 AQ045 AQ044 PAQ045 14,868 18,918 2.42 45,864 0.046 0.071 8 7.16 0.010165 0.06667 0.10 0.0409 3.90 Project P.O.C.

AQ044 AQ034 PAQ044 270 19,188 2.42 46,439 0.046 0.072 8 16.00 0.006885 0.06000 0.09 0.0350 4.62 AQ034 AQ032 PAQ034 0 19,188 2.42 46,439 0.046 0.072 8 2.11 0.018960 0.09333 0.14 0.0668 2.42

IN-LINE
FLOW

IN-LINE
FLOW
PDWF
(gpd)

COMMENTS
9407 Jericho Road Project City of La Mesa, Existing plus Project Flow in Jericho Road

COMBINED PEAK FLOW
(DESIGN FLOW) LINE SIZE
(inches)
DESIGN
SLOPE (%) FROM TO
AVG. DRY

WEATHER
FLOW (gpd)
PDWF

PEAKING
FACTOR
DEPTH K' (1) dn (feet) dn/D(2) Ca for
Velocity(3)

VELOCITY
(f.p.s.)
1043-003 Dexter Wilson Engineering, Inc. EXHIBIT A
PEAK
FLOW
(gpd)

LINE SIZE
(inches)

AS-BUILT
SLOPE (%)

VELOCITY
(f.p.s.) dn/D(2) Ca for
Velocity(3)

COMMENTS

EXHIBIT A
LINE
8/10/2023 SEWER STUDY SUMMARY
JOB NUMBER: 1043-003

PEAKING
FACTOR
AVG. DRY

WEATHER
FLOW (gpd)
9407 Jericho Road Project City of La Mesa, Existing Flow in Jericho Road FROM TO DEPTH K' dn (feet) (1)

COMBINED PEAK FLOW

LINE (DESIGN FLOW)
Dexter Wilson Engineering, Inc.

JOB NUMBER:
1 K' based on n = 0.013
2 dn/D using K' in Brater King Table 7-14
3 From Brater King Table 7-4 based on dn/D \\ARTIC\Eng\1043003\Sewer Spreadsheets\2023-08-10 Offsite 9407 Jericho Road Sewer Calculations.xlsx Page 539 of 2604 Full Layout

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APPENDIX D

SEWER SYSTEM CONDITION ASSESSMENT

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PIPELINE INSPECTIONS

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Project Information
Surveyor Name Jason Bingham Certificate Number U-0417-07007758 Owner Customer
Dexter Wilson
Engineering inc.

Drainage Area PO Number
Pipe Segment
Reference
Date 7/19/2023 11:42
Street Jericho Rd City La Mesa
Comments
Manhole
Upstream MH AQ045 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH AQ044 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Vitrified Clay Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 86.4
Year Constructed Year Renewed
Misc
Flow Control Media Label DVD
Purpose
Sewer System
Evaluation Survey
(SSES)
Consequence of
Failure
Pre-Cleaning Not Known Date Cleaned
Weather Dry - No Precipitation
During Survey
Location Code
Primary major arterial
roads, interstates,
numbered roads or
town/city center roads
for heavy vehicles.

Additional Info Location Details
Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10
Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project Dexter Wilson
Engineering
Coating Method Completed Yes
Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No
Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate
Number
Count Groups
Taps 2 Roots 0
Cracks / Fractures 0
Broken / Holes /
Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0
Scores
Structure Peak Score 0 Structure Peak Grade 1

PIPELINE
AQ045-AQ044

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Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.03 Service Mean Grade 1
Created with the report generator Back

PIPELINE
AQ045-AQ044

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Project: Dexter Wilson Engineering
Date: 7/19/2023 11:42:00 AM Pipe Segment Reference:

Street: Jericho Rd Upstream MH: AQ045
Length Surveyed: 86.4 Downstream MH: AQ044
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Vitrified Clay Pipe
Distance Fault Observation Time Picture

0.0 Access Point
Manhole
Severity: None
Remarks: AQ045
00:00:00
00:00:00
<=""
a="">

0.0 Miscellaneous Water
Level
Severity: None
Percent: 5
00:00:00
00:00:00
<=""
a="">
PIPELINE AQ045-
AQ044

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5.4 Tap Factory
Defective
Position: 2
Severity: None
Size: 4
Remarks: JAM
Maint Weight: 3
00:00:00
00:00:00
<=""
a="">
Distance Fault Observation Time Picture

5.4 Picture Number: 2
Tap Factory
Defective
Position: 2
00:00:00
<=""
a="">
PIPELINE AQ045-
AQ044

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5.6 Miscellaneous
General Photo
Severity: None
Remarks: JAM
00:00:00
00:00:00
<=""
a="">

78.6 Tap Factory
Position: 2
Severity: None
Size: 4
Joint
00:00:00
00:00:00
<=""
a="">
Distance Fault Observation Time Picture
PIPELINE AQ045-
AQ044

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86.4 Access Point
Manhole
Severity: None
Remarks: AQ044
00:00:00
00:00:00
<=""
a="">
PIPELINE AQ045-
AQ044

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Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 3 3
2 0 0 0
1 0 0 0
Overall 0 3 3
Number of Defects 0 1 1
Pipe Rating 0000 3100 3100
Pipe Ratings Index 0 3 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension %
At /
From To 1st 2nd
0 00:00:00 AMH - Access Point
Manhole
AQ045
0 00:00:00 MWL - Miscellaneous
Water Level 5

5.4 00:00:00 TFD - Tap Factory
Defective 4 2
JAM

5.6 00:00:00 MGP - Miscellaneous
General Photo
JAM

78.6 00:00:00 TF - Tap Factory 4 X 2

86.4 00:00:00 AMH - Access Point
Manhole
AQ044
Created with the report generator
PIPELINE AQ045-
AQ044

Page 570 of 2604 ends

Project Information
Surveyor Name Jason Bingham Certificate Number U-0417-07007758 Owner Customer Dexter Wilson
Engineering inc.

Drainage Area PO Number
Pipe Segment
Reference Date 7/19/2023 11:53
Street Jericho Rd City La Mesa
Comments
Manhole
Upstream MH AQ044 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH AQ034 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Vitrified Clay Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 149
Year Constructed Year Renewed
Misc
Flow Control Media Label DVD
Purpose
Sewer System
Evaluation Survey
(SSES)
Consequence of
Failure
Pre-Cleaning Not Known Date Cleaned
Weather Dry - No Precipitation
During Survey Location Code
Primary major arterial
roads, interstates,
numbered roads or
town/city center roads
for heavy vehicles.

Additional Info Location Details
Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
PIPELINE AQ044-
AQ034

Page 571 of 2604 ends

Custom 9 Custom 10
Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project Dexter Wilson
Engineering
Coating Method Completed Yes
Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No
Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate
Number
Count Groups
Taps 3 Roots 0
Cracks / Fractures 0
Broken / Holes /
Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0
Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 6 Service Peak Grade 2
Service Mean Score 0.04 Service Mean Grade 1
PIPELINE AQ044-
AQ034

Page 572 of 2604 ends

Project: Dexter Wilson Engineering
Date: 7/19/2023 11:53:00 AM Pipe Segment Reference:

Street: Jericho Rd Upstream MH: AQ044
Length Surveyed: 149 Downstream MH: AQ034
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Vitrified Clay Pipe
Distance Fault Observation Time Picture

0.0 Access Point
Manhole
Severity: None
Remarks: AQ044
00:00:00
00:00:00
<=""
a="">

0.0 Miscellaneous Water
Level
Severity: None
Percent: 5
00:00:00
00:00:00
<=""
a="">
PIPELINE AQ044-
AQ034

Page 573 of 2604 ends

76.1 Tap Breakin/Hammer
Position: 2
Severity: None
Size: 4
00:00:00
00:00:00
<=""
a="">
Distance Fault Observation Time Picture

94.9 Tap Factory
Defective
Position: 2
Severity: None
Size: 4
Remarks: JAM
Maint Weight: 3
00:00:00
00:00:00
<=""
a="">
PIPELINE AQ044-
AQ034

Page 574 of 2604 ends

94.9 Picture Number: 2
Tap Factory
Defective
Position: 2
00:00:00
<=""
a="">

94.9 Picture Number: 3
Tap Factory
Defective
Position: 2
00:00:00
<=""
a="">
Distance Fault Observation Time Picture
PIPELINE AQ044-
AQ034

Page 575 of 2604 ends

95.1 Tap Factory
Defective
Position: 2
Severity: None
Size: 4
Remarks: JAM
Maint Weight: 3
00:00:00
00:00:00
<=""
a="">
149.0
Access Point
Manhole
Severity: None
Remarks: AQ034
00:00:00
00:00:00
<=""
a="">
PIPELINE AQ044-
AQ034

Page 576 of 2604 ends

Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 6 6
2 0 0 0
1 0 0 0
Overall 0 6 6
Number of Defects 0 2 2
Pipe Rating 0000 3200 3200
Pipe Ratings Index 0 3 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension %
At /
From To 1st 2nd
0 00:00:00 AMH - Access Point
Manhole
AQ044
0 00:00:00 MWL - Miscellaneous
Water Level 5

76.1 00:00:00 TB - Tap Breakin/Hammer 4 2

94.9 00:00:00 TFD - Tap Factory
Defective 4 2
JAM

95.1 00:00:00 TFD - Tap Factory
Defective 4 2
JAM
149 00:00:00 AMH - Access Point
Manhole
AQ034
Created with the report generator
PIPELINE AQ044-
AQ034

Page 577 of 2604 ends

Project Information
Surveyor Name Jason Bingham Certificate Number U-0417-07007758 Owner Customer Dexter Wilson
Engineering inc.

Drainage Area PO Number
Pipe Segment
Reference Date 7/19/2023 12:05
Street Jericho Rd City La Mesa
Comments
Manhole
Upstream MH AQ034 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH AQ032 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Sanitary Sewage Pipe Direction of Survey Downstream Pipe
Height (Diameter) 8 Width
Shape Circular Material Vitrified Clay Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 35.2
Year Constructed Year Renewed
Misc
Flow Control Media Label DVD
Purpose
Sewer System
Evaluation Survey
(SSES)
Consequence of
Failure
Pre-Cleaning Not Known Date Cleaned
Weather Dry - No Precipitation
During Survey Location Code
Primary major arterial
roads, interstates,
numbered roads or
town/city center roads
for heavy vehicles.

Additional Info Location Details
Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
PIPELINE AQ034-
AQ032

Page 578 of 2604 ends

Custom 9 Custom 10
Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project Dexter Wilson
Engineering
Coating Method Completed Yes
Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No
Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate
Number
Count Groups
Taps 0 Roots 0
Cracks / Fractures 0
Broken / Holes /
Collapse 0
Deposits 2 Obstruction 0
Abandoned Survey 0
Scores
Structure Peak Score 2 Structure Peak Grade 5.8
Structure Mean Score 0.11 Structure Mean Grade 1
Service Peak Score 2 Service Peak Grade 1
Service Mean Score 0.11 Service Mean Grade 1
Created with the report generator
PIPELINE AQ034-
AQ032

Page 579 of 2604 ends

Project: Dexter Wilson Engineering
Date: 7/19/2023 12:05:00 PM Pipe Segment Reference:

Street: Jericho Rd Upstream MH: AQ034
Length Surveyed: 35.2 Downstream MH: AQ032
Run Number: Direction of Survey: Downstream
Height (Diameter): 8 Material: Vitrified Clay Pipe
Distance Fault Observation Time Picture

0.0 Access Point
Manhole
Severity: None
Remarks: AQ034
00:00:00
00:00:00
<=""
a="">

0.0 Miscellaneous Water
Level
Severity: None
Percent: 5
00:00:00
00:00:00
<=""
a="">
PIPELINE AQ034-
AQ032

Page 580 of 2604 ends

2.7 Deposits Attached
Grease
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 0
Maint Weight: 2
00:00:00
00:00:00
<=""
a="">
Distance Fault Observation Time Picture

13.9 Miscellaneous
Water Level Sag
Severity: None
Cont Defect: S02
Percent: 15
Struct Weight: 2
00:00:00
00:00:00
<=""
a="">
PIPELINE AQ034-
AQ032

Page 581 of 2604 ends

35.1 Deposits Attached
Grease
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 0
Maint Weight: 2
00:00:00
00:00:00
<=""
a="">

35.2 Miscellaneous
Water Level Sag
Severity: None
Cont Defect: F02
Percent: 15
Struct Weight: 2
00:00:00
00:00:00
<=""
a="">
Distance Fault Observation Time Picture
PIPELINE AQ034-
AQ032

Page 582 of 2604 ends

35.2 Access Point
Manhole
Severity: None
Remarks: AQ032
00:00:00
00:00:00
<=""
a="">
Created with the report generator
PIPELINE AQ034-
AQ032

Page 583 of 2604 ends

Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 8 12 20
1 0 0 0
Overall 8 12 20
Number of Defects 4 6 10
Pipe Rating 2400 2600 2A00
Pipe Ratings Index 2 2 2
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension %
At /
From To 1st 2nd
0 00:00:00 AMH - Access Point
Manhole
AQ034
0 00:00:00 MWL - Miscellaneous
Water Level 5

2.7 00:00:00 DAGS - Deposits
Attached Grease S01 0 5 7

13.9 00:00:00 MWLS - Miscellaneous
Water Level Sag S02 15

35.1 00:00:00 DAGS - Deposits
Attached Grease F01 0 5 7

35.2 00:00:00 MWLS - Miscellaneous
Water Level Sag F02 15

35.2 00:00:00 AMH - Access Point
Manhole
AQ032
Created with the report generator
PIPELINE AQ034-
AQ032

Page 584 of 2604 ends

Appendix G
Drainage Report

Page 585 of 2604 ends

Page 586 of 2604 ends

R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12

DRAINAGE STUDY
for
Jericho Road
APN: 486-670-18-00
City of La Mesa, California
Prepared for:

Meritage Home
5 Peters Canyon Road, Suite 310
Irvine, CA, 92606
(949) 299-3847
W.O. 3087-12
July 28, 2023
Alisa S. Vialpando, R.C.E.

President
Hunsaker & Associates San Diego, Inc.

Page 587 of 2604 ends

Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12

TABLE OF CONTENTS

SECTION
Chapter 1 - Executive Summary I

1.1 Introduction &Vicinity Maps

1.2 Existing Condition

1.3 Proposed Condition

1.4 Conclusion

1.5 References
Chapter 2 - Methodology & Model Development II

2.1 Rational Method Hydrologic Analysis

2.2 Detention Analysis

2.3 County of San Diego Design Criteria
Chapter 3 - Rational Method Hydrologic Analysis III
(AES Model Output)

3.1 Existing Condition AES Model Output

3.2 Developed Condition AES Model Output
Chapter 4 – Detention Analysis IV

4.1 SWMM Model
Chapter 5 – Hydrology Exhibits
V

5.1 Existing Condition Hydrology Exhibit

5.2 Developed Condition Hydrology Exhibit
Chapter 6 – References
VI

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Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12

EXECUTIVE SUMMARY

1.1 Introduction
The Jericho Road project is situated at 9407 Jericho Road, on the southwest corner of the intersection of Amaya Drive and Broadmoor Drive, in the City of La Mesa, California. The 3.49-acre site, which is rectangular in shape, is bordered to the south by an existing multi-family residential community, and to the east, north, and west by existing single-family residential properties. A vicinity map is included below to better illustrate the project site’s location.

The redevelopment plan involves the removal of the current structures and proposes the construction of multi-family residences with 73 attached units with associated improvements. The site will also include a tot lot, open spaces, sidewalks, and private driveways. The lots are connected by private drives which are accessible via Jericho Rd on the east boundary.

This report aims to evaluate the existing and projected hydrological conditions in relation to the site's development. The proposed stormwater management infrastructure encompasses storm drain, curb inlets, catch basins, curb outlets, brow ditches, and an underground storage facility designed for water quality control, hydromodification, and detention (detention system made from corrugated metal

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Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
pipe (CMP) or equivalent). The storage facility will utilize a proprietary biofiltration modular wetland system downstream of it to provide water quality treatment.

This drainage study will address:
 100-Year Peak Flowrates for Existing and Developed Conditions  Detention Calculations
A separate report has been prepared to address water quality and HMP flow control requirements for the project. Refer to the Stormwater Quality Management Plan (SWQMP) for Jericho Road prepared by Hunsaker & Associates San Diego, Inc. (July 2023).

1.2 Existing Conditions
Under existing conditions, the Jericho Road site primarily serves as a church, comprising several buildings, a concrete parking area, an asphalt basketball court, and numerous open grassy spaces. Surface water flow from the northwestern portions of the site tends to move south towards an 18" x 18" catch basin situated within a sediment basin. This flow is subsequently directed eastward via an existing 3" HDPE drain, where it converges with runoff from the northeastern section before discharging onto Jericho Road through existing curb outlets.

Surface water from the southern part of the site flows south towards a 12" x 12" catch basin and then to an existing curb outlet (D25) on Jericho Road. This runoff then merges with additional runoff from the southeastern part of the site and is funneled south through the Jericho Road and Amaya Drive curb and gutter systems.

After approximately 815 feet, this runoff is intercepted by an inlet situated across from Water Street on Amaya Drive. The captured flow enters an existing 39” R.C.P. under Amaya Drive and continues southeast under Water Street, is then discharged via an existing 3.2’ X 5’ box culvert into an existing channel north of Janfred Road.

This runoff persists in its westward direction, entering a 10' X 5' R.C.B located southwest of the intersection of Amaya Drive and Severin Drive, then to dual 72” pipe which outlets into an existing open channel. This channel continues westerly to Alvarado Creek, eventually flowing into the lower San Diego River. The river subsequently empties into the Pacific Ocean at the mouth of the San Diego River.

The runoff coefficient corresponding to the site was calculated considering the respective hydrologic soil type and imperviousness, following the guidelines set forth in Table 3-1 of the San Diego County Hydrology Manual 2003. The computed runoff coefficient for the on-site drainage area associated with 48% imperviousness and Soil type D is approximately 0.618, while the slope contributes a runoff factor of

0.35. Table 1 below summarizes the 100-year existing condition peak flow at the downstream project boundary. Supporting calculations for the data presented in

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Drainage Study
Jericho Road
R:\1790\Hyd\TM\DR\Reports\1790-DR.doc
w.o. 3087-12
Table 1 is located in Chapter 3 of this report. The corresponding hydrology map (Exhibit 1) is located in Chapter 5.

TABLE 1
Summary of Existing Conditions
Outlet
Location
Node
Number
Area
(Acres)
Runoff
Factor
C
Tc
(min)
I
(in\hr)
V100*
Velocity
(ft\sec)
100 Year
Peak
Flow
(cfs)
East 206 3.6 0.618 10.68 4.7 8.97 9.42

1.3 Proposed Condition
The Jericho Road project proposes the construction of nine structure buildings comprising a total of 73 attached units, along with various associated improvements.

In addition to the residential units, the site will feature amenities such as a tot lot, open spaces, sidewalks, and private driveways.

Runoff from the developed site will be collected by the proposed inlets and routed via the proposed storm drain system towards two underground storage facilities, such as CMP or equivalent structures. The underground storage facilities serve to meet hydromodification and peak flow attenuation requirements and to store the water quality designed captured volume and releasing it at a specified flow rate to a downstream modular wetland, which will address water quality concerns. To thoroughly address water quality and HMP flow control requirements for the Jericho Road project, a separate report titled "Stormwater Quality Management Plan (SWQMP)" has been prepared by Hunsaker & Associates San Diego, Inc. (July 2023).

The peak flow will be routed through their respective vault riser structure and discharged into the proposed 18” storm drain near the entrance of the site. The runoff will then confluence with the offsite existing 39” storm drain on Amaya Drive and flow south similarly to existing conditions to eventually discharge into the San Diego River which empties into the Pacific Ocean.

The peak flow has been calculated in accordance with the San Diego County Hydrology Manual, County of San Diego Department of Public Works Flood Control Division, June 2003.

In the Rational Method Analysis, a runoff coefficient of 0.80 has been utilized for the southern drainage area (100 Node series), considering an 81% imperviousness factor. For the northern drainage area (200 Node series), a runoff coefficient of 0.82 was used, considering an 85% imperviousness factor. These runoff coefficients were calculated assuming a fully developed site and soil type D for the entire project site,

Page 591 of 2604 ends

La Mesa City CouncilMay 13, 2025

La Mesa City Council
May 13, 2025