La Mesa City Council
May 13, 2025

0.34 2.8

0.34 5.8

SIMULATED FIRE HYDRANT FLOW TEST

TESTED: April 13, 2023
FIRE HYDRANT LOCATION: 9407 Jericho Road, La Mesa

FIRE HYDRANT ID#: 256700
PROPERTY ADDRESS: 9407 Jericho Road, La Mesa

*This simulated fire flow was calculated on a fire hydrant located at 9407 Jericho Road, La Mesa, CA.

Helix Water District cannot guarantee a minimum fire flow under all operating conditions at all times and assumes no responsibility for flows less than indicated above, due to but not limited to power outages, earthquakes, acts of nature, system malfunction or failures, and/or maintenance of the facilities. Simulated fire flow analysis performed by Aneld Anub, Associate Engineer.

HELIX WATER DISTRICT

SIMULATED HYDRANT FLOW TEST
Date: April 13, 2023 PERFORMED BY: Aneld Anub
Location F.H. #
PSI F.H.

FH
Size
Test
Orifice
Size
Discharge-G.P.M
Static Residual Model Observed
20 Lbs.
9407 Jericho Rd.,
La Mesa 256700 76 65
Clow
(1)2.5"x(1)4” 6" 2.5" 1,096 2,673

THE FIGURES SHOWN ABOVE WERE GENERATED USING A COMPUTER MODELING PROGRAM BASED ON MAXIMUM DAY DEMAND CONDITIONS.
*Helix Water District cannot guarantee a minimum fire flow under all operating conditions at all times and assumes no responsibility for flows less than indicated above, due to but not limited to power outages, earthquakes, acts of nature, system malfunction or failures, and/or maintenance of the facilities.

Fire Hydrant Flow Test Date 4/13/2023
Fire Hydrant Flow Test Location Jericho Road and Broadmoor Input Flow Test Results
Static Pressure 76.0 PSI
Residual Pressure 65.0 PSI
Hydrant Flow 1096 GPM
Actual Hydrant Elevation 630 Feet HGL 805.4 Feet
Estimated Hydrant Elevation 630 Feet HGL 805.4 Feet
Equation ΔH = k Q1.85
k = 6.03919E-05
Extrapolated Calculations
Q, gpm
500 73.4 psi 799.5 ft
750 70.5 psi 792.8 ft
1000 66.7 psi 784.0 ft
1250 62.0 psi 773.0 ft
1500 56.3 psi 760.0 ft
1750 49.9 psi 745.1 ft
2000 42.5 psi 728.2 ft
2250 34.4 psi 709.4 ft
2500 25.4 psi 688.7 ft
2750 15.7 psi 666.2 ft
3000 5.1 psi 641.9 ft
3250 -6.2 psi 615.8 ft
3500 -18.2 psi 587.9 ft
3750 -31.1 psi 558.3 ft
4000 -44.7 psi 526.9 ft
0 psi 3,116
10 psi 2,887
20 psi 2,642
30 psi 2,375
40 psi 2,080
50 psi 1,745
60 psi 1,342
70 psi 790
80 psi Residual Pressure Exceeds Static Pressure
90 psi Residual Pressure Exceeds Static Pressure
100 psi Residual Pressure Exceeds Static Pressure
Residual Pressure Available HGL
Residual Pressure, psi Available Flow, gpm

APPENDIX C

PRIVATE WATER REFERENCE

Fees and Deposits
(Valid through December 31, 2023)
Project initiation fee $325
Field estimate fee $395
Water availability form fee $151
Will serve letter fee` $151
Fire hydrant flow test fee $263
Street improvement processing fee $845
Street improvement plan check deposit $834/sheet*
Water main extension processing fee $1,831
Water main extension plan check deposit $1,240/sheet*
Grading/architectural/landscape plan check deposit $118/sheet Easement acquisition fee (by deed or map) $1,190
Easement/quitclaim plat and legal review deposit $2,000 Quitclaim deed processing fee $1,241 + recording cost
Encroachment agreement fee $1,601 + recording cost
*Includes title, notes, plan view, and detail sheets. Does not count sheets unrelated to water improvements, such as erosion control, traffic control, or striping sheets.

1. Water Meter Capacity Fees
A new metered connection to Helix’s water system requires payment of capacity fees. The fees help Helix pay the cost of renewing existing infrastructure and developing additional capacity in our water system to accommodate growth. The fees are paid by developers and owners responsible for growth, rather than existing customers. The San Diego County Water Authority (SDCWA), Helix’s wholesale water supplier, charges capacity fees for the same reason. 2023 Capacity Fee Schedule
(Through December 31, 2023)
Meter Size 3/4 Inch 1 Inch 1.5 Inch 2 Inch
Helix Capacity Fee $7,624 $12,706 $30,497 $48,287
SDCWA Capacity Fee $5,859 $9,374 $17,577 $30,467

APPENDIX D

FIRE CODE REFERENCE

APPENDIX B

FIRE-FLOW REQUIREMENTS FOR BUILDINGS
The provisions contained in this appendix are not mandatory unless specifically referenced in the adopting ordinance or legislation of the jurisdiction.

User note:

About this appendix: Appendix B provides a tooi for the use of jurisdictions in establishing a policy for determining fire-flow requirements in accordance with Section 507.3. The determination of required fire flow is not an exact science, but having some level of information provides a consistent way of choosing the appropriate fire flow for buildings throughout a jurisdiction. The primary tool used in this appendix is a table that presents fire flow based on construction type and building area based on the correlation of the Insurance Services Office (ISO) method and the construction types used in the International Building Code .

SECTION B101

GENERAL
B101.1 Scope. The procedure for determining fire-flow
requirements for buildings or portions of buildings hereafter constructed shall be in accordance with this appendix. This appendix does not apply to structures other than buildings.

B103.3 Areas without water supply systems. For information regarding water supplies for fire-fighting purposes in rural and suburban areas in which adequate and reliable water supply systems do not exist, the fire code official is authorized to utilize NFPA 1142. < SECTION B104

FIRE-FLOW CALCULATION AREA
B104.1 General. The fire-flow calculation area shall be the total floor area of all floor levels within the exterior walls, and under the horizontal projections of the roof of a building, except as modified in Section B104.3.

B104.2 Area separation. Portions of buildings that are separated by fire walls without openings, constructed in accordance with the California Building Code, are allowed to be considered as separate fire-flow calculation areas.

B104.3 Type IA and Type IB construction. The fire-flow
calculation area of buildings constructed of Type IA and Type IB construction shall be the area of the three largest successive floors.

Exception: Fire-flow calculation area for open parking
garages shall be determined by the area of the largest
floor.

SECTION B102

DEFINITIONS
B102.1 Definitions. For the purpose of this appendix, certain terms are defined as follows:

FIRE FLOW. The flow rate of a water supply, measured at 20 pounds per square inch (psi) (138 kPa) residual pressure, that is available for fire fighting.

FIRE-FLOW CALCULATION AREA. The floor area, in
square feet (m
2 ), used to determine the required fire flow.

SECTION B103

MODIFICATIONS
B103.1 Decreases. The fire code official is authorized to reduce the fire-flow requirements for isolated buildings or a group of buildings in rural areas or small communities
where the development of full fire-flow requirements is impractical.

B103.2 Increases. The fire code official is authorized to increase the fire-flow requirements where conditions indicate an unusual susceptibility to group fires or conflagrations. An increase shall be not more than twice that required for the building under consideration.

SECTION B105

FIRE-FLOW REQUIREMENTS FOR BUILDINGS
B105.1 One- and two-family dwellings, Group R-3 and R-4 buildings and townhouses. The minimum fire-flow and flow duration requirements for one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses shall be as
specified in Tables B105.1(1) and B105.1(2).
2019 CALIFORNIA FIRE CODE 745 Page 2311 of 2604

APPENDIX B
TABLE B105.1(1)
REQUIRED FIRE FLOW FOR ONE- AND TWO-FAMILY DWELLINGS, GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES

FIRE-FLOW CALCULATION AREA
(square feet)

AUTOMATIC SPRINKLER SYSTEM
(Design Standard)

MINIMUM FIRE FLOW
(gallons per minute)

FLOW DURATION
(hours)
0-3,600 No automatic sprinkler system 1,000 1
Duration in Table B105.1(2)
at the required fire-flow rate
Value in Table
B105, l(2)
3,601 and greater No automatic sprinkler system
Section 903.3.1.3 of the California Fire Code
or Section 313.3 of the California Residential Code
0-3,600 500 %
'/2
value in Table
B105.1(2)
Section 903.3.1.3 of the California Fire Code
or Section 313.3 of the California Residential Code
3,601 and greater 1
For SI: 1 square foot = 0.0929 m2
, 1 gallon per minute = 3.785L/m.

TABLE B105.1(2)
REFERENCE TABLE FOR TABLES B105.1(1) AND B105.2
FIRE-FLOW CALCULATION AREA (square feet) FIRE FLOW
(gallons per mlnute)b

FLOW DURATION
Type IA and IB (hours)
' Type IIA and IIIA" Type IV and V-Aa Type MB and IIIB* Type V-B' 0-22,700 0-12,700 0-8,200 0-5,900 0-3,600 1,500
22,701-30,200 12,701-17,000 8,201-10,900 5,901-7,900 3,601-4,800 1,750 30,201-38,700 17,001-21,800 10,901-12,900 7,901-9,800 4,801-6,200 2,000 2 38,701-48,300 21,801-24,200 12,901-17,400 9,801-12,600 6,201-7,700 2,250 48,301-59,000 24,201-33,200 17,401-21,300 12,601-15,400 7,701-9,400 2,500 59,001-70,900 33,201-39,700 21,301-25,500 15,401-18,400 9,401-11,300 2,750 70,901-83,700 39,701-47,100 25,501-30,100 18,401-21,800 11,301-13,400 3,000 83,701-97,700 47,101-54,900 30,101-35,200 21,801-25,900 13,401-15,600 3,250 3 97,701-112,700 54,901-63,400 35,201-40,600 25,901-29,300 15,601-18,000 3,500 112,701-128,700 63,401-72,400 40,601-46,400 29,301-33,500 18,001-20,600 3,750 128,701-145,900 72,401-82,100 46,401-52,500 33,501-37,900 20,601-23,300 4,000 145,901-164,200 82,101-92,400 52,501-59,100 37,901-42,700 23,301-26,300 4,250 164,201-183,400 92,401-103,100 59,101-66,000 42,701-47,700 26,301-29,300 4,500 183,401-203,700 103,101-114,600 66,001-73,300 47,701-53,000 29,301-32,600 4,750 203,701-225,200 114,601-126,700 73,301-81,100 53,001-58,600 32,601-36,000 5,000 225,201-247,700 126,701-139,400 81,101-89,200 58,601-65,400 36,001-39,600 5,250 247,701-271,200 139,401-152,600 89,201-97,700 65,401-70,600 39,601-43,400 5,500 271,201-295,900 152,601-166,500 97,701-106,500 70,601-77,000 43,401-47,400 5,750 295,901-Greater 166,501-Greater 106,501-115,800 77,001-83,700 47,401-51,500 6,000 4 115,801-125,500 83,701-90,600 51,501-55,700 6,250
125,501-135,500 90,601-97,900 55,701-60,200 6,500
135,501-145,800 97,901-106,800 60,201-64,800 6,750
145,801-156,700 106,801-113,200 64,801-69,600 7,000
156,701-167,900 113,201-121,300 69,601 7,250 -74,600
167,901-179,400 121,301-129,600 74,601-79,800 7,500
179,401-191,400 129,601-138,300 79,801-85,100 7,750
191,401-Greater 138,301-Greater 85,101-Greater 8,000
For SI: 1 square foot = 0.0929 m2
, 1 gallon per minute = 3.785 L/m, 1 pound per square inch = 6.895 kPa. a. Types of construction are based on the California Building Code. b. Measured at 20 psi residual pressure.
746 2019 CALIFORNIA FIRE CODE

APPENDIX B
TABLE B105.2

REQUIRED FIRE FLOW FOR BUILDINGS OTHER THAN ONE- AND
TWO-FAMILY DWELLINGS, GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES

FLOW DURATION
(hours)

MINIMUM FIRE FLOW
(gallons per minute)

AUTOMATIC SPRINKLER SYSTEM
(Design Standard)
Duration in Table B105.1(2) Value in Table B105.1 i No automatic sprinkler system (2) 25% of the value in Table B105.1(2) Duration in Table B105.1(2) at the reduced flow rate a Section 903.3.1.1 of the California Fire Code
25% of the value in Table B105.1(2)
b Section 903.3.1.2 of the California Fire Code Duration in Table B105.1(2) at the reduced flow rate For SI: 1 gallon per minute - 3.785 L/m.
a. The reduced fire flow shall be not less than 1,000 gallons per minute. b. The reduced fire flow shall be not less than 1,500 gallons per minute.

B105.2 Buildings other than one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses. The minimum fire-flow and flow duration for buildings other than one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses shall be as specified in Tables B105.2 and B105.1(2).

Exception: [SFM] Group B, S-2 and U occupancies having a floor area not exceeding 1,000 square feet, primarily constructed of noncombustible exterior walls with wood or steel roof framing, having a Class A roof assembly, with uses limited to the following or similar uses:

L California State Parks buildings of an accessory
nature (restrooms).

2. Safety roadside rest areas, (SRRA), public restrooms.

3. Truck inspection facilities, (TIF), CHP office space and vehicle inspection bays.

4. Sand/salt storage buildings, storage of sand and
salt.

B105.3 Water supply for buildings equipped with an auto- matic sprinkler system. For buildings equipped with an approved automatic sprinkler system, the water supply shall be capable of providing the greater of:

1. The automatic sprinkler system demand, including hose stream allowance.

2. The required fire flow.

SECTION B106

REFERENCED STANDARDS
ICC IBC—18 International Building Code
ICC IWUIC—18 International WildlandUrban Interface Code ICC IRC—18 International Residential
Code
NFPA 1142—17 Standard on Water Supplies
for Suburban and Rural Fire
Fighting
B104.2
B103.3
Table
B105.l(l)
B103.3
2019 CALIFORNIA FIRE CODE 747 Page 2313 of 2604

APPENDIX E

HYDRAULIC COMPUTER MODEL OUTPUT

PRIVATE DOMESTIC SYSTEM
Reference Exhibit A for Node and Pipe Diagram
The following conditions were modeled for the 9407 Jericho Road Project:

0. Average Day Demand

1. Peak Hour Demand

2. Maximum Day Demand plus 1,750 gpm Fire Flow split between Node 5 and Node 6

3. Maximum Day Demand plus 1,750 gpm Fire Flow split between Node 8 and Node 6

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E
* * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * *
* Pipe Network Modeling Software *
* *
* CopyRighted by KYPIPE LLC (www.kypipe.com) *
* Version: 10.009 10/01/2019 *
* Company: Dexter Serial #: 592169 *
* Interface: Classic *
* Licensed for Pipe2018 *
* *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *

Date & Time: Thu Aug 10 11:43:57 2023

Master File : \\artic\eng\1043003\jericho rd ky pipe august 2023.KYP\jericho rd ky pipe august 2023.P2K
************************************************

S U M M A R Y O F O R I G I N A L D A T A
************************************************

U N I T S S P E C I F I E D
FLOWRATE ............ = gallons/minute
HEAD (HGL) .......... = feet
PRESSURE ............ = psig

P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE

P I P E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR
N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF.
------------------------------------------------------------------------------- P-2 J-2 J-4 50.00 6.00 120.0000 0.00
P-3 J-2 J-7 40.00 8.00 120.0000 1.00
P-4 J-4 J-3 40.00 6.00 120.0000 0.00
P-5 J-5 J-4 200.00 8.00 120.0000 2.50
P-6 J-6 J-11 100.00 8.00 120.0000 0.75
P-7 J-7 J-8 210.00 8.00 120.0000 1.50
P-8 J-8 J-6 160.00 8.00 120.0000 3.00
P-11 Hyd Test J-2 50.00 6.00 120.0000 0.00
P-12 J-11 J-5 90.00 8.00 120.0000 0.75

P U M P/L O S S E L E M E N T D A T A
THERE IS A DEVICE AT NODE Hyd Test DESCRIBED BY THE FOLLOWING DATA: (ID= 1)

HEAD FLOWRATE EFFICIENCY
(ft) (gpm) (%)
805.00 0.00 75.00 (Default)
799.00 500.00 75.00 (Default)
784.00 1000.00 75.00 (Default)
760.00 1500.00 75.00 (Default)
728.00 2000.00 75.00 (Default)
688.00 2500.00 75.00 (Default)
641.00 3000.00 75.00 (Default)

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E

N O D E D A T A

NODE NODE EXTERNAL JUNCTION EXTERNAL

NAME TITLE DEMAND ELEVATION GRADE
(gpm) (ft) (ft)
-------------------------------------------------------------- Hyd Test 0.00 0.00
J-2 0.00 640.00
J-3 0.00 648.00
J-4 0.00 642.00
J-5 4.70 652.00
J-6 4.70 651.00
J-7 4.70 644.00
J-8 4.70 645.00
J-11 4.70 0.00

O U T P U T O P T I O N D A T A
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT MAXIMUM AND MINIMUM PRESSURES = 3
MAXIMUM AND MINIMUM VELOCITIES = 3

S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES ...................(P) = 9
NUMBER OF END NODES ...............(J) = 8
NUMBER OF PRIMARY LOOPS ...........(L) = 1
NUMBER OF SUPPLY NODES ............(F) = 1
NUMBER OF SUPPLY ZONES ............(Z) = 1
================================================================================ Case: 0
RESULTS OBTAINED AFTER 9 TRIALS: ACCURACY = 0.10711E-06

S I M U L A T I O N D E S C R I P T I O N (L A B E L)

AVERAGE DAY DEMAND

P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000
gpm ft ft ft/s ft/f ft/f
----------------------------------------------------------------------------------------- P-2 J-2 J-4 9.06 0.00 0.00 0.10 0.01 0.01
P-3 J-2 J-7 14.44 0.00 0.00 0.09 0.01 0.01
P-4 J-4 J-3 0.00 0.00 0.00 0.00 0.00 0.00
P-5 J-5 J-4 -9.06 0.00 0.00 0.06 0.00 0.00
P-6 J-6 J-11 0.34 0.00 0.00 0.00 0.00 0.00
P-7 J-7 J-8 9.74 0.00 0.00 0.06 0.00 0.00
P-8 J-8 J-6 5.04 0.00 0.00 0.03 0.00 0.00
P-11 Hyd Test J-2 23.50 0.00 0.00 0.27 0.08 0.08
P-12 J-11 J-5 -4.36 0.00 0.00 0.03 0.00 0.00

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E

P U M P/L O S S E L E M E N T R E S U L T S
INLET OUTLET PUMP EFFIC- USEFUL INCREMTL TOTAL #PUMPS #PUMPS NPSH Case NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES Avail. gpm ft ft ft % Hp $ $ ft
-------------------------------------------------------------------------------------------------------------- Hyd Test 23.50 0.00 804.98 805.0 75.00 5. 0.2 0.2 ** ** 33.2 0.0000

N O D E R E S U L T S

NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE

NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
gpm ft ft ft psi
------------------------------------------------------------------------------ Hyd Test 0.00 804.98
J-2 0.00 804.97 640.00 164.97 71.49
J-3 0.00 804.97 648.00 156.97 68.02
J-4 0.00 804.97 642.00 162.97 70.62
J-5 4.70 804.97 652.00 152.97 66.29
J-6 4.70 804.97 651.00 153.97 66.72
J-7 4.70 804.97 644.00 160.97 69.75
J-8 4.70 804.97 645.00 159.97 69.32
J-11 4.70 804.97

M A X I M U M A N D M I N I M U M V A L U E S

P R E S S U R E S

JUNCTION MAXIMUM JUNCTION MINIMUM

NUMBER PRESSURES NUMBER PRESSURES
psi psi
--------------------- ---------------------
J-2 71.49 J-5 66.29
J-4 70.62 J-6 66.72
J-7 69.75 J-3 68.02

V E L O C I T I E S

PIPE MAXIMUM PIPE MINIMUM

NUMBER VELOCITY NUMBER VELOCITY
(ft/s) (ft/s)
--------------------- ---------------------
P-11 0.27 P-6 0.00
P-2 0.10 P-12 0.03
P-3 0.09 P-8 0.03

S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES

NODE FLOWRATE NODE
NAME gpm TITLE
--------------------------------------------
Hyd Test 23.50
NET SYSTEM INFLOW = 23.50
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 23.50

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E
================================================================================ Case: 1
C H A N G E S F O R N E X T S I M U L A T I O N (Change Number = 1 )

Peak Hour Demand

JUNCTION DEMANDS CHANGED - PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY = 0.56760E-06

P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000
gpm ft ft ft/s ft/f ft/f
----------------------------------------------------------------------------------------- P-2 J-2 J-4 52.88 0.02 0.00 0.60 0.37 0.37
P-3 J-2 J-7 83.42 0.01 0.00 0.53 0.32 0.21
P-4 J-4 J-3 0.00 0.00 0.00 0.00 0.00 0.00
P-5 J-5 J-4 -52.88 0.02 0.00 0.34 0.11 0.09
P-6 J-6 J-11 1.64 0.00 0.00 0.01 0.00 0.00
P-7 J-7 J-8 56.16 0.02 0.00 0.36 0.12 0.10
P-8 J-8 J-6 28.90 0.00 0.00 0.18 0.04 0.03
P-11 Hyd Test J-2 136.30 0.11 0.00 1.55 2.15 2.15
P-12 J-11 J-5 -25.62 0.00 0.00 0.16 0.03 0.02

P U M P/L O S S E L E M E N T R E S U L T S
INLET OUTLET PUMP EFFIC- USEFUL INCREMTL TOTAL #PUMPS #PUMPS NPSH Case NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES Avail. gpm ft ft ft % Hp $ $ ft
-------------------------------------------------------------------------------------------------------------- Hyd Test 136.30 0.00 804.43 804.4 75.00 28. 0.2 0.5 ** ** 33.2 1.0000

N O D E R E S U L T S

NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE

NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
gpm ft ft ft psi
------------------------------------------------------------------------------ Hyd Test 0.00 804.43
J-2 0.00 804.32 640.00 164.32 71.21
J-3 0.00 804.30 648.00 156.30 67.73
J-4 0.00 804.30 642.00 162.30 70.33
J-5 27.26(5.80) 804.28 652.00 152.28 65.99
J-6 27.26(5.80) 804.28 651.00 153.28 66.42
J-7 27.26(5.80) 804.31 644.00 160.31 69.47
J-8 27.26(5.80) 804.28 645.00 159.28 69.02
J-11 27.26(5.80) 804.28

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E

M A X I M U M A N D M I N I M U M V A L U E S

P R E S S U R E S

JUNCTION MAXIMUM JUNCTION MINIMUM

NUMBER PRESSURES NUMBER PRESSURES
psi psi
--------------------- ---------------------
J-2 71.21 J-5 65.99
J-4 70.33 J-6 66.42
J-7 69.47 J-3 67.73

V E L O C I T I E S

PIPE MAXIMUM PIPE MINIMUM

NUMBER VELOCITY NUMBER VELOCITY
(ft/s) (ft/s)
--------------------- ---------------------
P-11 1.55 P-6 0.01
P-2 0.60 P-12 0.16
P-3 0.53 P-8 0.18

S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES

NODE FLOWRATE NODE
NAME gpm TITLE
--------------------------------------------
Hyd Test 136.30
NET SYSTEM INFLOW = 136.30
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 136.30
================================================================================ Case: 2
C H A N G E S F O R N E X T S I M U L A T I O N (Change Number = 2 )

Maximum Day Demand plus 1,750 Fire Flow split between Node 5 and 6

JUNCTION DEMANDS CHANGED - PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY = 0.38947E-05

P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000
gpm ft ft ft/s ft/f ft/f
----------------------------------------------------------------------------------------- P-2 J-2 J-4 890.60 3.47 0.00 10.11 69.40 69.40
P-3 J-2 J-7 926.88 0.74 0.54 5.92 31.99 18.41
P-4 J-4 J-3 0.00 0.00 0.00 0.00 0.00 0.00
P-5 J-5 J-4 -890.60 3.42 1.25 5.68 23.37 17.10
P-6 J-6 J-11 -613.44 0.86 0.18 3.92 10.36 8.57
P-7 J-7 J-8 913.72 3.76 0.79 5.83 21.70 17.93
P-8 J-8 J-6 900.56 2.79 1.54 5.75 27.07 17.45
P-11 Hyd Test J-2 1817.48 13.00 0.00 20.62 260.05 260.05 P-12 J-11 J-5 -626.60 0.80 0.19 4.00 10.98 8.91

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E

P U M P/L O S S E L E M E N T R E S U L T S
INLET OUTLET PUMP EFFIC- USEFUL INCREMTL TOTAL #PUMPS #PUMPS NPSH Case NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES Avail. gpm ft ft ft % Hp $ $ ft
-------------------------------------------------------------------------------------------------------------- Hyd Test 1817.48 0.00 741.19 741.2 75.00 340. 1.4 1.9 ** ** 33.2 2.0000

N O D E R E S U L T S

NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE

NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
gpm ft ft ft psi
------------------------------------------------------------------------------ Hyd Test 0.00 741.19
J-2 0.00 728.19 640.00 88.19 38.21
J-3 0.00 724.72 648.00 76.72 33.24
J-4 0.00 724.72 642.00 82.72 35.84
J-5 264.00( ** ) 720.04 652.00 68.04 29.49
J-6 1514.00( ** ) 718.02 651.00 67.02 29.04
J-7 13.16(2.80) 726.91 644.00 82.91 35.93
J-8 13.16(2.80) 722.35 645.00 77.35 33.52
J-11 13.16(2.80) 719.06

M A X I M U M A N D M I N I M U M V A L U E S

P R E S S U R E S

JUNCTION MAXIMUM JUNCTION MINIMUM

NUMBER PRESSURES NUMBER PRESSURES
psi psi
--------------------- ---------------------
J-2 38.21 J-6 29.04
J-7 35.93 J-5 29.49
J-4 35.84 J-3 33.24

V E L O C I T I E S

PIPE MAXIMUM PIPE MINIMUM

NUMBER VELOCITY NUMBER VELOCITY
(ft/s) (ft/s)
--------------------- ---------------------
P-11 20.62 P-6 3.92
P-2 10.11 P-12 4.00
P-3 5.92 P-5 5.68

S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES

NODE FLOWRATE NODE
NAME gpm TITLE
--------------------------------------------
Hyd Test 1817.48
NET SYSTEM INFLOW = 1817.48
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 1817.48

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E
================================================================================ Case: 3
C H A N G E S F O R N E X T S I M U L A T I O N (Change Number = 3 )

Maximum Day Demand plus 1,750 Fire Flow split between Node 8 and 6

JUNCTION DEMANDS CHANGED - PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY = 0.39173E-07

P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 1000
gpm ft ft ft/s ft/f ft/f
----------------------------------------------------------------------------------------- P-2 J-2 J-4 804.02 2.87 0.00 9.12 57.42 57.42
P-3 J-2 J-7 1013.46 0.87 0.65 6.47 37.96 21.72
P-4 J-4 J-3 0.00 0.00 0.00 0.00 0.00 0.00
P-5 J-5 J-4 -804.02 2.83 1.02 5.13 19.26 14.15
P-6 J-6 J-11 -777.70 1.33 0.29 4.96 16.17 13.30
P-7 J-7 J-8 1000.30 4.45 0.95 6.38 25.72 21.20
P-8 J-8 J-6 736.30 1.92 1.03 4.70 18.45 12.02
P-11 Hyd Test J-2 1817.48 13.00 0.00 20.62 260.05 260.05 P-12 J-11 J-5 -790.86 1.23 0.30 5.05 17.02 13.72

P U M P/L O S S E L E M E N T R E S U L T S
INLET OUTLET PUMP EFFIC- USEFUL INCREMTL TOTAL #PUMPS #PUMPS NPSH Case NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST COST PARALLEL SERIES Avail. gpm ft ft ft % Hp $ $ ft
-------------------------------------------------------------------------------------------------------------- Hyd Test 1817.48 0.00 741.19 741.2 75.00 340. 16.9 18.8 ** ** 33.2 3.0000

N O D E R E S U L T S

NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE

NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
gpm ft ft ft psi
------------------------------------------------------------------------------ Hyd Test 0.00 741.19
J-2 0.00 728.19 640.00 88.19 38.21
J-3 0.00 725.32 648.00 77.32 33.50
J-4 0.00 725.32 642.00 83.32 36.10
J-5 13.16(2.80) 721.47 652.00 69.47 30.10
J-6 1514.00( ** ) 718.32 651.00 67.32 29.17
J-7 13.16(2.80) 726.67 644.00 82.67 35.82
J-8 264.00( ** ) 721.27 645.00 76.27 33.05
J-11 13.16(2.80) 719.93

9407 Jericho Road Project August 10, 2023
City of La Mesa and Helix Water District Dexter Wilson Eng., Inc.

Computer Model Job 1043-003

Appendix E

M A X I M U M A N D M I N I M U M V A L U E S

P R E S S U R E S

JUNCTION MAXIMUM JUNCTION MINIMUM

NUMBER PRESSURES NUMBER PRESSURES
psi psi
--------------------- ---------------------
J-2 38.21 J-6 29.17
J-4 36.10 J-5 30.10
J-7 35.82 J-8 33.05

V E L O C I T I E S

PIPE MAXIMUM PIPE MINIMUM

NUMBER VELOCITY NUMBER VELOCITY
(ft/s) (ft/s)
--------------------- ---------------------
P-11 20.62 P-8 4.70
P-2 9.12 P-6 4.96
P-3 6.47 P-12 5.05

S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES

NODE FLOWRATE NODE
NAME gpm TITLE
--------------------------------------------
Hyd Test 1817.48
NET SYSTEM INFLOW = 1817.48
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 1817.48
================================================================================

***** HYDRAULIC ANALYSIS COMPLETED *****

Appendix L
Sewer Report

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

i

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)

ii

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

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.

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.

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

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.

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.

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.

APPENDIX A

PRELIMINARY SITE PLAN

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 2346 of 2604

APPENDIX B

CITY OF LA MESA DESIGN CRITERIA, BASE MAPS,

AND AS-BUILT DRAWINGS

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 |

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
Highlighted Sections are

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

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 dn (feet) DEPTH K' (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 Full Layout

APPENDIX D

SEWER SYSTEM CONDITION ASSESSMENT

PIPELINE INSPECTIONS

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Appendix M
EDCO Will Serve Letter

6670 Federal Boulevard • Lemon Grove, California 91945
(619) 287-7555 • Fax: (619) 287-5242 • www.edcodisposal.com • Printed on Recycled Paper 08/14/23
Louisa Feletto
MLC Holdings / Meritage Homes
5 Peters Canyon Road, Suite 310
Irvine, CA 92606
Re: Will Serve Letter for: 9407 Jericho Road, La Mesa, CA 91942 To whom it may concern,
This letter is to confirm that EDCO Waste & Recycling Services, serving as the franchise hauler for the City of La Mesa, will service the above reference property for all waste, recycling, and organics services.

EDCO can service the anticipated volume of rubbish, recycling, and organics as residential service. The project provides adequate facilities to meet those anticipated volumes. The project provides adequate access for EDCO service.

We reviewed the plans provided for the project listed at the above address.

EDCO requires all locations to be operationally safe and accessible for service.

Sincerely,
Fabian Rodriguez
Account Representative

Appendix N
Responses to Comments

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Responses to Comments
This appendix to the Final Initial Study/Mitigated Negative Declaration (IS/MND) for the Jericho Road Residential Project (project) contains copies of all comment letters that were submitted regarding the Draft IS/MND, along with responses to comments in accordance with California Environmental Quality Act (CEQA) Guidelines Section 15105(b). The Draft IS/MND was circulated for public review from September 12, 2024, through October 14, 2024.

A total of three (3) written comment letters were received on the Draft IS/MND from agencies and an individual, as shown in Table 1. Each of the written comment letters has been assigned an alphanumeric label, and the individual comments within each written comment letter are bracketed and numbered. For example, Comment Letter A1 contains six comments that are numbered A1-1 through A1-6.

The responses to each comment on the Draft IS/MND represent a good-faith, reasoned effort to address the environmental issues identified by the comments. Pursuant to Section 15074(b) of the CEQA Guidelines, the City of La Mesa (City), as lead agency, is required to consider all comments received during the public review period, however, written responses to comment letters submitted during the public review period of an MND are not required. Nonetheless, the City is providing the following written responses to each raising environmental issues.

Table 1. Comment Letters and Commenters
Comment Letter Commenter Date Received
Agency
A1 Department of Toxic Substances Control September 25, 2024 A2 California Department of Transportation (Caltrans) October 14, 2024 Individuals
I1 Cheryl and Bruce Potocki October 8, 2024

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Comment Letters Received and Responses to Comments
Comment Letter A1

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Response to Comment Letter A1
Department of Toxic Substances Control (DTSC)
Dave Kereazis, Associate Environmental Planner
September 25, 2024
A1-1 The comment provides a summary of the project description and outlines the necessary approvals for the project. The comment does not raise any specific issues to the adequacy of the Mitigated Negative Declaration (MND), and no further response is required.

A1-2 The comment provides recommendations regarding the use of imported/exported soil and fill material for the project. DTSC suggests testing all imported materials for contaminants in accordance with its Preliminary Endangerment Assessment (PEA) Guidance Manual and references the Clean Imported Fill Material Fact Sheet. Additionally, DTSC advises documenting the origins of any imported fill and conducting soil sampling based on prior land use to ensure the material is suitable for the proposed development. In response, the project developer would be required to comply with regulations related to importing/exporting soils, as applicable, at the time of project construction. These are advisory comments, and no specific issues regarding the adequacy of the project were raised, and therefore no further response is required.

A1-3 The comment advises the project team to visit the DTSC Human and Ecological Risk Office (HERO) webpage for additional information on soil sampling. This is an informational reference, and no concerns or issues regarding the adequacy of the project were raised and therefore, no further response is required.

A1-4 The comment recommends that, prior to the demolition of any structures on the project site, surveys should be conducted for the presence of hazardous materials such as lead-based paint, mercury, asbestoscontaining materials, and polychlorinated biphenyl (PCB) caulk. Any removal or disposal of these materials should comply with California environmental regulations and policies. In response, the project developer would be required to comply with required regulations related to importing/exporting soils, as applicable, at the time of project construction. This includes compliance with San Diego County Air Pollution Control District Rule 1206 for asbestos, which applies to demolition and renovation. As the comment did not raise specific issues regarding the adequacy of the MND, no further response is required.

A1-5 The comment recommends conducting soil sampling near current and former buildings in accordance with the DTSC’s PEA Guidance Manual. This comment was part of the comment about hazardous building materials; thus, it is assumed that the potential concern would be lead in soil from lead-based paint and/or lead containing building materials. The potential for any contaminants related to the onsite structures would be determined as part of a hazardous building materials survey that would be conducted as required. This is an advisory suggestion, and no specific concerns regarding the adequacy of the project were raised, and therefore, no further response is required.

A1-6 The comment expresses the DTSC’s appreciation for the opportunity to comment on the MND for the project. It also offers further assistance and clarification if needed, emphasizing DTSC's commitment to protecting California’s people and environment from toxic substances. No issues regarding the adequacy of the MND were raised and therefore, no further response is required.

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Comment Letter A2

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NOVEMBER 2024

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Response to Comment Letter A2
California Department of Transportation (Caltrans)
Kimberly D. Dodson, Branch Chief
October 14, 2024
A2-1 The California Department of Transportation (Caltrans) expresses appreciation for being included in the environmental review process for the MND for the project. The comment provides a summary of Caltrans’ mission. The comment provides an introduction to comments that follow. The comment does not raise any specific issues related to the adequacy of the MND, and no further response is required.

A2-2 Caltrans states that they view all transportation improvements as opportunities to enhance the integral elements of the transportation network. They emphasize their support for improved transit accommodations that contribute to a complete and integrated transportation system. Caltrans recommends early coordination in locations that may affect both Caltrans and the City of La Mesa.

Additionally, they highlight the importance of maintaining bicycle, pedestrian, and public transit access during construction, noting that mitigation measures to maintain access align with Caltrans’ goals and policies. This comment is informational and does not raise any specific issues related to the adequacy of the MND. No further response is required.

A2-3 Caltrans emphasizes the link between transportation and land use, noting that development can impact traffic on State facilities and affect local vehicle miles traveled. They support collaboration with local agencies to create a safe, interconnected, multi-modal transportation network through smart growth policies. Caltrans encourages the City of La Mesa to coordinate on improvements at jointly managed intersections and interchanges. In response, the City will continue to coordinate with Caltrans on improvements at jointly managed intersections and interchanges. This comment does not raise any specific issues regarding the adequacy of the MND, and no further response is required.

A2-4 The comment states that Caltrans has discretionary authority over highways within its jurisdiction and may issue special permits for vehicles exceeding size or weight limits as specified in the California Vehicle Code. The Caltrans Transportation Permits Issuance Branch manages these permits for oversize/overweight vehicles on the State Highway network. They state that more information is available on the Caltrans website. This comment is informational and does not raise specific issues related to the adequacy of the MND. No further response is required.

A2-5 The comment states that the applicant must be informed that, in accordance with 23 Code of Federal Regulations (CFR) 772, Caltrans is not responsible for existing or future traffic noise impacts associated with I-8 and SR-125. In response, the Applicant is aware of this regulation, and a noise study has been completed for the project. This comment does not raise specific issues related to the adequacy of the MND, and no further response is required.

A2-6 The comment states that Caltrans welcomes the opportunity to be a Responsible Agency under the California Environmental Quality Act (CEQA) due to its discretionary authority over a portion of the project within its right-of-way (R/W) through the encroachment permit process. Caltrans looks forward to coordinating efforts to ensure that it can adopt the alternative and/or mitigation measures for its R/W. This comment does not raise specific issues related to the adequacy of the MND, and no further response is required.

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A2-7 The comment states that an encroachment permit will be required for any work within Caltrans’ R/W prior to construction. As part of this process, the applicant must provide approved final environmental documents, corresponding technical studies, and necessary regulatory permits, including a CEQA determination or exemption. The supporting documents must address all environmental impacts within the Caltrans R/W, as well as impacts from avoidance and/or mitigation measures. The project does not require any work within Caltrans R/W. This comment does not raise specific issues related to the adequacy of the MND, and no further response is required.

A2-8 The comment recommends that the project identify and assess potential impacts caused by the project or mitigation efforts within Caltrans’ R/W, including effects on the natural environment and infrastructure such as highways, roadways, structures, intelligent transportation systems, on-ramps, off-ramps, and related features like fencing, lighting, signage, drainage, guardrails, slopes, and landscaping. Caltrans is also interested in any additional mitigation measures identified in the project’s draft Environmental Document. The project does not require any work within Caltrans R/W. A Traffic Assessment was completed for the project and is included as Appendix J to the MND. This comment does not raise specific issues related to the adequacy of the MND, and no further response is required.

A2-9 The comment states that, per Business and Professions Code 8771, a licensed land surveyor is required to perpetuate survey monuments if they are destroyed during construction. In response, the project would not result in destruction of any survey monuments. This comment does not raise specific issues related to the adequacy of the MND, and no further response is required.

A2-10 The comment states that any work within Caltrans’ R/W requires discretionary review and approval, as well as an encroachment permit prior to construction. In response, the project would not require any work in Caltrans R/W. This comment does not raise specific issues related to the adequacy of the MND, and no further response is required.

A2-11 The comment states that additional information on encroachment permits can be found at https://dot.ca.gov/programs/traffic-operations/ep. Projects requiring a Caltrans Encroachment Permit, having completed the Caltrans Local Development Review (LDR) process, and with an approved environmental document must submit documents for the Quality Management Assessment Process (QMAP) via email to [email protected]. Early coordination with Caltrans is strongly advised for all encroachment permits. This comment is informational and does not raise specific issues related to the adequacy of the MND, and no further response is required.

A2-12 The comment includes concluding remarks. The comment does not raise any specific environmental issues related to the adequacy of the MND, and no further response is required.

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Comment Letter I1

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Response to Comment Letter I1
Individual
Cheryl and Bruce Potocki
October 8, 2024
I1-1 The comment serves as an introductory comment. The comment does not raise an issue with the adequacy of the MND and no further response is required.

I1-2 The commenter requests notification of any meetings or hearings related to the proposed project and asks for confirmation that they are added to the project mailing list. In response, the City has confirmed the commenter is included on the project mailing list and will notify the commenter of upcoming project hearings/meetings. The comment does not raise any specific environmental issues related to the adequacy of the MND, and no further response is required.

I1-3 The comment inquiries about the traffic study, noting that traffic strips were placed on Jericho Road and Amaya Drive during the holiday week of Memorial Day, which they claim does not accurately reflect traffic patterns. The commenter states that the study duration was too short, with strips placed Wednesday morning and removed Friday morning, and that one strip on Jericho Road came loose before noon on Wednesday, which could have affected the accuracy. They ask if additional traffic studies are planned and who to contact for more accurate traffic representation. In response to the concerns raised, it is important to clarify that one set of traffic counts were conducted on Thursday, May 30, 2024. This was the second set of traffic counts taken for the supplemental memorandum prepared for the project. While it is true that this data was collected during a holiday week (week of Memorial Day), it is considered acceptable in the San Diego region to conduct traffic counts during holiday weeks, provided that the traffic counts do not occur on the holiday day itself. The first set of traffic counts completed for the project traffic study was conducted on April 18, 2023.

The issue of the ripping or loosening of the pneumatic tubes used to conduct traffic counts happens occasionally due to different factors such as: vehicles turning on top of the tubes or vandalism.

However, the technicians that conduct the counts are prepared when they run into a problem like this and either replace the pneumatic tubes or have a methodology in place to ensure that the readings (traffic counts) they obtained from the tubes is accurate. It should be noted that the traffic count consultant did not encounter any equipment issues or malfunctions; and would have completed a recount if any issues had occurred. The two sets of data that were collected as part of the analysis are outlined below:

1. The first set of traffic counts, conducted on Tuesday, April 18, 2023, on Jericho Road between Broadmoor Drive and Jericho Road, recorded a daily traffic volume of 342 vehicles.

2. The second set, taken on Thursday, May 30, 2024, recorded 347 vehicles for the same road segment.

3. The difference between the two sets of traffic counts (different months and years) for the same roadway segment is within approximately 1%.

Please refer to Appendix J of the MND for additional detail on the project traffic assessment.

I1-4 The comment includes concluding remarks. The comment does not raise any specific environmental issues related to the adequacy of the MND, and no further response is required.

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Mitigation Monitoring and Reporting Program
Initial Study/Mitigated Negative Declaration
Jericho Road Residential
Project
PROJECT NO: 2023-2348
ENVIRONMENTAL DOCUMENT NO: 2024090403
NOVEMBER 2024
Prepared for:

CITY OF LA MESA
8130 Allison Avenue
La Mesa, California 91942
Contact: Laura Traffenstedt
Prepared by:
605 Third Street
Encinitas, California 92024
Contact: Vanessa Scheidel

Printed on 30% post-consumer recycled material.

15823 i
NOVEMBER 2024
Table of Contents
SECTION PAGE NO.
1 Introduction ..........................................................................................................................................................1 2 Mitigation Monitoring and Reporting Program Table.........................................................................................3 TABLE
1 Mitigation Monitoring and Reporting Program...................................................................................................3

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1 Introduction
The California Environmental Quality Act (CEQA) requires that a public agency adopting a Mitigated Negative Declaration (MND) take affirmative steps to determine that approved mitigation measures are implemented after project approval. The lead or responsible agency must adopt a reporting and monitoring program for the mitigation measures incorporated into a project or included as conditions of approval. The program must be designed to ensure compliance with the MND during project implementation (California Public Resources Code, Section 21081.6(a)(1)).

This Mitigation Monitoring and Reporting Program (MMRP) will be used by the City of La Mesa (City) to ensure compliance with adopted mitigation measures identified in the MND for the proposed Jericho Road Residential Project (project) located at 9407 Jericho Road (northwest corner of Jericho Road and Broadmoor Drive) in La Mesa, California when construction begins. The City, as the lead agency, will be responsible for ensuring that all mitigation measures are carried out. Implementation of the mitigation measures would reduce impacts to below a level of significance for air quality, biological resources, cultural resources, geology and soils, noise, transportation, and tribal cultural resources.

The remainder of this MMRP consists of a table that identifies the mitigation measures by resource for each project component. Table 1 identifies the mitigation monitoring and reporting requirements, list of mitigation measures, party responsible for implementing mitigation measures, timing for implementation of mitigation measures, agency responsible for monitoring of implementation, and date of completion. With the MND and related documents, this MMRP will be kept on file at the following location:

City of La Mesa
Community Development Department
8130 Allison Avenue
La Mesa, California 91942

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2 Mitigation Monitoring and Reporting Program Table
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
Air Quality
MM-AQ-1: Prior to the commencement of
construction activities for the project, the Applicant
shall require its construction contractor to
demonstrate that all 25-horsepower or greater
diesel-powered equipment is powered with California
Air Resources Board–certified Tier 4 Final engines,
and that all construction equipment with engines
less than 25 horsepower be electrically powered.

An exemption from this requirement may be granted
if (1) the Applicant documents equipment with Tier 4
Final and electric engines are not reasonably
available, and (2) the required corresponding
reductions in criteria air pollutant emissions can be
achieved for the project from other combinations of
construction equipment. Before an exemption may
be granted, the Applicant’s construction contractor
shall (1) demonstrate that at least two construction
fleet owners/operators in the City of La Mesa or
County of San Diego were contacted and that those
owners/operators confirmed Tier 4 Final and electric
equipment could not be located within the City of La
Mesa or County of San Diego during the desired
construction schedule; and (2) the proposed
replacement equipment has been evaluated using
California Emissions Estimator Model (CalEEMod) or
other industry standard emission estimation method
and documentation provided to the City to confirm
Prior to
construction
Project applicant and
their construction
contractor
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 4
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Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
that necessary project-generated emissions
reductions are achieved.

Biological Resources
MM-BIO-1: Nesting Bird Surveys. Constructionrelated ground-disturbing activities (e.g., clearing/grubbing, grading, and other intensive
activities) that occur during the nesting season
(January 15 through August 31) shall require a onetime biological survey for nesting bird species to be conducted by a qualified biologist within the limits of work within 72 hours prior to construction. This
survey is necessary to ensure avoidance of impacts
to nesting raptors and/or birds protected by the
federal Migratory Bird Treaty Act and California Fish
and Game Code, Sections 3503 and 3513. If any
active nests are detected, the area shall be flagged
and mapped on the construction plans or a
biological resources figure, and the information
provided to the construction supervisor and any
personnel working near the nest budder. Active
nests shall have “no work zone” buffers established
around them (e.g., 250 feet for passerines to 500
feet for raptors) by the project biologist in the field with brightly colored flagging tape, conspicuous
fencing, or other appropriate barriers or signage. The
project biologist shall serve as a construction
monitor during those periods when construction
activities occur near active nest areas to avoid
inadvertent impacts to these nests. The project
biologist may adjust the 250-foot or 500-foot
setback at his or her discretion depending on the
species and the location of the nest (e.g., if the nest Prior to and during
construction
Project applicant and
their construction
contractor
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 5
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
is well protected in an area buffered by dense
vegetation). However, if needed, additional qualified
monitor(s) shall be provided in order to monitor
active nest(s) or other project activities in order to
ensure all of the project biologist’s duties are
completed. Once the nest is no longer occupied for
the season as determined by the project biologist,
construction may proceed in the setback areas. If
construction activities, particularly
clearing/grubbing, grading, and other intensive
activities, stop for more than 3 days, an additional
nesting bird survey shall be conducted within the
proposed impact area.

Cultural Resources
MM-CUL-1: Prior to the issuance of a Grading
Permit, the applicant/Property Owner shall enter into
a pre-excavation agreement with the San Pasqual
Band of Mission Indians. A copy of the signed
agreement shall include, but not limited, outlining
provisions and requirements for addressing the
treatment of cultural resources; project grading and
developing scheduling; terms of compensation for
the monitors; treatment and final disposition of any
cultural resources, sacred sites, and human remains
discovered on the site; and establishing on-site
monitoring provisions and/or requirements for
professional Tribal monitors during ground disturbing
activities.

Prior to the
issuance of a
Grading Permit
Project applicant and
their construction
contractor
City of La Mesa
MM-CUL-2: Prior to the issuance of a Grading Permit,
the Applicant/Property Owner or Grading Contractor
shall retain a Qualified Archaeologist/Principal
Prior to the
issuance of a
Grading Permit
Project applicant and
their construction
contractor
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 6
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
Investigator, meeting the Secretary of Interior’s
Standards, to oversee and establish monitoring
efforts as needed (increase, decrease, or
discontinue monitoring frequency) based on the
observed potential for construction activities to
encounter cultural deposits or material.

MM-CUL-3: The Qualified Archaeologist and San
Pasqual Native American Monitor shall attend all
applicable pre-construction meetings with the
General Contractor and/or associated
Subcontractors to present the archaeological
monitoring program. The Qualified Archaeologist and
San Pasqual Native American Monitor shall be
present on-site full-time during all initial ground
disturbing activities to confirm there are no
subsurface deposits. If disturbed sediments (e.g., fill) or other sediments and formations are identified
that do not have the potential to contain cultural
resources, and in consultation with the San Pasqual
Band of Mission Indian, monitoring may be reduced
or terminated.

Prior to
construction
Qualified Archaeologist
and San Pasqual
Native American
Monitor, with
construction contractor
City of La Mesa
MM-CUL-4: In the event cultural resources (sites,
features, or artifacts), are encountered during projectrelated ground disturbing activities, all work occurring within 100 feet of the discovery will immediately stop
until the qualified archaeologist in consultation with
the San Pasqual Native American Monitor shall
evaluate the significance of the find and determine
During
construction
Project applicant and
their construction
contractor; qualified
archaeologist in
consultation with the
San Pasqual Native
American Monitor
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 7
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
whether additional study is warranted. Non-Native
American resources shall be curated at an
appropriate qualified repository in San Diego County
that meets federal standards per 36 CFR Part 79.

In the event Native American Cultural resources are
identified during project-related ground disturbing
activities, the following procedures shall be carried
out for final disposition; One or more of the following treatments, in order of preference, shall be employed
in consultation with the San Pasqual Band of Mission
Indians. Evidence of such shall be provided to the City of La Mesa.

1. Preservation-In-Place of the cultural resources.

Preservation in place means avoiding the resources,
leaving them in the place where they were found with
no development affecting the integrity of the
resource(s).

2. Reburial of the cultural resource(s) on the Project
property. The Preservation Site(s) will be located
within the Project site development envelope of the
Project, as determined by the San Pasqual Band of
Mission Indians and the Applicant/Property Owner.

The measures for reburial shall include, at least, the
following: Measures and provisions to protect the
future reburial area from any future impacts in

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 8
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
perpetuity. Reburial shall not occur until all legally
required cataloging and basic recordation have been
completed, with an exception that sacred items,
burial goods, and Native American human remains
are excluded. Any reburial process shall be culturally
appropriate. Listing of contents and location of the
reburial shall be included in the confidential
Monitoring Report.

3. If there are no areas to repatriate any cultural
resource(s) that are found on the Project property, the San Pasqual Band of Mission Indians will take
possession of the cultural resource(s) and will
repatriate the cultural resource(s) at a later time.

MM-CUL-5: Prior to the release of the grading bond, a
monitoring report and/or evaluation report, if
appropriate, which describes the results, analysis,
and conclusions of the archaeological monitoring
program, shall be submitted by the Qualified
Archaeologist, along with the San Pasqual Native
American monitor’s notes and comments, to the City
of La Mesa for approval. The monitoring report shall
be submitted to the South Coastal Information Center.

Prior to the release
of the grading
bond
Project applicant and
their construction
contractor; qualified
Archaeologist, along
with the San Pasqual
Native American
monitor
City of La Mesa
MM-CUL-6: In accordance with Section 7050.5 of
the California Health and Safety Code, if human
remains are found, the County Coroner shall be
notified within 24 hours of the discovery. No further
During
construction
Project applicant and
their construction
contractor; qualified
Archaeologist, along
with the San Pasqual
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 9
NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
excavation or disturbance of the site or any nearby
area reasonably suspected to overlie adjacent
remains shall occur until the County Coroner has
determined, within two working days of notification
of the discovery, the appropriate treatment and
disposition of the human remains. If the remains are
determined to be Native American, the Coroner shall
notify the Native American Heritage Commission
(NAHC) in Sacramento within 24 hours. In
accordance with California Public Resources Code,
Section 5097.98, the NAHC must immediately notify
those persons it believes to be the most likely
descended (MLD) from the deceased Native
American. The MLD shall complete their inspection
within 48 hours of being granted access to the site.

The designated Native American representative
would then determine, in consultation with the
Applicant/Property Owner, the disposition of the
human remains.

Native American
monitor
Geology and Soils
MM-GEO-1: Paleontological Resources Impact
Mitigation Program and Paleontological Monitoring.

Prior to commencement of any grading activity on
site, the applicant/developer or its designee shall
retain a qualified paleontologist per the Society of
Vertebrate Paleontology (SVP) 2010 guidelines to
prepare a Paleontological Resources Impact
Mitigation Program (PRIMP) for the project. The
Prior to
construction
Project applicant and
their construction
contractor
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 10 NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
PRIMP shall be consistent with the SVP 2010
guidelines and outline requirements for:
preconstruction meeting attendance and worker
environmental awareness training; where
paleontological monitoring is required within the
project site based on construction plans and/or
geotechnical reports; and, procedures for
construction monitoring, fossil salvage and data
recovery, laboratory preparation and curation of the
fossils into the permanent fossil collections of an
appropriate regional repository and production of a
final paleontological mitigation report.

In addition, a qualified paleontological monitor shall
be on site during initial rough grading and other
significant ground-disturbing activities (including
augering greater than 2 feet in diameter) in areas
underlain by the Mission Valley formation or
Pomerado Conglomerate. No paleontological
monitoring is necessary during ground disturbance
within artificial fill, if determined to be present. In the event that paleontological resources (e.g., fossils)
are unearthed during grading, the paleontological
monitor shall temporarily halt and/or divert grading
activity to allow recovery of paleontological
resources. The area of discovery shall be roped off
with a 50-foot radius buffer. Once documentation
and collection of the find is completed, the monitor
shall allow grading to recommence in the area of the
find. Any fossil lab or curation costs (if necessary due

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 11 NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
to fossil recovery) are the responsibility of the City of La Mesa or its designee.

Noise
MM-NOI-1: Temporary Construction Noise Reduction.

The Project applicant or its contractor would
implement one or more of the following options for
on-site noise control and sound abatement means
that, in aggregate, would yield a minimum of 16 dBA
of construction noise reduction during the site
preparation phase of the Project:
• Administrative controls (e.g., reduce
operating time of equipment and/or prohibit
usage of equipment type[s] within certain
distances to a nearest receiving occupied
off-site property).
• Engineering controls (change equipment
operating parameters [speed, capacity, etc.],
or install features or elements that otherwise
reduce equipment noise emission [e.g.,
upgrade engine exhaust mufflers]).
• Install noise abatement on the site boundary
fencing (or within, as practical and
appropriate) in the form of sound blankets
or comparable temporary solid barriers to
occlude construction noise emission
between the site (or specific equipment
During
construction
Project applicant and
their construction
contractor
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 12 NOVEMBER 2024
Table 1 Mitigation Monitoring and Reporting Program
Mitigation Measure
Implementation
Timing
Party Responsible
for Implementation
Party Responsible
for Monitoring
Date of Completion/
Notes
operation as the situation may define) and
the noise-sensitive receptor(s) of concern.

Transportation
MM-TRA-1: Sight Distance. The project
applicant/developer shall be required to maintain
trimmed 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. Furthermore, the
applicant/developer shall install W2-1 signs (Cross
Road Signs) along the northbound approach of
Jericho Road to indicate the presence of driveways
and the possibility of turning or entering traffic.

Installation of these W2-1 signs shall be in
accordance with the California Manual on Uniform
Traffic Control Devices (MUTCD) (version 2014
revision 7) and be coordinated with City of La Mesa
staff and satisfaction of the City Traffic Engineer.

Prior to and during
construction
Project applicant and
their construction
contractor
City of La Mesa

Jericho Road Residential Project - Mitigation Monitoring and Reporting Program 15823 13 NOVEMBER 2024

INTENTIONALLY LEFT BLANK

Appendix J
Traffic Assessment Letter

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.

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^

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

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/.

! ! !
 


 


 


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

! ! !
 


 


 


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
#

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

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.

! ! !
#$
#$ #$
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


! ! !
 
 
 
 
 
 
  
  
  
  
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

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.

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.

! ! !
  
  
  
  
 
 
 
  
  
  
  
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

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.

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)

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

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’

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’

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’

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’

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

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.

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.

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

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

Department of Public Works
Development Review Process for Traffic

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.

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

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

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

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

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

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

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 2482 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 2483 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

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

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

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

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 2488 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 2489 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

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

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

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

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 2494 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 2495 of 2604 951-268-6268

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

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

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

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

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

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 ----

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

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

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 - -

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

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

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

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 - -

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

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

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 - -

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

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

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

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.

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.

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.

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^

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

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

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.

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

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.

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 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.

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

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.

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.

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 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.

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

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.

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

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

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.

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

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.

Attachment A
Traffic Count Sheets

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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