cc 2022 AR 08/23 camino largo residential development p21-0300 — Vista City Council, August 23, 2022 (part 4 of 6)

Soil Drainage Class: Moderately well drained
Hydric Status: Not hydric
Corrosion Potential- Uncoated Steel: High
Depth to Bedrock Min: >0 inches
Depth to Watertable Min: >0 inches
Soil Layer Information
Boundary Classification Saturated
hydraulic
Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil conductivity Soil Reaction micro m/sec (pH)
1 0 inches 7 inches sandy loam Silt-Clay COARSE-GRAINED Max:4 Max:7.8 Materials(more SOILS,Sands, Min: 1.4 Min:7.4 than 35 pct. Sands with fines,
passing No. Silty Sand.
200),Silty
Soils.

TC6456522.2s Page A-9

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY
Soil Layer Information
Boundary Classification Saturated
hydraulic
Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil conductivity Soil Reaction micro m/sec (pH)
2 7 inches 24 inches clay loam Silt-Clay COARSE-GRAINED Max:4 Max:7.8 Materials(more SOILS,Sands, Min: 1.4 Min:7.4 than 35 pct. Sands with fines,
passing No. Silty Sand.
200),Silty
Soils.
3 24 inches 33 inches clay loam Silt-Clay COARSE-GRAINED Max:4 Max:7.8 Materials(more SOILS,Sands, Min: 1.4 Min:7.4 than 35 pct. Sands with fines,
passing No. Silty Sand.
200),Silty
Soils.
4 33 inches 44 inches sandy loam Silt-Clay COARSE-GRAINED Max:4 Max:7.8 Materials(more SOILS,Sands, Min: 1.4 Min:7.4 than 35 pct. Sands with fines,
passing No. Silty Sand.
200),Silty
Soils.
5 44 inches 59 inches sandy loam Silt-Clay COARSE-GRAINED Max:4 Max:7.8 Materials(more SOILS,Sands, Min: 1.4 Min:7.4 than 35 pct. Sands with fines,
passing No. Silty Sand.
200),Silty
Soils.

Soil Map ID: 5
Soil Component Name: FALLBROOK
Soil Surface Texture: sandy loam
Hydrologic Group: Class C-Slow infiltration rates. Soils with layers impeding downward movement of water, or soils with moderately fine or fine textures.

Soil Drainage Class: Well drained
Hydric Status: Not hydric
Corrosion Potential- Uncoated Steel: Moderate
Depth to Bedrock Min: >0 inches
Depth to Watertable Min: >0 inches
TC6456522.2s Page A-10

Materials(more Min:
than 35 pct.
passing No.
200),Silty
Soils.
2 1 inches 24 inches sandy clay loam Silt-Clay Not reported Max: Max: Min:

Materials(more Min:
than 35 pct.
passing No.
200),Silty
Soils.
3 24 inches 27 inches sandy loam Silt-Clay Not reported Max: Max: Min:

Materials(more Min:
than 35 pct.
passing No.
200),Silty
Soils.
4 27 inches 31 inches weathered Silt-Clay Not reported Max: Max: Min:
bedrock Materials(more Min:
than 35 pct.
passing No.
200),Silty
Soils.

Soil Map ID: 6
Soil Component Name: DIABLO
Soil Surface Texture: clay
Hydrologic Group: Class D-Very slow infiltration rates. Soils are clayey, have a high water table, or are shallow to an impervious layer.

Soil Drainage Class: Well drained
Hydric Status: Not hydric
Corrosion Potential- Uncoated Steel: High
Depth to Bedrock Min: >0 inches
Depth to Watertable Min: >0 inches
TC6456522.2s Page A-11

Materials(more Min:
than 35 pct.
passing No.
200),Clayey
Soils.
2 14 inches 31 inches clay Silt-Clay Not reported Max: Max: Min:

Materials(more Min:
than 35 pct.
passing No.
200),Clayey
Soils.
3 31 inches 35 inches weathered Silt-Clay Not reported Max: Max: Min:
bedrock Materials(more Min:
than 35 pct.
passing No.
200),Clayey
Soils.

LOCAL/REGIONAL WATER AGENCY RECORDS
EDR Local/Regional Water Agency records provide water well information to assist the environmental professional in assessing sources that may impact ground water flow direction, and in forming an opinion about the impact of contaminant migration on nearby drinking water wells.

WELL SEARCH DISTANCE INFORMATION
DATABASE SEARCH DISTANCE(miles)
Federal USGS 1.000
Federal FRDS PWS Nearest PWS within 1 mile
State Database 1.000

FEDERAL USGS WELL INFORMATION

LOCATION
MAP ID WELL ID FROM TP
A4 USGS40000130976 0- 1/8 Mile ESE
A5 USGS40000130967 0- 1/8 Mile SE
A6 USGS40000130968 0- 1/8 Mile SE
A7 USGS40000130953 0- 1/8 Mile SSW
A8 USGS40000130954 0- 1/8 Mile SSW
TC6456522.2s Page A-12

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY

FEDERAL USGS WELL INFORMATION

LOCATION
MAP ID WELL ID FROM TP
139 USGS40000130955 0-1/8 Mile SSW
C10 USGS40000131005 0-1/8 Mile NE
1311 USGS40000130956 0-1/8 Mile SSW
B12 USGS40000130945 0-1/8 Mile SSW
D17 USGS40000131030 0-1/8 Mile North
C20 USGS40000131029 1/8-1/4 Mile NNE
C22 USGS40000130997 1/8-1/4 Mile ENE
E23 USGS40000130999 1/8-1/4 Mile WNW
B24 USGS40000130926 1/8-1/4 Mile SSW
F26 USGS40000130905 1/8-1/4 Mile South
F31 USGS40000130883 1/8-1/4 Mile South
G32 USGS40000130966 1/4-1/2 Mile East
H33 USGS40000130906 1/4-1/2 Mile WSW
35 USGS40000131093 1/2-1 Mile NE
136 USGS40000130992 1/2-1 Mile West
137 USGS40000131000 1/2-1 Mile West
138 USGS40000130998 1/2-1 Mile West
J41 USGS40000131001 1/2-1 Mile West
K42 USGS40000131174 1/2-1 Mile NNW
J47 USGS40000131002 1/2-1 Mile West
L48 USGS40000130826 1/2-1 Mile WSW
L49 USGS40000130827 1/2-1 Mile WSW
M51 USGS40000131018 1/2-1 Mile West
M52 USGS40000131019 1/2-1 Mile West
M53 USGS40000131041 1/2-1 Mile WNW
N54 USGS40000131212 1/2-1 Mile NNW
055 USGS40000130969 1/2-1 Mile West
P61 USGS40000131213 1/2-1 Mile NNW
P62 USGS40000131214 1/2-1 Mile NNW
63 USGS40000131254 1/2-1 Mile North
Q67 USGS40000131180 1/2-1 Mile NW
R71 USGS40000131285 1/2-1 Mile NNW

FEDERAL FRDS PUBLIC WATER SUPPLY SYSTEM INFORMATION

LOCATION
MAP ID WELL ID FROM TP
No PWS System Found
Note: PWS System location is not always the same as well location.

STATE DATABASE WELL INFORMATION

LOCATION
MAP ID WELL ID FROM TP
Al CADWR8000001205 0- 1/8 Mile SE
A2 CADWR8000001199 0- 1/8 Mile SSE
A3 CADWR8000001198 0- 1/8 Mile SSE
B13 CADWR8000001187 0- 1/8 Mile SW
B14 CADWR8000001189 0- 1/8 Mile SW
TC6456522.2s Page A-13

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY

STATE DATABASE WELL INFORMATION

LOCATION
MAP ID WELL ID FROM TP
B15 CADWR8000001190 0- 1/8 Mile SW
B16 CADWR8000001188 0- 1/8 Mile SW
C18 CADWR8000001237 1/8- 1/4 Mile NNE
D19 CADWR8000001238 1/8- 1/4 Mile NNW
B21 CADWR8000001182 1/8- 1/4 Mile SW
25 CADWR8000001170 1/8- 1/4 Mile SW
G27 CADWR8000001197 1/8- 1/4 Mile ESE
E28 CADWR8000001222 1/8- 1/4 Mile WNW
F29 CADWR8000001154 1/8- 1/4 Mile SSW
F30 CADWR8000001138 1/8- 1/4 Mile South
H34 CADWR8000001155 1/4- 1/2 Mile WSW
139 CADWR8000001217 1/2- 1 Mile West
140 CADWR8000001223 1/2- 1 Mile West
J43 CADWR8000001221 1/2- 1 Mile West
J44 CADWR0000030667 1/2- 1 Mile West
K45 CADWR8000001349 1/2- 1 Mile NNW
J46 CAUSGSN00005798 1/2- 1 Mile West
J50 CADWR8000001224 1/2- 1 Mile West
L56 CADWR8000001102 1/2- 1 Mile WSW
L57 CADWR8000001103 1/2- 1 Mile WSW
N58 CADWR8000001379 1/2- 1 Mile NNW
M59 CADWR8000001230 1/2- 1 Mile West
M60 CADWR8000001231 1/2- 1 Mile West
M64 CADWR8000001246 1/2- 1 Mile WNW
P65 CADWR8000001380 1/2- 1 Mile NNW
P66 CADWR8000001381 1/2- 1 Mile NNW
068 CADWR8000001200 1/2- 1 Mile West
Q69 CADWR8000001353 1/2- 1 Mile NW
R70 CAUSGSN00009018 1/2- 1 Mile NNW
R72 CADWR0000001808 1/2- 1 Mile NNW
R73 CADWR8000001425 1/2- 1 Mile NNW
TC6456522.2s Page A-14

PHYSICAL SETTING SOURCE MAP - 6456522.2S
0 0
tiO ° a4p48o
3 I�3W
0 D o i6
ti
2gp
O 400 p g2
1 p o 1 Utc .S t 4 0 r
y O o
e 2 p �o O
1 U
'a p
� Stiff
140
J O
4 0
a o
r ti �3zo
5 e�
320 40 °
D 0 s orne t o ti
80 ti0
400
1 e° Zg0 O= 7 o O O
0 a
31 0
0 o b
o
J e 60
� 560
O �
c 0
3 0
0 4
Ce
k t o
e o W bier r o E o or o
0 0
A �
400 CA
9 o a
b
O
o
o O o 0 0
1b 360 40
County Boundary 0 114 112 1 Miles
N Major Roads
N Contour Lines Groundwater Flow Direction
N Earthquake Fault Lines ffD Indeterminate Groundwater Flow at Location 0 Earthquake epicenter,Richter 5 or greater c v Groundwater Flow Varies at Location ® Water Wells H D Closest Hydrogeological Data © Public Water Supply Wells • Oil,gas or related wells ® Cluster of Multiple Icons
SITE NAME: Camino Largo CLIENT: Geocon Env.Consultants, Inc.

ADDRESS: N. Sante Fe Ave CONTACT: Cole Mikesell Vista CA 92084 INQUIRY#: 6456522.2s
LAT/LONG: 33.234354/1 1 7.248487 DATE: April 20,2021 11:36 am Copyright cg 2021 EDR,Inc.0 2015 TornTom Rai.2015.

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
Al
SE CA WELLS CADWR8000001205
0-1/8 Mile
Lower
State Well#: 11SO4W12JO03S Station ID: 33983 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported A2
SSE CA WELLS CADWR8000001199
0-1/8 Mile
Lower
State Well#: 11SO4W12JO05S Station ID: 33984 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported A3
SSE CA WELLS CADWR8000001198
0-1/8 Mile
Lower
State Well#: 11SO4W12JO04S Station ID: 15253 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported A4
ESE FED USGS USGS40000130976
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12J003S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 26 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 4.00 Feet to sea level: Not Reported Note: Not Reported
TC6456522.2s Page A-16

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
A5
SE FED USGS USGS40000130967
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12J004S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: Not Reported Well Depth Units: Not Reported Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 1.00 Feet to sea level: Not Reported Note: Not Reported
A6
SE FED USGS USGS40000130968
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12J005S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 20 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 1.00 Feet to sea level: Not Reported Note: Not Reported
A7
SSW FED USGS USGS40000130953
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011S004W12J001S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 26 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported TC6456522.2s Page A-17

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 7.00 Feet to sea level: Not Reported Note: Not Reported
A8
SSW FED USGS USGS40000130954
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12J002S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 13 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 7.00 Feet to sea level: Not Reported Note: Not Reported
B9
SSW FED USGS USGS40000130955
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12K001 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: Not Reported Well Depth Units: Not Reported Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 7.00 Feet to sea level: Not Reported Note: Not Reported
C10
NE FED USGS USGS40000131005
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12H002S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported TC6456522.2s Page A-18

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Well Depth: 38 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported 11311
SSW FED USGS USGS40000130956
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12K002S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 14 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 9.00 Feet to sea level: Not Reported Note: Not Reported
B12
SSW FED USGS USGS40000130945
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12K003S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 18 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 6.00 Feet to sea level: Not Reported Note: Not Reported
B13
SW CA WELLS CADWR8000001187
0-1/8 Mile
Lower
State Well#: 11SO4W12J001S Station ID: 33982 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported TC6456522.2s Page A-19

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
B14
SW CA WELLS CADWR8000001189
0-1/8 Mile
Lower
State Well#: 11SO4W12K001S Station ID: 33985 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported B15
SW CA WELLS CADWR8000001190
0-1/8 Mile
Lower
State Well#: 11SO4W12K002S Station ID: 15256 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported B16
SW CA WELLS CADWR8000001188
0-1/8 Mile
Lower
State Well#: 11SO4W12JO02S Station ID: 15252 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported D17
North FED USGS USGS40000131030
0-1/8 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12H001 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 60 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 27.00 Feet to sea level: Not Reported Note: Not Reported
TC6456522.2s Page A-20

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
C18
NNE CA WELLS CADWR8000001237
1/8-1/4 Mile
Lower
State Well#: 11SO4W12H003S Station ID: 15251 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported D19
NNW CA WELLS CADWR8000001238
1/8-1/4 Mile
Lower
State Well#: 11SO4W12H001S Station ID: 15250 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported C20
NNE FED USGS USGS40000131029
1/8-1/4 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12H003S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 49 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 29.00 Feet to sea level: Not Reported Note: Not Reported
B21
SW CA WELLS CADWR8000001182
1/8-1/4 Mile
Lower
State Well#: 11SO4W12K003S Station ID: 33986 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported TC6456522.2s Page A-21

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
C22
ENE FED USGS USGS40000130997
1/8-1/4 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12H004S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: Not Reported Well Depth Units: Not Reported Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported E23
WNW FED USGS USGS40000130999
1/8-1/4 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12G001 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: Not Reported Well Depth Units: Not Reported Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 16.00 Feet to sea level: Not Reported Note: Not Reported
B24
SSW FED USGS USGS40000130926
1/8-1/4 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12K004S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 34 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 6.00 Feet to sea level: Not Reported Note: Not Reported
TC6456522.2s Page A-22

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
25 SW CA WELLS CADWR8000001170
1/8-1/4 Mile
Lower
State Well#: 11SO4W12K004S Station ID: 15257 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported F26
South FED USGS USGS40000130905
1/8-1/4 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12J006S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 91 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: -4.00 Feet to sea level: Not Reported Note: Not Reported
G27
ESE CA WELLS CADWR8000001197
1/8-1/4 Mile
Lower
State Well#: 11S03W07M001S Station ID: 12784 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported E28
WNW CA WELLS CADWR8000001222
1/8-1/4 Mile
Lower
State Well#: 11SO4W12G001S Station ID: 33981 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported TC6456522.2s Page A-23

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
F29
SSW CA WELLS CADWR8000001154
1/8-1/4 Mile
Lower
State Well#: 11SO4W12JO06S Station ID: 15254 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported F30
South CA WELLS CADWR8000001138
1/8-1/4 Mile
Lower
State Well#: 11SO4W12JO07S Station ID: 15255 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported F31
South FED USGS USGS40000130883
1/8-1/4 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12J007S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 32 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 5.00 Feet to sea level: Not Reported Note: Not Reported
G32
East FED USGS USGS40000130966
1/4-1/2 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S003W07M001 S Type: Well Description: Not Reported HUC: 18070302 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: 1937 Well Depth: 52 Well Depth Units: ft
TC6456522.2s Page A-24

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1966-03-01 Feet below surface: 5.00 Feet to sea level: Not Reported Note: Not Reported
H33
WSW FED USGS USGS40000130906
1/4-1/2 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011S004W12L001S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: 1954 Well Depth: 76 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-12-01 Feet below surface: 3.00 Feet to sea level: Not Reported Note: Not Reported
H34
WSW CA WELLS CADWR8000001155
1/4-1/2 Mile
Lower
State Well#: 11SO4W12L001S Station ID: 15258 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported 35 NE FED USGS USGS40000131093
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S003W07D001 S Type: Well Description: Not Reported HUC: 18070302 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: Not Reported Well Depth Units: Not Reported Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported TC6456522.2s Page A-25

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
136
West FED USGS USGS40000130992
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12F001 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 21 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 6.00 Feet to sea level: Not Reported Note: Not Reported
137
West FED USGS USGS40000131000
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12E004S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 13 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-12-01 Feet below surface: 2.00 Feet to sea level: Not Reported Note: Not Reported
138
West FED USGS USGS40000130998
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12E002S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 26 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported TC6456522.2s Page A-26

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 7.00 Feet to sea level: Not Reported Note: Not Reported
139
West CA WELLS CADWR8000001217
1/2-1 Mile
Lower
State Well#: 11SO4W12F001S Station ID: 15249 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported 140
West CA WELLS CADWR8000001223
1/2-1 Mile
Lower
State Well#: 11SO4W12E004S Station ID: 33979 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported J41
West FED USGS USGS40000131001
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12E003S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 3 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported K42
NNW FED USGS USGS40000131174
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 SO04W01 QO02S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 38 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported TC6456522.2s Page A-27

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 10.00 Feet to sea level: Not Reported Note: Not Reported
J43
West CA WELLS CADWR8000001221
1/2-1 Mile
Lower
State Well#: 11SO4W12E002S Station ID: 15246 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported J44
West CA WELLS CADWR0000030667
1/2-1 Mile
Lower
Well ID: 11SO4W12E001S Well Type: UNK
Source: Department of Water Resources
Other Name: 11SO4W12E001S GAMA PFAS Testing: Not Reported Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=DWR&samp_ date=&global_id=&assigned_name=11 SO4Wl2EO01 S&store_num= GeoTracker Data: Not Reported
K45
NNW CA WELLS CADWR8000001349
1/2-1 Mile
Lower
State Well#: 11SO4W01Q002S Station ID: 12965 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported J46
West CA WELLS CAUSGSN00005798
1/2-1 Mile
Lower
Well ID: USGS-331406117153401 Well Type: UNK Source: United States Geological Survey
Other Name: USGS-331406117153401 GAMA PFAS Testing: Not Reported Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=USGSNEW&s amp_date=&global_id=&assigned_name=USGS-331406117153401&store_num= GeoTracker Data: Not Reported
TC6456522.2s Page A-28

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
J47
West FED USGS USGS40000131002
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12E001 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 36 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 5.00 Feet to sea level: Not Reported Note: Not Reported
L48
WSW FED USGS USGS40000130826
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12N001 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 44 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-12-01 Feet below surface: 15.00 Feet to sea level: Not Reported Note: Not Reported
L49
WSW FED USGS USGS40000130827
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12N002S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 105 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported TC6456522.2s Page A-29

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-12-01 Feet below surface: 8.00 Feet to sea level: Not Reported Note: Not Reported
J50
West CA WELLS CADWR8000001224
1/2-1 Mile
Lower
State Well#: 11SO4W12E001S Station ID: 33978 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported M51
West FED USGS USGS40000131018
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12E006S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 36 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-12-01 Feet below surface: 3.00 Feet to sea level: Not Reported Note: Not Reported
M52
West FED USGS USGS40000131019
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12E007S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 29 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-12-01 Feet below surface: 5.00 Feet to sea level: Not Reported Note: Not Reported
TC6456522.2s Page A-30

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
M53
WNW FED USGS USGS40000131041
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12E005S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 48 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-12-01 Feet below surface: 26.00 Feet to sea level: Not Reported Note: Not Reported
N54
NNW FED USGS USGS40000131212
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 SO04W01 QO01 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: California Coastal Basin aquifers
Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 56 Well Depth Units: ft Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 19.00 Feet to sea level: Not Reported Note: Not Reported
055
West FED USGS USGS40000130969
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 S004W12M001 S Type: Well Description: Not Reported HUC: 18070302 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: Other aquifers Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: 1961 Well Depth: 26 Well Depth Units: ft
Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported TC6456522.2s Page A-31

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Ground water Ievels,Number of Measurements: 1 Level reading date: 1966-12-01 Feet below surface: 7.00 Feet to sea level: Not Reported Note: Not Reported
L56
WSW CA WELLS CADWR8000001102
1/2-1 Mile
Lower
State Well#: 11SO4W12N001S Station ID: 15259 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported L57
WSW CA WELLS CADWR8000001103
1/2-1 Mile
Lower
State Well#: 11SO4W12N002S Station ID: 15260 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported N58
NNW CA WELLS CADWR8000001379
1/2-1 Mile
Lower
State Well#: 11SO4W01Q001S Station ID: 12964 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported M59
West CA WELLS CADWR8000001230
1/2-1 Mile
Lower
State Well#: 11SO4W12E006S Station ID: 15248 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported M60
West CA WELLS CADWR8000001231
1/2-1 Mile
Lower
State Well#: 11SO4W12E007S Station ID: 33980 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported TC6456522.2s Page A-32

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
P61
NNW FED USGS USGS40000131213
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 SO04W01 P001 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: California Coastal Basin aquifers
Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 43 Well Depth Units: ft Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 18.00 Feet to sea level: Not Reported Note: Not Reported
P62
NNW FED USGS USGS40000131214
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 SO04W01 PO02S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: California Coastal Basin aquifers
Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 26 Well Depth Units: ft Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 11.00 Feet to sea level: Not Reported Note: Not Reported
63 North FED USGS USGS40000131254
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 SO04W01 JO01 S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: California Coastal Basin aquifers
Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 51 TC6456522.2s Page A-33

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Well Depth Units: ft Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported
M64
WNW CA WELLS CADWR8000001246
1/2-1 Mile
Lower
State Well#: 11SO4W12E005S Station ID: 15247 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported P65
NNW CA WELLS CADWR8000001380
1/2-1 Mile
Lower
State Well#: 11SO4W01P001S Station ID: 12961 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported P66
NNW CA WELLS CADWR8000001381
1/2-1 Mile
Lower
State Well#: 11SO4W01P002S Station ID: 12962 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported Q67
NW FED USGS USGS40000131180
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 SO04W01 PO03S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: California Coastal Basin aquifers
Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: 1946 Well Depth: 50
Well Depth Units: ft Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 29.00 Feet to sea level: Not Reported Note: Not Reported
TC6456522.2s Page A-34

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
068
West CA WELLS CADWR8000001200
1/2-1 Mile
Lower
State Well#: 11SO4W12M001S Station ID: 33987 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported Q69
NW CA WELLS CADWR8000001353
1/2-1 Mile
Lower
State Well#: 11SO4W01P003S Station ID: 12963 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported R70
NNW CA WELLS CAUSGSN00009018
1/2-1 Mile
Lower
Well ID: USGS-331450117151101 Well Type: LINK Source: United States Geological Survey
Other Name: USGS-331450117151101 GAMA PFAS Testing: Not Reported Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=USGSNEW&s amp_date=&global_id=&assigned_name=USGS-331450117151101&store_num= GeoTracker Data: Not Reported
R71
NNW FED USGS USGS40000131285
1/2-1 Mile
Lower
Organization ID: USGS-CA
Organization Name: USGS California Water Science Center Monitor Location: 011 SO04W01 LO02S Type: Well Description: Not Reported HUC: 18070303 Drainage Area: Not Reported Drainage Area Units: Not Reported Contrib Drainage Area: Not Reported Contrib Drainage Area Unts: Not Reported Aquifer: California Coastal Basin aquifers
Formation Type: Not Reported Aquifer Type: Not Reported Construction Date: Not Reported Well Depth: 68 Well Depth Units: ft Well Hole Depth: Not Reported Well Hole Depth Units: Not Reported
Ground water Ievels,Number of Measurements: 1 Level reading date: 1965-11-01 Feet below surface: 30.00 Feet to sea level: Not Reported Note: Not Reported
TC6456522.2s Page A-35

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
R72
NNW CA WELLS CADWR0000001808
1/2-1 Mile
Lower
Well ID: 11 SO4WO1 L002S Well Type: UNK
Source: Department of Water Resources
Other Name: 11SO4W01 L002S GAMA PFAS Testing: Not Reported Groundwater Quality Data: https://gamagroundwater.waterboards.ca.gov/gama/gamamap/public/GamaDataDisplay.asp?dataset=DWR&samp_ date=&global_id=&assigned_name=1 1 SO4W01 L002S&store_num= GeoTracker Data: Not Reported
R73
NNW CA WELLS CADWR8000001425
1/2-1 Mile
Lower
State Well#: 11SO4W01L002S Station ID: 12958 Well Name: Not Reported Well Use: Unknown Well Type: Unknown Well Depth: 0
Basin Name: Not Reported Well Completion Rpt#: Not Reported TC6456522.2s Page A-36

GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS
RADON

AREA RADON INFORMATION
State Database:CA Radon
Radon Test Results
Zipcode Num Tests >4 pCi/L
92084 30 1
Federal EPA Radon Zone for SAN DIEGO County: 3
Note:Zone 1 indoor average level>4 pCi/L.

Zone 2 indoor average level—2 pCi/L and 20 pCi/L
Living Area-1 st Floor 0.677 pCi/L 100% 0% 0% Living Area-2nd Floor 0.400 pCi/L 100% 0% 0% Basement Not Reported Not Reported Not Reported Not Reported TC6456522.2s Page A-37

PHYSICAL SETTING SOURCE RECORDS SEARCHED

TOPOGRAPHIC INFORMATION
USGS 7.5'Digital Elevation Model(DEM)
Source:United States Geologic Survey
EDR acquired the USGS 7.5'Digital Elevation Model in 2002 and updated it in 2006.The 7.5 minute DEM corresponds to the USGS 1:24,000-and 1:25,000-scale topographic quadrangle maps.The DEM provides elevation data with consistent elevation units and projection.

Current USGS 7.5 Minute Topographic Map
Source:U.S.Geological Survey

HYDROLOGIC INFORMATION
Flood Zone Data: This data was obtained from the Federal Emergency Management Agency(FEMA). It depicts 100-year and 500-year flood zones as defined by FEMA. It includes the National Flood Hazard Layer(NFHL)which incorporates Flood Insurance Rate Map(FIRM)data and Q3 data from FEMA in areas not covered by NFHL.

Source:FEMA
Telephone:877-336-2627
Date of Government Version:2003,2015
NWI: National Wetlands Inventory. This data,available in select counties across the country,was obtained by EDR in 2002,2005 and 2010 from the U.S. Fish and Wildlife Service.

State Wetlands Data:Wetland Inventory
Source:Department of Fish and Wildlife
Telephone:916-44 5-0411

HYDROGEOLOGIC INFORMATION
AQUIFLOWR Information System
Source: EDR proprietary database of groundwater flow information EDR has developed the AQUIFLOW Information System(AIS)to provide data on the general direction of groundwater flow at specific points.EDR has reviewed reports submitted to regulatory authorities at select sites and has extracted the date of the report,hydrogeologically determined groundwater flow direction and depth to water table information.

GEOLOGIC INFORMATION
Geologic Age and Rock Stratigraphic Unit
Source:P.G.Schruben, R.E.Arndt and W.J.Bawiec,Geology of the Conterminous U.S.at 1:2,500,000 Scale-A digital representation of the 1974 P.B. King and H.M.Beikman Map, USGS Digital Data Series DDS-11 (1994).

STATSGO: State Soil Geographic Database
Source: Department of Agriculture, Natural Resources Conservation Service(NRCS) The U.S. Department of Agriculture's(USDA)Natural Resources Conservation Service(NRCS)leads the national Conservation Soil Survey(NCSS)and is responsible for collecting,storing,maintaining and distributing soil survey information for privately owned lands in the United States.A soil map in a soil survey is a representation of soil patterns in a landscape.Soil maps for STATSGO are compiled by generalizing more detailed(SSURGO) soil survey maps.

SSURGO:Soil Survey Geographic Database
Source: Department of Agriculture, Natural Resources Conservation Service(NRCS) Telephone: 800-672-5559
SSURGO is the most detailed level of mapping done by the Natural Resources Conservation Service,mapping scales generally range from 1:12,000 to 1:63,360.Field mapping methods using national standards are used to construct the soil maps in the Soil Survey Geographic(SSURGO)database.SSURGO digitizing duplicates the original soil survey maps.This level of mapping is designed for use by landowners,townships and county natural resource planning and management.

TC6456522.2s Page PSGR-1

PHYSICAL SETTING SOURCE RECORDS SEARCHED

LOCAL/REGIONAL WATER AGENCY RECORDS

FEDERAL WATER WELLS
PWS: Public Water Systems
Source: EPA/Office of Drinking Water
Telephone: 202-564-3750
Public Water System data from the Federal Reporting Data System. A PWS is any water system which provides water to at least 25 people for at least 60 days annually. PWSs provide water from wells,rivers and other sources.

PWS ENF: Public Water Systems Violation and Enforcement Data Source: EPA/Office of Drinking Water
Telephone: 202-564-3750
Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System(SDWIS)after August 1995. Prior to August 1995,the data came from the Federal Reporting Data System(FRDS).

USGS Water Wells: USGS National Water Inventory System(NWIS) This database contains descriptive information on sites where the USGS collects or has collected data on surface water and/or groundwater.The groundwater data includes information on wells,springs,and other sources of groundwater.

OTHER STATE DATABASE INFORMATION
Groundwater Ambient Monitoring&Assessment Program
State Water Resources Control Board
Telephone:916-341-5577
The GAMA Program is Californias comprehensive groundwater quality monitoring program.GAMA collects data by testing the untreated,raw water in different types of wells for naturally-occurring and man-made chemicals. The GAMA data includes Domestic, Monitoring and Municipal well types from the following sources, Department of Water Resources, Department of Heath Services, EDF,Agricultural Lands,Lawrence Livermore National Laboratory, Department of Pesticide Regulation, United States Geological Survey,Groundwater Ambient Monitoring and Assessment Program and Local Groundwater Projects.

Water Well Database
Source: Department of Water Resources
Telephone: 916-651-9648
California Drinking Water Quality Database
Source: Department of Public Health
Telephone: 916-324-2 319
The database includes all drinking water compliance and special studies monitoring for the state of California since 1984. It consists of over 3,200,000 individual analyses along with well and water system information.

California Oil and Gas Well Locations
Source:Dept of Conservation,Geologic Energy Management Division Telephone: 916-323-1779
Oil and Gas well locations in the state.

California Earthquake Fault Lines
Source: California Division of Mines and Geology
The fault lines displayed on EDR's Topographic map are digitized quaternary fault lines prepared in 1975 by the United State Geological Survey.Additional information(also from 1975)regarding activity at specific fault lines comes from California's Preliminary Fault Activity Map prepared by the California Division of Mines and Geology.

RADON
State Database:CA Radon
Source:Department of Public Health
Telephone:916-210-8558
Radon Database for California
TC6456522.2s Page PSGR-2

PHYSICAL SETTING SOURCE RECORDS SEARCHED
Area Radon Information
Source:USGS
Telephone: 703-356-4020
The National Radon Database has been developed by the U.S. Environmental Protection Agency (USEPA)and is a compilation of the EPA/State Residential Radon Survey and the National Residential Radon Survey.

The study covers the years 1986-1992.Where necessary data has been supplemented by information collected at private sources such as universities and research institutions.

EPA Radon Zones
Source: EPA
Telephone: 703-356-4020
Sections 307&309 of IRAA directed EPA to list and identify areas of U.S.with the potential for elevated indoor radon levels.

OTHER
Airport Landing Facilities: Private and public use landing facilities Source: Federal Aviation Administration,800-457-6656
Epicenters: World earthquake epicenters, Richter 5 or greater Source: Department of Commerce, National Oceanic and Atmospheric Administration California Earthquake Fault Lines: The fault lines displayed on EDR's Topographic map are digitized quaternary fault lines, prepared in 1975 by the United State Geological Survey. Additional information(also from 1975)regarding activity at specific fault lines comes from California's Preliminary Fault Activity Map prepared by the California Division of Mines and Geology.

STREET AND ADDRESS INFORMATION
©2015 TomTom North America, Inc.All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material.

TC6456522.2s Page PSGR-3

APPENDIX 4
�

Camino Largo
N. Sante Fe Ave
Vista, CA 92084
Inquiry Number: 6456522.8
April 19, 2021
ie I EDR Aerial Photo Decade Package
6 Armstrong Road,4th floor
Shelton, CT 06484
(rEDR� Toll Free: 800.352.0050
www.edrnet.com

EDR Aerial Photo Decade Package 04/19/21
Site Name: Client Name:

Camino Largo Geocon Env. Consultants, Inc.

N. Sante Fe Ave 6960 Flanders Drive CEDR
Vista, CA 92084 San Diego, CA 92121-0000
EDR Inquiry# 6456522.8 Contact: Cole Mikesell
Environmental Data Resources, Inc. (EDR)Aerial Photo Decade Package is a screening tool designed to assist environmental professionals in evaluating potential liability on a target property resulting from past activities. EDR's professional researchers provide digitally reproduced historical aerial photographs, and when available, provide one photo per decade.

Search Results:

Year Scale Details Source
2016 1"=500' Flight Year: 2016 USDA/NAIP 2012 1"=500' Flight Year: 2012 USDA/NAIP 2009 1"=500' Flight Year: 2009 USDA/NAIP 2005 1"=500' Flight Year: 2005 USDA/NAIP 1989 1"=500' Flight Date: August 15, 1989 USDA 1985 1"=500' Flight Date: September 13, 1985 USDA 1979 1"=500' Flight Date: January 27, 1979 EDR Proprietary Landiscor 1970 1"=500' Flight Date: March 06, 1970 EDR Proprietary Landiscor 1967 1"=500' Flight Date: May 07, 1967 USGS
1964 1"=500' Flight Date: April 10, 1964 USDA 1953 1"=500' Flight Date: April 14, 1953 USDA 1946 1"=500' Flight Date: December 30, 1946 USGS 1938 1"=500' Flight Date: August 09, 1938 USDA When delivered electronically by EDR,the aerial photo images included with this report are for ONE TIME USE ONLY. Further reproduction of these aerial photo images is prohibited without permission from EDR. For more information contact your EDR Account Executive.

Disclaimer-Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources,Inc.It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources.NO WARRANTY EXPRESSED OR IMPLIED,IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT.ENVIRONMENTAL DATA RESOURCES,INC.SPECIFICALLY

DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES,INCLUDING WITHOUT LIMITATION,MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE.ALL RISK IS ASSUMED BY THE USER.IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES,INC.BE LIABLE TO ANYONE,

WHETHER ARISING OUT OF ERRORS OR OMISSIONS,NEGLIGENCE,ACCIDENT OR ANY OTHER CAUSE,FOR ANY LOSS OF DAMAGE,INCLUDING, WITHOUT LIMITATION,SPECIAL,INCIDENTAL,CONSEQUENTIAL,OR EXEMPLARY DAMAGES.ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES,INC.IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT.Purchaser accepts this Report"AS IS".Any analyses,estimates,ratings,environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only,and are not intended to provide,nor should they be interpreted as providing any facts regarding,or prediction or forecast of,any environmental risk for any property.Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property.

Additionally,the information provided in this Report is not to be construed as legal advice.

Copyright 2021 by Environmental Data Resources,Inc.All rights reserved.Reproduction in any media or format,in whole or in part,of any report or map of Environmental Data Resources,Inc.,or its affiliates,is prohibited without prior written permission.

EDR and its logos(including Sanborn and Sanborn Map)are trademarks of Environmental Data Resources,Inc.or its affiliates.All other trademarks used herein are the property of their respective owners.
6456522 - 8 page 2

70 v�. #
•� ! { ' •. sir _� �1.
i � � }•r � 4 �� ' s'.r `-..�- f" tea I,' �fa , �r • �j i_ �r 7 lb
y � _ • ••. ` .��' � -.4 aka '� �~1 -•� lop
ji
� 'n
* ;:��mow:� , _�� '�'�'.�. i• � �i� � � 4ti.
jp _
tea-' � '` -*-.• �� 'y�it%•a+i. � •-'� ti, 'i'f N,_ _ � lb
565 8 Lr
iNUiRY6456522.8
#: 4 22.

Q 6 �
YEAR 2016 � -� * , � i' Li } =500' r T

Ji
` L
03 v e.• ■y.. r
f 1�. Tr •�.

I !•� r .r ff.4 •C
■
FSk
me
r � .. �i 'I SIa �•a � r tt+ �'aN Ift
.. -.: f
off
.rf , .• f
►r ' I�'
4rm
C �� .r ram` •� � � y �`�` xC AL
-�.

INQUIRY k 6456522.8 � : ►y - 4 N
YEAR: 2012 � �1 � J
f:
=500' FOR � y '; s. � ►_ �

' •�. 4r
jL
t `
r�
w +'
f � J • T �/
-56
�� .
•■ .0 i
— - �+ •�- ram:
as
y- -
e
f r r•
ti ?
4t i
INQUIRY#:6456522.8 �,
�.. '-
YEAR: 2009 1
=500' EDR '' '� ,

*410
4A �• :Y.
r
4W
goo:

R
1 F
r • w r •r � s_—
'1]� ' r I 4• wi+•' 1 _ _1a i 1 ,
L.� �
AL
• ��. . �� ?��,�`'�: � • lip»- y . !4L
k Lk
a Y- ram. rt t
"7

r,
r 400 + 1
f Th
I do
Ar
low
IN
�yy y 4r J
yr I i r
•f ly � � +l'� � F�
I
'NAM
p
INQUIRY k 6456522.8 4 -�
YEAR: 1989 N(rEDR
=500' 4 � +

It "
Ir
t
Ali
41 s
p -•w
--I .ra A
416
of
Lw
i9w t

alp
I •, .. f .�r ' j Y'
a �►.
066
AIN
� • ,. �� moo.- � - �':
44"t 01 o
OIL
} 4 1
' s A w r ..F�'•wsrt •f�
+ 4 74 `.
no
IL
�,
r �� . ,

/ r At
s WL
41V I
- r -
4 sp
AL-
40 F�.
s •e.
f� ,

'�'� :++ . ��r -. Ste, Y - `-_ •-- J' J .i
+�-S s•' lk
1, i 7
_ - P _ J� ,• ?-i,. - ram' - _ ..�j -� -_ 4 Aj _ E•
dr
: N elf
or
406 ■ 10
INQUIRY M 6456522.8 !LF` "' R
YEAR:
1967
=500' EDR 1711

�PJF
jIR,�,
b" I
A' lo? 16
• -.. _
1 I
0 . r -
M
J•
cYAft
• , tom_,i ��, -- "�` *� .� -i} u;3

�� r -�• ' f fit+ ` �• .�. 9 ,.
1�
i
J ,1
� w
r ' a

'�� ,•i•� � •' •'�� 41 -r Syr �`• .1 •' .. .++' 4 rr � r •t f � �Y�M •r•
� '.:fir'. •. .�. y�-/' t.1:r:�'4a� l'�'?..:-= r:ri.�r••Y. •i%.LLi�k:. r°;.;i.{ Y
+u �."ry� '• ...- lip �,•
_ .�I• �� : �� •.:»ice' .... •. lP .��h��• ; F:f:•� ..- »'_: �+ �j�`r r� .fit•."' .��,': �•'7i1 ', r:[ r.�—��: •'• zfi—l_ •`+�•r� _,fir! ,h,LS„y'••�� F �y 'n •-{.'• r f, fir,,.•
f• C.. 4r" 1.��••esr •r ^YiOC, pt e.Ji'', r✓.. •tiv ��GC"ti •'� �a.��i y�r.��r r f'}'�'Y" Za��Zf:
`,��L• •II IrNi7••r.•. . ." � •rid � j li a?' �' .'l .r• ' �'S.4 - t• i
fir• •�Myy�y�.��w \ 'yjL
':. r.

Nip
CA-ck
10 ok
In
' --__ _ - --'• � •'+ti:"+''--'��'''�.-�.''. •tee. £ '�" -:1+�'-_- �i _ 1 yu •• T - y�am••-'
1 i
INQUIRY k 6456522.8 ► �� „ r
YEAR: 1946 }
=500' EDR Y

G
iy
' om s, y fir:; "�` - -_ "' 'ice J• ..

Mr
Aq
ij.}� .� '+ems•
' t• i
3� 1 5' _ ' • ;S1
• ,e
i 1
}
IMP
INQUIRY k 6456522.8 N ; 's??,
YEAR: 1938 ■ ■ `"`Y�
=500' EDR I .� $

APPENDIX

Camino Largo
N. Sante Fe Ave
Vista, CA 92084
Inquiry Number: 6456522.4
April 19, 2021
ORHistorical1 1 1 Map Report
r with QuadMatch TM
6 Armstrong Road,4th floor
(rEDR� Shelton, CT 06484
Toll Free: 800.352.0050
www.edrnet.com

EDR Historical Topo Map Report 04/19/21
Site Name: Client Name:

Camino Largo Geocon Env. Consultants, Inc.

N. Sante Fe Ave 6960 Flanders Drive CEDW Vista, CA 92084 San Diego, CA 92121-0000
EDR Inquiry# 6456522.4 Contact: Cole Mikesell
EDR Topographic Map Library has been searched by EDR and maps covering the target property location as provided by Geocon Env. Consultants, Inc.were identified for the years listed below. EDR's Historical Topo Map Report is designed to assist professionals in evaluating potential liability on a target property resulting from past activities. EDRs Historical Topo Map Report includes a search of a collection of public and private color historical topographic maps, dating back to the late 1800s.

Search Results: Coordinates:

P.O.# G2721-62-01 Latitude: 33.234354 33' 14'4" North Project: Camino Largo Longitude: -117.248487 -117° 14' 55"West UTM Zone: Zone 11 North
UTM X Meters: 476848.91
UTM Y Meters: 3677295.45
Elevation: 341.91' above sea level
Maps Provided:
2012 1901
1996, 1997 1898
1983 1893
1975
1968
1949
1948
1947, 1950
Disclaimer-Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources,Inc.It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources.NO WARRANTY EXPRESSED OR IMPLIED,IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT.ENVIRONMENTAL DATA RESOURCES,INC.SPECIFICALLY

Additionally,the information provided in this Report is not to be construed as legal advice.

Topo Sheet Key
This EDR Topo Map Report is based upon the following USGS topographic map sheets. 2012 Source Sheets
Morro Hill San Marcos San Luis Rey Bonsall
2012 2012 2012 2012

7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 1996, 1997 Source Sheets
San Marcos San Luis Rey
1996 1997

7.5-minute,24000 7.5-minute,24000
Aerial Photo Revised 1996 Aerial Photo Revised 1997 1983 Source Sheets
San Marcos
1983

7.5-minute,24000
Aerial Photo Revised 1980
1975 Source Sheets
Bonsall San Luis Rey
1975 1975

7.5-minute,24000 7.5-minute,24000
Aerial Photo Revised 1967 Aerial Photo Revised 1975 6456522 - 4 page 3

Topo Sheet Key
This EDR Topo Map Report is based upon the following USGS topographic map sheets. 1968 Source Sheets
Morro Hill Bonsall San Marcos San Luis Rey
1968 1968 1968 1968

7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 Aerial Photo Revised 1967 Aerial Photo Revised 1967 Aerial Photo Revised 1967 Aerial Photo Revised 1967 1949 Source Sheets
San Luis Rey Morro Hill Bonsall San Marcos
1949 1949 1949 1949

7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 Aerial Photo Revised 1946 Aerial Photo Revised 1946 Aerial Photo Revised 1946 Aerial Photo Revised 1946 1948 Source Sheets
i
San Luis Rey Bonsall San Marcos Morro Hill 1948 1948 1948 1948

7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 7.5-minute,24000 Aerial Photo Revised 1946 Aerial Photo Revised 1946 Aerial Photo Revised 1946 Aerial Photo Revised 1946 1947, 1950 Source Sheets
Ap
d
F
OCEANSIDE ESCONDIDO TEMECULA MARGARITA PEAK
1947 1947 1947 1950
15-minute,50000 15-minute,50000 15-minute,50000 15-minute,50000 6456522 - 4 page 4

Topo Sheet Key
This EDR Topo Map Report is based upon the following USGS topographic map sheets. 1901 Source Sheets
Oceanside Escondido
1901 1901
15-minute,62500 15-minute,62500
1898 Source Sheets
Oceanside
1898
15-minute,62500
1893 Source Sheets
Escondido Oceanside
1893 1893
15-minute,62500 15-minute,62500
6456522 - 4 page 5

CEDR® Historical Topo Map 2012
0 ��-----
C�F.A RVlEW-P R
V�.

J FZ O75
D —
AA!2-:VfEWH'0
�� / 9 a �\ ✓FFF III III��II1111\\\\ � � � �� l_ /l .._r SA,U _- ^` -
CZAR
c
—300
p 92� ��ta 30R ' 0-SSOANE Sd 7 —30
?> 1 ( Ra"4o_Guajome
J
��Suririse 1 ti
�t U-3Terraee.Campgr0 ind 1 l
I I
D RLH rho. a I.

AACADIA AV.E!
PAIL' MA'R`P
l W B BIER OR� 1 � 4
QED o-GEA�
NS.1DF_BLVO �---- \
�Z �L-j
i � 1z ti, `( CQ.flT E'1_AVF �Ee80�fi p IJA � � FG C IH/V� CA
/ r
A E� I SMITH DR V1 l
T2J, _ �F4pOU/LA�I
This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
TIP,San Marcos,2012,7.5-minute SITE NAME: Camino Largo NE,Bonsall,2012,7.5-minute ADDRESS: N. Sainte Fe Ave SW,San Luis Rey,2012,7.5-minute Vista, CA 92084
W NW,Morro Hill,2012,7.5-minute — CLIENT: Geocon Env. Consultants, Inc. 1�
N
SW S SE 6456522 - 4 page 6

I�l(�/�JLl��\\tea ��-- �„�r�.�c¢� i 1..11�1aY�i16``-\l\� 4r.��s�a.�•a��.�i�ii�,�_..aawr�..�.�r `� lil ILI
WY
PI
WIN
r I '
_ 1 111 ,
-.• .- 0 . 0 0 --

CEDW Historical Topo Map 1983
4cEA SIDE
93 -
I a I I L.
•I 'Il
��• I' Trod"r �
ill: >i=-
.I• �� Rark'— �
"'�� \7//,! ��• - ..�i. . • O5Q UR.�F:r,. . •II�J.S.TjI. • .�_• �4 / 111361
} -8ARu8Y
Vt I e��-- �•� L�� .�
y _ � �Ct7~1 -` '811Y k �M S r 1 r� •, e . .

Park
z�= .....
x f� ■■ a` • l r
_1 F�arR
&oarElq Trailer
se),
13Chtj 'a
NFA
c a (
l "T, {��)
' 33 - II b
This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
I P,San Marcos, 1983,7.5-minute SITE NAME: Camino Largo ADDRESS: N. Sante Fe Ave
W Vista, CA 92084
CLIENT: Geocon Env. Consultants, Inc. 11
N
SW S SE 6456522 - 4 page 8

(rEDR' Historical Topo Map 1975
OCEANSJDE 2`
T 10 5
T115
r
- �76
L•R
o.
�o
I_ J
:hJ F,
cif z /l'I
d{o Towers,'-` n
(K. .!r v Ga me,
N1L01' „ � ..AA
ii
cH5
Tank
r 1 '
G� i,gp !ER OR
13 oP
1 c
cos
Water
� ,�i• '� Tank '
NORTH — AVE
O
. - ----.-__—_r }
6 h
This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
NE, Bonsall, 1975,7.5-minute SITE NAME: Camino Largo SW,San Luis Rey, 1975,7.5-minute ADDRESS: N. Sante Fe Ave W Vista, CA 92084
CLIENT: Geocon Env. Consultants, Inc. 1
N
SW S SE 6456522 - 4 page 9

CEDR' Historical Topo Map 1968
N j Well l o UCEANSI
Ti05\.. Tt05
u + OCEwNSAE T TT 5
n
�� Bing 5ta ' . A
76 a Q 1 I J
j �� fj•XJ� n P I // � o• �• r -J / � _ Flar
- � ...`!�'F,�n � /�200 �� • \ _ i T_ .e �. 1 illy _��' "mil O�•�`�ti I G� ; � �- n: . - __ + �;.

IL / •�L�� ' oA r�7 '•• •. •OSl3077NE -Lll' S! I,4 I) -
o Towers f:f Jr I Rwt 6 eaxs�r I
Gu 4.
,i ume
'- b d 41 �� _ .. . . } �BMF� -�— Trailer
Park J_,i ti
Tank•fl s' 4 r u TO .'
BoNOT CO13
13 Sep
�
�O or. 443 �
Water Chri ti I ',+ •�� i
Tank
O� N T�,`�• AVf s Dr11 •• .
0 12
33 �r
- _.. �' —� _ ' ••� ; �� ^ • .yam ANEW n� Jl-' _ I •. �� /,.'
This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
TP,San Marcos, 1968,7.5-minute SITE NAME: Camino Largo NE, Bonsall, 1968,7.5-minute ADDRESS: N. Sante Fe Ave SW,San Luis Rey, 1968,7.5-minute Vista, CA 92084
W NW,Morro Hill, 1968,7.5-minute - — CLIENT: Geocon Env. Consultants, Inc. 1
N•
SW S SE 6456522 - 4 page 10

CEDR® Historical Topo Map 1949
41 `I `� r'�'�-rg2`� p��• i � 'il �� ♦ •�II a r� •o NE. �i N ,19
EET
c '
,r
llGJFRJOMi w
I, Ik+ �r l��' 1 � � i it� �'�_. �_ I_ ,� •�/ �� ::--
/ it y � ��1�•.-. � � ,� �� _ - � f1 �'� `�� s •_�. {-N�� 50
�f��`V�' ��. •�-,� _ ��
_y^BM 491 /
F
371
�7 � �� f � �1 •II
- 13•
14 o 40i3
�� .�`��. �• `� — <. it 'ri ,_/�— � 1�*'JII :� I.

This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
TP,San Marcos, 1949,7.5-minute SITE NAME: Camino Largo NE, Bonsall, 1949,7.5-minute ADDRESS: N. Sante Fe Ave SW,San Luis Rey, 1949,7.5-minute Vista, CA 92084
W NW,Morro Hill, 1949,7.5-minute - — CLIENT: Geocon Env. Consultants, Inc. 11
N�
SW S SE 6456522 - 4 page 11

CEDR' Historical Topo Map 1948
127
14 16
Ilk
o
1 0 n �_ �j it` .-- �=�`�,—TT�-/ •1
1 ' P o N ' /� ...• 'O 9FSRN Ir I�'�•lJ� 1 � l
11 yyy`��I`QQQ��''''''��1p _ 1 / 1538
l 1 ome zs 7 r' k •� ` a `` a fj �
ri
� ,f j • 1" �-=i ` �i
Ik ' N `• II /•
f � P
_ n S
h ti
.� 40
r Il .n
kf I � —
L 7 fi-
This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
TP,San Marcos, 1948,7.5-minute SITE NAME: Camino Largo NE, Bonsall, 1948,7.5-minute ADDRESS: N. Sante Fe Ave SW,San Luis Rey, 1948,7.5-minute Vista, CA 92084
W NW,Morro Hill, 1948,7.5-minute — CLIENT: Geocon Env. Consultants, Inc. 1
N
SW S SE 6456522 - 4 page 12

' ��fry W/
41 )It:A I
fA
•TL1� J�
i.•

CEDR' Historical Topo Map 1901
IIre J
pas... . 1. 4
/Jr n
o
tt r\ y la
44 This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
TP,Escondido, 1901, 15-minute SITE NAME: Camino Largo SW,Oceanside, 1901, 15-minute ADDRESS: N. Sante Fe Ave W Vista, CA 92084
CLIENT: Geocon Env. Consultants, Inc. 1
N
SW S SE 6456522 - 4 page 14

CEDR® Historical Topo Map 1898
4 _J <�
r
� w
e_
J
v 0
0 01-
- , � 0 � ff01
.
0 �z ,
s
� n
bry * A n
This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
SW,Oceanside, 1898, 15-minute SITE NAME: Camino Largo ADDRESS: N. Sante Fe Ave
W Vista, CA 92084
CLIENT: Geocon Env. Consultants, Inc. 1
lN.

SW S SE 6456522 - 4 page 15

CEDR' Historical Topo Map 1893
I � � �y r• o � � �
,
a� 00j \
co
r
This report includes information from the
following map sheet(s).
0 Miles 0.25 0.5 1 1.5

NW N NE
TP,Escondido, 1893, 15-minute SITE NAME: Camino Largo SW,Oceanside, 1893, 15-minute ADDRESS: N. Sante Fe Ave W Vista, CA 92084
CLIENT: Geocon Env. Consultants, Inc. 1
N
SW S SE 6456522 - 4 page 16

APPENDIX

Camino Largo
N Santa Fe Ave
Vista, CA 92084
Inquiry Number: 6456522.5
April 22, 2021
The EDR-City Directory Image Report
6 Armstrong Road
Shelton,CT 06484
800.352.0050
(rEDW Environmental Data Resources Inc www.edrnet.com

TABLE OF CONTENTS

SECTION
Executive Summary
Findings
City Directory Images
Thank you for your business.

Please contact EDR at 1-800-352-0050
with any questions or comments.

Disclaimer-Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC.SPECIFICALLY

DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE.ALL RISK IS ASSUMED BY THE USER.IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE,WHETHER ARISING OUT OF ERRORS OR

OMISSIONS, NEGLIGENCE,ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OR DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL,INCIDENTAL,CONSEQUENTIAL,OR EXEMPLARY DAMAGES.ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES,INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report"AS IS".Any analyses,estimates, ratings,environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only,and are not intended to provide, nor should they be interpreted as providing any facts regarding,or prediction orforecast of,any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property.Additionally,the information provided in this Report is not to be construed as legal advice.

Copyright 2020 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part,of any report or map of Environmental Data Resources, Inc.or its affiliates is prohibited without prior written permission.

EDR and its logos(including Sanborn and Sanborn Map)are trademarks of Environmental Data Resources, Inc.or its affiliates.

All other trademarks used herein are the property of their respective owners.

EXECUTIVE SUMMARY

DESCRIPTION
Environmental Data Resources, Inc.'s (EDR)City Directory Report is a screening tool designed to assist environmental professionals in evaluating potential liability on a target property resulting from past activities.

EDR's City Directory Report includes a search of available city directory data at 5 year intervals.

RECORD SOURCES
EDR's Digital Archive combines historical directory listings from sources such as Cole Information and Dun & Bradstreet. These standard sources of property information complement and enhance each other to provide a more comprehensive report.

EDR is licensed to reproduce certain City Directory works by the copyright holders of those works. The purchaser of this EDR City Directory Report may include it in report(s) delivered to a customer. Reproduction of City Directories without permission of the publisher or licensed vendor may be a violation of copyright.

Data by
infoUSA
C©pyrightC,2008
All Rights Reserved

RESEARCH SUMMARY
The following research sources were consulted in the preparation of this report. A check mark indicates where information was identified in the source and provided in this report.

Year Target Street Cross Street Source
2017 0 ❑ EDR Digital Archive
2014 0 ❑ EDR Digital Archive
2010 0 ❑ EDR Digital Archive
2005 0 ❑ EDR Digital Archive
2000 0 ❑ EDR Digital Archive
1995 0 ❑ EDR Digital Archive
1992 0 ❑ EDR Digital Archive
1986 0 ❑ Haines Criss-Cross Directory
1982 0 ❑ Haines Criss-Cross Directory
1979 0 ❑ Haines Criss-Cross Directory
1975 0 ❑ Haines Criss-Cross Directory
1971 0 ❑ Haines Criss-Cross Directory
6456522-5 Pagel

FINDINGS

TARGET PROPERTY STREET
N Santa Fe Ave
Vista, CA 92084
Year CD Image Source

N SANTA FE AVE
2017 pg Al EDR Digital Archive
2014 pg A2 EDR Digital Archive
2010 pg A3 EDR Digital Archive
2005 pg A4 EDR Digital Archive
2000 pg A5 EDR Digital Archive
1995 pg A6 EDR Digital Archive
1992 pg A7 EDR Digital Archive
1986 pg A8 Haines Criss-Cross Directory
1982 pg A9 Haines Criss-Cross Directory
1979 pg Al Haines Criss-Cross Directory
1979 pg A11 Haines Criss-Cross Directory
1975 pg Al Haines Criss-Cross Directory
1971 pg Al Haines Criss-Cross Directory
1971 pg A14 Haines Criss-Cross Directory
6456522-5 Page 2

FINDINGS

CROSS STREETS
No Cross Streets Identified
6456522-5 Page 3

City Directory Images

Target Street Cross Street Source
- EDR Digital Archive
N SANTA FE AVE 2017
1609 GONZALEZ, EZEQUIEL E
1621 CORTEZ, JOHN J
1627 WEBB, MICHAEL S
1633 BRILL, MICHAEL
1639 MADRID, DANNY R
1645 CARPENTER, ALFRED B
1651 ALVAREZ, KEVIN
1657 JIMINEZ, ANTONIO N
1701 A CREATIVE BEGINNING PRESCHOOL
1719 ORTIZ, DARLENE
1721 ROBLES, ANDRES G
1755 FRYE, DAN D
1769 JACOBO, JASON L
2133 HERNANDEZ, GUALTERIO
2165 DONAHUE, DAVE
2167 COTTLE, DAVID O
2405 TCBY
2465 RANCHO CHICO
2511 QUESADA, LOUIS D
6456522.5 Page: Al

Target Street Cross Street Source
- EDR Digital Archive
N SANTA FE AVE 2014
1609 GONZALEZ, EZEQUIEL E
1615 STACCO, WILLIAM L
1621 MIRANDA, GUADALUPE P
1627 JONES, LESTINE
1633 BRILL, TERRY L
1639 MADRID, DANNY R
1645 CARPENTER, ALFRED B
1657 NUNEZ, ANTONIO O
1701 A CREATIVE BEGINNING PRESCHOOL
1713 CARLOS, PEDRO
1719 OCCUPANT UNKNOWN,
1721 ROBLES, ANDRES G
1769 JACOBO, JASON L
1781 GARY, STEPHAN F
2133 SOLORIO, GUADALUPE
2137 OCCUPANT UNKNOWN,
2165 DONAHUE, LORAINE A
2167 COTTLE, MARY
2405 NORTH COAST CHURCH
2465 RANCHO CHICO
2511 CARDENAS, ELIAS
6456522.5 Page: A2

Target Street Cross Street Source
- EDR Digital Archive
N SANTA FE AVE 2010
1609 GONZALEZ, EZEQUIEL E
1615 STACCO, LAWRENCE
1621 MIRANDA, JESS L
1627 CLEVELAND, JOHNNY R
1633 OCCUPANT UNKNOWN,
1639 MADRID, DANNY R
1645 CARPENTER, ALFRED B
1651 OCCUPANT UNKNOWN,
1657 MACEDONIO, BELINDA
1701 CREATIVE BEGINNING PRESCHOOL
1713 CARLOS, PEDRO
1719 OCCUPANT UNKNOWN,
1721 ROBLES, ANDRES G
1755 DELACRUZ, SALOMON
1769 OCCUPANT UNKNOWN,
2123 CHOICE NURSERY
2133 MESINO, ABRAHAM
2137 OCCUPANT UNKNOWN,
2163 OCCUPANT UNKNOWN,
2165 DONAHUE, LORAINE A
2167 COTTLE, MARY
2465 RANCHO CHICO
2511 AQUINO GREEN HOUSE

QUESADA, LOUIS D
6456522.5 Page: A3

Target Street Cross Street Source
- EDR Digital Archive
N SANTA FE AVE 2005
1609 GONZALEZ, EZEQUIEL E
1615 STACCO, LAWRENCE
1621 MIRANDA, JESS L
1627 JONES, LESTINE
1639 OCCUPANT UNKNOWN,
1645 CARPENTER, ALFRED B

KATE KIMBERLY ANNS TYPING SRVC
1651 FLORES, GEORGE F
1657 MACEDONIO, ARACELI

TWISTER HAULING & DEMO
1701 A CREATIVE BEGINNING PRESCHOOL
1713 CARENO, MORGA V
1755 AVINA, ARTURO H
1781 HARO, CRUZ G
2123 CHOICE NURSERY
2133 CASTELLANOS, PATRICIA
2137 KELLEY, SAMANTHA
2163 A &A CAPRET STORE

A &A CARPET STORE

EL MOUNSTRO

PADILLA, HERNANDEZ C
2167 COTTLE, CRYSTAL
2465 RANCHO CHICO INC
2511 CALIFORNIA BIRD FARMS

QUESADA, LOUIS D
6456522.5 Page: A4

Target Street Cross Street Source
- EDR Digital Archive
N SANTA FE AVE 2000
1609 OCCUPANT UNKNOWN,
1615 JIMENEZ, F R
1621 MIRANDA, MARK
1627 JONES, LESTINE
1631 OCCUPANT UNKNOWN,
1633 BLEUL, STEVEN
1639 MADRID, DANNY R
1645 CARPENTER, K
1649 TOSTADO, JAMES J
1651 OCCUPANT UNKNOWN,
1657 OCCUPANT UNKNOWN,
1701 A CREATIVE BEGINNING PRE SCHOOL OF VISTA
1713 OCCUPANT UNKNOWN,
1755 OCCUPANT UNKNOWN,
1769 OCCUPANT UNKNOWN,
1781 HARD, CRUZ
2133 HORVATH, ZOLTAN
2511 QUESADA, LOUIS
6456522.5 Page: A5

Target Street Cross Street Source
- EDR Digital Archive
N SANTA FE AVE 1995
1609 OCCUPANT UNKNOWNN
1615 CAMACENA, ABRAM
1627 OCCUPANT UNKNOWNN
1629 OCCUPANT UNKNOWNN
1633 BRILL, TERRY
1639 MARQUEZ, MARK
1645 OCCUPANT UNKNOWNN
1657 OCCUPANT UNKNOWNN
1713 DOMINGUEZ, TERESA
1721 ZERMENO, JOSE L
1755 OCCUPANT UNKNOWNN
1769 JACOBO, LARRY
1781 HARD, MARIA
2123 CHOICE NURSERY
2133 FALK, E
2511 QUESADA, LOUIS
6456522.5 Page: A6

Target Street Cross Street Source
- EDR Digital Archive
N SANTA FE AVE 1992
1609 CUEVAS, FRANK R
1627 PRICE, DUANE L
1639 MARQUEZ, MARCOS
1713 HUDDLESON, ROBERT R
1781 BERNARDI, STEPHEN S
2123 CHOICE NURSERY
2165 DONAHUE, ALLAN D
2465 KARINAS FLOWERS
2511 CA BIRD FARM
6456522.5 Page: A7

Target Street Cross Street Source
- Haines Criss-Cross Directory
N SANTA FE AVE 1986
1609 CUEVAS FRANK R 724-3259
1610,,......VILLA DEL NRTE APTS
ACKISS KIMBERLY 758-7299 +6
ADAMS PATRICIA L 941-6762 4
AVILA JEROME 726.5756 5
36 BECKTEL RONALD D 726.6042 9
45 BLAHA VLADIMIR 124-7994
CHO YOUND 2D 726-0356 5
COYLE ROBEATE 158-Y957+6
GARLOW DAVID 124-6732 +6
GARLOW PAULA 724-8732+6
GRAHAM BRADLEY 726-5239 5
HAAS ERNIE 758-8269 +6
HAAS PAULA 158-0269 +6
HUCKABY R 124-2507 5
KIRKLAND JEANETTE 724-5415 5
LAWTEA RICKY 940-OA73+6
LEMASTER MARTHA 940-9146 +6
MERRYMAN JAMES C 158-5429+6
NGUYEN HUNG V 94t-1709 2
PARSONS JOHN 941-0306 4
PEREZ CARMEN 726-6493
PEREZ FRANK 726 5493 5
RAMEY NELSON 941-5013 5
RGSSOVICH EDMOND 726-9567 +6
SANOOVAL ARMANDO 758-2362
SANDOVAL MILLIE 758-2362 5
SHELBY D A 758-9567 $
TALCOTT DAVID C 724-0702 5
VELEZ JAIME 941-2450 5
VILLA DEL NORTE APT 441-6838 3
WALLER CALVIN 0 158-2717 4
WIESE TAMARA 94 1-24 50..16,0 .,. .....
1612 xxxx DO
1615 xxxx DO
1621 xxxx DO
1626.......APARTMENTS
BACHANDE M 941-3683
BRUSH JIM 126.9216 4
GOGGIH JOHN P 941-3215 3
JUSAK PAUL 726-3250 +6
KIMBROUGH W E 758-3463 5
LAURIN ROST A 758-8580 5
4 LEONARD TH0$D 30 941-0919 1
MCDOWELL DENNIS C 758-5149 4
SCHNURR VERLE 158-1647 5
35 VARRIN A 726-1153 0
WILKINSON W 726-8702 6
1626....................
1627 ANDERSON BILL 758-0193
ANDERSON VICKIE 758-0193 3
1633 JANE MATT C 724-0679
1639 MAROUEZ MARCOS 724-0181
1645 xxxx DD
1651 xxxx DO
1657 VAN ANH 758-5495 3
17DO xxxx 00
1721 HATLAVONGSA$A 758-5705 4
1769 DIYON ELIZABETH 724-9171 4
MILEY BARBARA 124-9171 4
1781 PERKINS KATHY J 758-204 5
PERKINS STEVE 758-2845 3
2040 ANTIOUE GSJSTM ENGN 041-1701 3
FARM MUSEUM 941-1701 3
HAMBERGER D 726-2462 2
2133 xxxx DO
2137 xxxx 00
2163 SMITH WM 724-72D9 .
2155 DONAHUE ALLAN0 724-3023 4
2167 xxxx 00
2206 GRAHAM DENNIS 726-7D57 5
GRAHAM SPAS O41-4122 2
2210 xxxx D0
2403 xxxx DO
2405 B L x TRCXNGAEGUIP 758-2000 5
GUAJOME GRANITE 758-4708 1
R D CONSTRUCTION CO 756-4310 4
2502 xxxx DO
2511 CA BIRD FARM 724-1337 1
2700 OMORIS ROAOSD STAND 724-5500
2766 xxxx DO
2168 xxxx DO
>} 99 BUS 219 RE$ 52 NEW
6456522.5 Page: A8

Target Street Cross Street Source
- Haines Criss-Cross Directory
N SANTA FE AVE 1982
1609 CUEVAS FRANK R 724-3259 4
16 10. APARTMENTS
36 BECKTEL RONALD D 726-6042 9
45 BLAHA VLAOIMIR 724-7994 5
i CARTER LAMAR 941-1259 +2
H1LIM WM 726-6368 1
JAGER LINDA 941-0665 +2
21 KVNZ JEFFERY L 768-3045 1
9 LIGHTBOURNE RICHARO 941-0870 1
22 MCCORMICK REFRIGRTN 724-9080 1
MILLER GLENN K 941-2518 +2
MORTO]N BOB 941-9477 +2
NGUYEN HUNG V 941-1709 +2
PECK JOHN 758-8860 t2
20 PRE451NG T 726-GIF6 4
RIBERA MIGUEL A 758-5E84 +2
RIVERA GUILLERMO 941-9237 +2
RODRIGUEZ GLORIA 758-4756 +2
SANOERS EO]J JR 941-5418 t2
10 SANOERS.TAMES R 758-5984 C
SCHAUMBURG C Y 726-5016 +2
SCHULTE DONALD R 758-f813 +2
6 STRICKER 8 JUNE 726-0279 6
TAYLOR GINGER K 726-3381 +2
TOMS PAMELA J 94 t,8573 +2
TRUESDILL JOS A 941-0321 +2
1610
1612 xxxx 00
1615 xxxx 00 i
1621 xxxx 00
1626.. APARTMENTS
ANDERSON VYM S 941 3159 +2
BARCIA M E 94T-3134 +2
COLLEN C 941-4279 1
EOLEBROCK JAS L 941-9335 +2
20 HAGEN DALE 726-1328 1
HANDLON KATHLEEN 758-91E•0+2
HIL LAN AARON J 941-6737 +2
3 HOUSKA J L 724-9751 1
KAVFANIAN REZA 941-1745 +2
LANCERS T C 126-5240+2
6 LAURIN ROST A 758-8580 1
4 LEONARU THOS D 3D 941-0919 1
PERALTA DOMINGO 724-2949 1
27 RAMIREZ ANTHONY M 758-8708 0
SUNDEN A C 941-5230 +2
35 YARRIN A 726-1153 C
Y+ MATTHEW 758-2354 +2
1s2fi............... . .... .........
1627 MILLER JACOB S 724-0735 1
1633 JANE MATT C 724-0679 6
1639 MARQUEZ MARCO5 724-0181 3
1646 xxxx 00
1651 CHATHAM LEE 758--8415 9
1657 WRIGHT ROONEY 941-4896 1
1700 xxxx 00
1721 RUPP MIKE 726-9359 +2
1769 CASTANEDAJOE 724-8097 4
081 xxxx 00
2040 HAM8ERGER D 726-2462 +2
SOUTHWSTH ENCN MSN 941-1791+2
2133 xxxx 00
2137 xxxx 00
2163 SMITH WM 724-7209
2165 O1ONAHUE ALLAN D 724-3023 9
2167 xxxx 00
2206 GRAHAM SPAS 941-4122+2
2210 ALOIA PETER 941-4792 +2
2405 GUAJOME GRANITE 758-4708 1
2502 xxxx 00
2511 CALIF BIRO]FARM 724-1337 1
OUESAOA LOUIS 724-1337 0
2700 OMORIS ROADSO STAND 724-55O0
2766 xxxx 00
2768 xxxx 00
+ 88 BUS 216 RES 63 NEW
6456522.5 Page: A9

Target Street Cross Street Source
V - Haines Criss-Cross Directory
N SANTA FE AVE 1979
1609 CUEVAS FRANK R 724-3259 4
1610 . APARTMENTS
BATES 8RiAN AM 726- 1036+ 9
BECKTEL RONALD D 726-6042+ 9
45 8LAHA VLADIMIR 724- 7994 5
BRIGHTWELL STEPH 758- 1976 8
BULL $ILL 724-8107+ 9
CASTAN(DA A B 758-26 79 8
CRAFT MIKE 758-0403+ 9
CRAIN CHARLIES T 758-341 9+ 9
DIXON JERRV 724-9080+ 9
HAMYES RONALD 758-4369+ 9
HANCOCK KRIS 758-8575+ 9
HARAISON TOM 726-5049+ 9
9 HOLM8ERG MARCELLA 724-2212 7
JEAN ALAN 758-7629+ 9
LEBLANC LORETTA 758-526B 8
LOPEZ ROSALIE 758-5002+ 9
5 MACDONALD SCOTT 724-3954 7
MALLOY GIRARD 726-0603+ 9
MEYERS PANDALL 758-3269 8
'MILLER STEPHEN 758-7754+ 8
20 PREISING T 726-61 76 4
PYKKONEN ALLEN 726-430'+ B
OuINTANiA EFRAIN 724-4099+ 9
ROMERO YARTI►y 726-9410+ 9
ROSAS RUDOLPH R 726-51 7' + 9
STICE J P 758-7689+ 9
STICE RANDY 724-8' 974 9
6 STRICKER B JUNE 726-0279 6
VVAPREN BENNIE 758-8858+9
VVILKINSON MICK 758-7023+0
1610
1612 xxxx 00
1615 STACCO LAWRENCE 758-8992+4
1621 WANDA MARK 758-0 746+ 4
1627 MILLER jACOB S 726-6723 3
1633 JANE MATT C 724-0679 6
1639 MAROUEI MARCOS 724-0181 3
1645 CARTER VvAYNE 726-9108 6
1651 CHATHAM LEE 758-8416+ 0
POULIN ODE 758-87354 0
1657 KOLLER DALE R 726-02664 9
1721 RODRIGUEZ L. 726-6944+ 9
1 755 VIGIL JENELL 726-5690 5
VIGIL PAUL 726-5890 5
6456522.5 Page: A10

Target Street Cross Street Source
V - Haines Criss-Cross Directory
N SANTA FE AVE 1979
ANTA FE AV N 192083 C NT
1769 NZALE TERRY L 758- 1 74+5+ 9
1 781 ARIGHT K 726- 1906+ 9
2133 xxxx 00
2137 H U A 4 F R E R 724-4102 0
2163 SMITH BARBARA ANN 758- 6 4 B
SMITH A-M 7 4= 7 09
2165 D NAHUE ALLAN D 724-3023+ 9
2 1 7* SC VISTA APPLE 7538 + 91
2206 CIMARuSTI R CC 7 4 - 2719 0
5* ARAIZA PAVNG&E)KCVTG 7244595
R BERT LYNCH TRUCK 724-3294 8
2511 * BIRD FARM 72 1337
PARAKEET FARM 7 13 7
UES DA LOUS 72 1 7 +
70 F* OMORIS R AD O STAND 7 00
27 6* K M L 0 AAA NORTH CO72 33
KM TEN K M LO AM 724-4333+ 9
2768 xxx 00
2929 HELMUTH MELVIN 758-0920 7
86 BIAS 17 RES 88 NEW
6456522.5 Page: Al

Target Street Cross Street Source
- Haines Criss-Cross Directory
N SANTA FE AVE 1975
1609 CUEVAS FRA1.4, R 724-3259
1610. . . .AOARTMENTS
ADAKS w 724-571,-+5
BLAr-A VLACIYIR 724-7a94+5
BUROICK w[CL4AEL 724-4736+5
CMIPSER JCS 724-1742+5
DA'rIS D F 726-37lC7+5
GIDLEY JCH% 3 724-1109b5
GIDLEY SUSAN B 724-11C9+5
"AC<NEY V 724-9613+5
24 "ANSEN MAR1SE 726-5315 4-
2 mQLTS A E 724-9B65 6
JCHNSTO% JCHN -1 724-0552+5
LEGER HEReEaT H 726-8367*5
LOPEZ AB+AA!-Aw 726-4025+5
LOPEZ VALERIE 726-4025+5
4 wAR I ANC JOSE P►-I NE 724-5818 3
15 ►+UIR J L 724-5055 3
10 NESEL % 724-6SZ3 4
20 PZEISIv; T 726-6176 4
RAIr;ES LELANO L 724-14B7;5
ROEEFTS VINCENT H 726-3733.5
6 SMITH L 8 724-1572 4
STOR4S CAROLY', 726-6440+5
STORMS RAS00% L 726—B44C+5
TOLHURST n RICHARO 724-33B2+5
TREBBE wARTHA T 726-7527+5
V4RRIN A 726-6322 3
16 mILLIS HARRY C 726-4229 3
■ISEwAN ELVA d 724-0465+51
34 YAwAOA CrUKG CHI 726-4577 4
34 YA"ADA HIRCSr1 H 726—L577 4
I 30 ZELLERS KICHAEL 726-35'2 4
1610. . . . . . . . . . . . . . . . . . . . .
1612 xxxx OC
I 1615 xxxx CO
1621 M RANDA CCNV:E 724-0035 0
4IRL4DA ROSIE 724—CC35 1
1627 wILLIR JACC5 S 726-6723 3
1639 wARCUEZ wARCCS 724—C181 3
1645 xxxx CC
1721 ARzEDCNDO LLmgENCE 724-6896+5
1755 VIGIL JENELL 726-5890+5
VIGIL PAUL 726-559C+5
1769 JAC080 FELIX R 724-6641+5
17B1'BAHAII FAITH 724-7342 4
+CCVTRACT CCCUM_E%vTS 72L-7342 4
NELSCN GO`ALO A 724-7342+5
2133 xxxx CO
2137 SHUMAKER E R 724--.1CZ
2163 SMITH 8AR3ARA A%N 726-7068 4
SMIT-+ -r 724-7209
2165 OGNAHUE ALLAN wSGT 724-3023 3
2167 ABRAHAwSON LEOSARO 724—E506+5
2206 CrmARUSTI ROCCO 724-2713 0
2405*ARAIZA PAV*.GLExCVTG724-8695+5
2511*PARAKEE7 FARM 72L-1337+5
2700*OMORIS RCAOSD STA%D72L-5503
2766'K M L 0 AM 8RDCSTG 724-8333 2
2768 M2ACHA" MARCUS 724-7L39 4
2929 SHIRLEY OORIS E 726-5915 4
• 76 BUS 201 R ES 89 ,NE a
6456522.5 Page: Al2

Target Street Cross Street Source
- Haines Criss-Cross Directory
N SANTA FE AVE 1971
1609 CVAS EANI '124- 3259
1612 GOMEZ EPIEAN1O 7 - 1 1
L621 M I ANOA CONN I 7 -
MIRANDA POSIE7 - 0 + 1
17 XXXX 00
1645 GALVEZSAL 7 - 01 8
1721 ROUSH RONDA 7 4- + 1
1755 CASTERIDA M 7 4- 047 + 1
CASTER POST J W 7 4- 47 + 1
1781 SAUNOERS VERNON 7 � D
2133 XXXX00
2137 SHUMAKER E R 7 - 1
2163 SMITH 7 - 7 0
2165 OONAHUE ALLAN MIST 724- 3023
6456522.5 Page: A13

Target Street Cross Street Source
V - Haines Criss-Cross Directory
N SANTA FE AVE 1971
. . ABTA FE AV N 92083ONTO O
16 7* M 1LDRE DEE STHERT 7 -m- 8 1 + 1
2511 QUESADA LD1 7 -m- 133 71
7 * ILO AM 8RDCSTGCO 724-c- 8333
* KMLO AM 8ROADCASTNG724- 8333 + 1
SANDS ANN 724- 5991
SANDS MAURICE724- 5991
2929 XX X DO
79 8US 1
6456522.5 Page: A14

APPENDIX

Enthalpy Analytical
931 West Barkley Ave
Orange, CA 92868
(714) 771-6900
enthalpy.com
IE
Lab Job Number: 444757
NTHALY
Report Level: II
Report Date: 05/11/2021
A N A L Y T t C A L
Analytical Report prepared for:

Troy Reist
Geocon Incorporated
6960 Flanders Drive
San Diego, CA 92121
Location: Camino Largo, G2721-62-01
Authorized for release by:
�044 A&a—
Diane Galvan, Project Manager
714-771-9928
diane.galvan(@enthalpy.com
This data package has been reviewed for technical correctness and completeness. Release of this data has been authorized by the Laboratory Manager or the Manager's designee,as verified by the above signature which applies to this PDF file as well as any associated electronic data deliverable files.The results contained in this report meet all requirements of NELAP and pertain only to those samples which were submitted for analysis.This report may be reproduced only in its entirety.

CA ELAP# 1338, NELAP# 4038, SCAQMD LAP# 18LA0518, LACSD ID# 10105, CDC ELITE Member
1 of 10

F ENTHALPY

A N A L Y T I C A L
Sample Summary
Troy Reist Lab Job #: 444757
Geocon Incorporated Location: Camino Largo, G2721-62-01 6960 Flanders Drive Date Received: 04/30/21
San Diego, CA 92121
Sample ID Lab ID Collected Matrix
S1-0' 444757-001 04/30/21 09:00 Soil
S1-0.5' 444757-002 04/30/21 09:05 Soil
2of10

&ow

ENTHALPY

ANALYTICAL
Case Narrative
Geocon Incorporated Lab Job Number: 444757
6960 Flanders Drive Location: Camino Largo, G2721-62-01 San Diego, CA 92121 Date Received: 04/30/21
Troy Reist
This data package contains sample and QC results for two soil samples, requested for the above referenced project on 04/30/21. The samples were received cold and intact.

TPH-Extractables by GC (EPA 8015M):

High recovery was observed for diesel C10-C28 in the MS for batch 266510; the parent sample was not a project sample, the LCS was within limits, and the high recovery was not associated with any reported results. High RPD was also observed for diesel C10-C28 in the MS/MSD for batch 266510; the high RPD was not associated with any reported results. S1-0' (lab# 444757-001) was diluted due to the dark color of the sample extract. No other analytical problems were encountered.

PCBs (EPA 8082):

High recoveries were observed for Aroclor-1016 in the MS/MSD for batch 266450; the parent sample was not a project sample, the LCS was within limits, and this analyte was not detected at or above the RL in the associated samples.

Responses exceeding the instrument's linear range were observed for Aroclor-1016 in the MS/MSD for batch 266450; affected data was qualified with "E". S1-0' (lab#444757-001) was diluted due to the color of the sample extract. No other analytical problems were encountered.
1 of 1
3 of 10

FL
d c
T � _ h+' C L Z2
0 a o 0 u
O 0 m E O CIO
(0
d
_ > E C N L F- N CJ
o m 0 Eo \ O
G1 Ln _ N
m U 3 y �J 6v
'a Z -
W S O N m M
if y
N Ln
m LD H 0 o l CM GJ`
1A
h > U
3 m 2 O
v m m � II
GJ ar N Z
C II
C 4N1 Ln
Ln
H d O a
O
C X f6 n
3 Z 2
0 S9Dd ZSOS
F U
Slelaw ZZ DWI0109 A �
3 v
~ _0 > c v SJOASOLZS M Ov
Q Q
N 0 a SdOO TSOS o 0
u
3 O PeDISOT09 o
Ln v o_ Oaa+Oa0+Oa9 Hdl STOS x x
`i' o ¢ 11 SJOA 09Z8
v
a
to 3
a I v1 Q
II
— ¢ o 0
0 II D_ I"•
• O I..� Z n
II
ru '1 ti N N
a c°� z° Z �S
V I I
Z N `^ Q O O. F--0 IOLO l' J n V) V)
ITS ITS aj
LU
(D
c E E
a arE•a o n
E rn m
o O
N N N
N 2k it i6 fl.
fl
11-1 f6 7 "6 O m
co Z Z a Q (7 N
tto r co N N
�t CN
•a m O O a
Um E ItV\ Q
O to O O ITS
N O !V
C
m 0)
2 '? Z In
U O r- O CC
C
m 4 ~ Q
f0 N 1-4Q U
C Q
' ` U I�
a °` 'CL
•r, 0 0 OILL C N
F� f6 in
Z Q 0 U 0
N
4a � C N N COD 00 00 41
LJ.J C N LL N Ln Ln fl
W m °u C' a-' o p Ln Ln E
rn O O p �' LD c o0 0o m
V~7 C7 4� lO1D to W W Ln
m m m
U aj L m m m
_ h -0 H 'D
in � N •� a) '= N
ai
O- O Ln Ln '� U '� U U
O C
O 0 E "�6 L ci N m Ln lD I� W cn O U aC Lu Q a
4of10

f
L.
f-
34y"

SAMPLE ACCEPTANCE CHECKLIST
Section 1
Client:Geocon Inc. Project:Camino Largo G2721-62-01 Date Received:4/30/2021 Sampler's Name Present: ✓ es No Section 2
Sample(s)received in a cooler? ✓Yes,How 1 manY•? E]NO(skip section 2) Sample Temp('C) Sample Temp(`C),One from each cooler: #1: 5.6 42: ('No Cooler) #3: #4: _
(Acceptance rangeis /�
Ent�Ip -11=cal . bsidiary of Montrose Environmental Group,lnc. 931 W.Barkley Ave,Orange,CA 92868•T:(714)771-6900•F:(714)538-1209 www.enthalpy.com/socal
Sample Acceptance Checklist—Rev 4,8/8/2017
f
5 of 10

�� ENTHALPY

A N A L Y T I C A JL
Analysis Results for 444757
Troy Reist Lab Job#:444757
Geocon Incorporated
6960 Flanders Drive Location:Camino Largo,G2721-62-01 Date Received:04/30/21
San Diego,CA 92121
Sample ID: S1-0' Lab ID: 444757-001 Collected: 04/30/21 09:00 Matrix: Soil
444757-001 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist Method:EPA 8015M
Prep Method:EPA 3580
GRO C6-C10 ND mg/Kg 250 25 266510 05/04/21 05/05/21 MES DRO C10-C28 13,000 mg/Kg 250 25 266510 05/04/21 05/05/21 MES ORO C28-C44 13,000 mg/Kg 500 25 266510 05/04/21 05/05/21 MES Surrogates Limits
n-Triacontane DO %REC 70-130 25 266510 05/04/21 05/05/21 MES Method:EPA 8082
Prep Method:EPA 3546
Aroclor-1016 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1221 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1232 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1242 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1248 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1254 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1260 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1262 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Aroclor-1268 ND ug/Kg 100 2 266450 05/04/21 05/10/21 KTD Surrogates Limits
Decachlorobiphenyl (PCB) 43% %REC 19-121 2 266450 05/04/21 05/10/21 KTD 1 of 2 Results for any subcontracted analyses are not included in this section. 6 of 10

�� ENTHALPY

A N A L Y T I C A JL
Analysis Results for 444757
Sample ID: S1-0.5' Lab ID: 444757-002 Collected: 04/30/21 09:05 Matrix: Soil
444757-002 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist Method:EPA 8015M
Prep Method:EPA 3580
GRO C6-C10 ND mg/Kg 10 1 266510 05/04/21 05/05/21 MES DRO C10-C28 490 mg/Kg 10 1 266510 05/04/21 05/05/21 MES ORO C28-C44 370 mg/Kg 20 1 266510 05/04/21 05/05/21 MES Surrogates Limits
n-Triacontane 76% %REC 70-130 1 266510 05/04/21 05/05/21 MES Method:EPA 8082
Prep Method:EPA 3546
Aroclor-1016 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1221 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1232 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1242 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1248 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1254 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1260 57 ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1262 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Aroclor-1268 ND ug/Kg 50 1 266450 05/04/21 05/05/21 KTD Surrogates Limits
Decachlorobiphenyl (PCB) 36% %REC 19-121 1 266450 05/04/21 05/05/21 KTD DO Diluted Out
ND Not Detected
2 of 2 Results for any subcontracted analyses are not included in this section. 7 of 10

�� ENTHALPY

ANALYTICAL
Batch QC
Type: Blank Lab ID: QC923056 Batch: 266450 Matrix: Soil Method: EPA 8082 Prep Method: EPA 3546 QC923056 Analyte Result Qual Units RL Prepared Analyzed Aroclor-1016 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1221 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1232 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1242 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1248 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1254 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1260 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1262 ND ug/Kg 51 05/04/21 05/05/21 Aroclor-1268 ND ug/Kg 51 05/04/21 05/05/21 Surrogates Limits
Decachlorobiphenyl (PCB) 67% %REC 19-121 05/04/21 05/05/21 Type: Lab Control Sample Lab ID: OC923060 Batch: 266450 Matrix: Soil Method: EPA 8082 Prep Method: EPA 3546 QC923060 Analyte Result Spiked Units Recovery Qual Limits Aroclor-1016 302.4 500.0 ug/Kg 60% 14-150 Aroclor-1260 423.5 500.0 ug/Kg 85% 10-150 Surrogates
Decachlorobiphenyl (PCB) 27.52 50.00 ug/Kg 55% 19-121 Type: Matrix Spike Lab ID: OC923061 Batch: 266450 Matrix(Source ID): Soil (444642-001) Method: EPA 8082 Prep Method: EPA 3546 Source
Sample
OC923061 Analyte Result Result Spiked Units Recovery Qual Limits DF Aroclor-1016 1,105 ND 500.0 ug/Kg 221% E,' 42-127 1 Aroclor-1260 98,090 38720 500.0 ug/Kg 11761% E,NM 38-130 1 Surrogates
Decachlorobiphenyl (PCB) 52.28 50.00 ug/Kg 105% 19-121 1 1 of 3
8 of 10

�� ENTHALPY

ANALYTICAL
Batch QC
Type: Matrix Spike Duplicate Lab ID: QC923062 Batch: 266450 Matrix (Source ID): Soil (444642-001) Method: EPA 8082 Prep Method: EPA 3546 Source
Sample RPD
QC923062 Analyte Result Result Spiked Units Recovery Qual Limits RPD Lim DF Aroclor-1016 1,179 ND 500.0 ug/Kg 236% E,` 42-127 30 1 Aroclor-1260 81,400 38720 500.0 ug/Kg 8422% E,NM 38-130 30 1 Surrogates
Decachlorobiphenyl (PCB) 48.74 50.00 ug/Kg 97% 19-121 1 Type: Blank Lab ID: QC923227 Batch: 266510 Matrix: Soil Method: EPA 8015M Prep Method: EPA 3580 QC923227 Analyte Result Qual Units RL Prepared Analyzed GRO C6-Cl0 ND mg/Kg 10 05/04/21 05/05/21 DROC10-C28 ND mg/Kg 10 05/04/21 05/05/21 ORO C28-C44 ND mg/Kg 20 05/04/21 05/05/21 Surrogates Limits
n-Triacontane 101% %REC 70-130 05/04/21 05/05/21 Type: Lab Control Sample Lab ID: QC923228 Batch: 266510 Matrix: Soil Method: EPA 8015M Prep Method: EPA 3580 QC923228 Analyte Result Spiked Units Recovery Qual Limits Diesel C10-C28 213.9 250.0 mg/Kg 86% 76-122 Surrogates
n-Triacontane 10.27 10.00 mg/Kg 103% 70-130 Type: Matrix Spike Lab ID: QC923229 Batch: 266510 Matrix (Source ID): Soil (444740-016) Method: EPA 8015M Prep Method: EPA 3580 Source
Sample
QC923229 Analyte Result Result Spiked Units Recovery Qual Limits DF Diesel C10-C28 619.3 112.3 250.0 mg/Kg 203% 62-126 5 Surrogates
n-Triacontane 11.15 10.00 mg/Kg 111% 70-130 5 2 of 3
9 of 10

�� ENTHALPY

ANALYTICAL
Batch QC
Type: Matrix Spike Duplicate Lab ID: QC923230 Batch: 266510 Matrix (Source ID): Soil (444740-016) Method: EPA 8015M Prep Method: EPA 3580 Source
Sample RPD
QC923230 Analyte Result Result Spiked Units Recovery Qual Limits RPD Lim DF Diesel C10-C28 422.4 112.3 250.0 mg/Kg 124% 62-126 38* 35 5 Surrogates
n-Triacontane 10.39 10.00 mg/Kg 104% 70-130 5 Value is outside QC l i m its
E Response exceeds instrument's linear range
ND Not Detected
NM Not Meaningful:Sample concentration>4X spike concentration 3 of 3
10 of 10

IS/MND Appendix F
Hydrology Reports

PRELIMINARY HYDROLOGY AND

HYDRAULIC REPORT

CAMINO LARGO
2123 N. Santa Fe Avenue
APN 159-240-07
City of Vista
Prepared for:

Kyun Tae Kim
Frank Sohaei, Trustee of the Falor Family Trust
2359 Pio Pico Drive
Carlsbad, CA 92008
(760) 420-1267
Prepared by:
bhA. Inc
land planning, civil engineering, surveying
5115 Avenida Encinas, Suite L
Carlsbad, CA 92008-4387
(760) 931-8700
August 13, 2021
W.O. 864-1154-400
CAMM LARGO PRELIMINARY HydROIOGy REPORT bhA, Inc.

TABLE OF CONTENTS
Chapter1—Discussion..................................................................................................................................................3

1.1 Vicinity Map..............................................................................................................................................3

1.2 Purpose and Scope...................................................................................................................................4

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

1.4 Pre-Development Conditions..................................................................................................................4

1.5 Post-Development Conditions................................................................................................................5

1.6 Study Method............................................................................................................................................9

1.7 Conclusions.............................................................................................................................................11

1.8 Declaration of Responsible Charge......................................................................................................13 Chapter 2—Existing&Proposed Hydrology Exhibits.............................................................................................14 Chapter3—Calculations.............................................................................................................................................16

3.1 Pre-Developed Condition Hydrology Calculations.............................................................................16 100-Year Storm.................................................................................................................................17

3.2 Post-Devlopment Condition Hydrology Calculations-Undetained.................................................23 100-Year Storm.................................................................................................................................24

3.3 Post-Development Condition Hydrology Calculations-Detained....................................................36 100-Year Storm.................................................................................................................................37 Chapter 4—Modified-Puls Detention Routing..........................................................................................................49

4.1 Rational Method Hydrographs.............................................................................................................50

4.2 Basin Storage&Stage-Discharge Relationships.................................................................................54

4.3 Basin Outlet Detail.................................................................................................................................58

4.4 HEC-HMS Modified-Puls Routing Results.........................................................................................61 Chapter5—Hydraulic Elements Calculations..........................................................................................................75

5.1 Curb Inlet Calculations..........................................................................................................................76 Chapter6—References................................................................................................................................................78

6.1 Methodology-Rational Method Peak Flow Determination..............................................................80 CAMINO LARGO I.

PRELIMINARY HydR01OGY REPORT bhA, Inc.

CHAPTER I — DISCUSSION

1.1 VICINITY MAP
GPP GD Jv�� Jr
TA YL OR sT.

VICINITY MAP

NO SCALE

CAMINO LARGO
PRELIMINARY HydROIOGy REPORT bNA. Inc. 3

1.2 PURPOSE AND SCOPE
The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the proposed Tentative Subdivision Map of Camino Largo Project in the City of Vista. The scope of this study is to analyze the results of pre-developed and post-developed condition hydrology calculations and provide recommendations as to the design and size of various hydraulic systems considered as mitigation of any potential adverse effects of the proposed project. The mitigation measures proposed will include runoff interception ditches, specific routing and bypassing of runoff from areas that will remain in their natural condition, and detention calculations and sizing to attenuate the effects of development on storm water discharge. The 100-year storm frequency will be analyzed. Information contained in this report will be referred to for the purpose of sizing treatment facilities as proposed in the associated Storm Water Quality Management Plan.

1.3 PROJECT DESCRIPTION
The Camino Largo project is located in the County of San Diego (APN 159-240-07) on the east side of North Santa Fe Avenue and north of Camino Largo at the intersection of North Santa Fe Avenue and Camino Largo. The property consists of approximately 9.30 acres.

The project site drains to two (2) Points of Compliance located near the southwest and southeast corners of the project site.

Treatment of storm water runoff from the site has been addressed in a separate report- "Priority Development Project (PDP) Storm Water Quality Management Plan (SWQMP) for Camino Largo' by BHA. Hydromodificaiton (HMP) analysis has also been presented within the SWQMP.

Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak flowrates when the contributing drainage area is less than 1.0 square mile.

Hydraulic Modified-Puls detention basin routing of the aforementioned modified rational method hydrology was performed using the Army Corps of Engineers HEC-HMS 4.8 software.

1.4 PRE-DEVELOPMENT CONDITIONS
The project site is a hillside property dominated by an east-west trending ridge that rises approximately 66 feet above the lowest site terrain along North Santa Fe Avenue. The steepest project slopes descend to the north at 3:1(H:V) gradients. Site terrain continues to support a modest growth of native grass. Currently there is a nursery on the site, including greenhouse facilities, dirt roadways, and various storage structures. Less than 5% of the property site is impervious. The site is surrounded by undeveloped lands and single family residential homes.

CAMM LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. F4�

The existing drainage area is divided to three (3) basins. Areas draining towards POC-1 sheet flows from the top of the ridge southerly, and then westerly along Camino Largo until discharging to the south side of Camino Largo just before North Santa Fe Ave at POC-1. Areas draining towards POC-2 sheet flows westerly off the ridge until discharging southerly over the top of the decomposed granite private road, and into a natural swale at POC-2. In Additional offsite areas northeast of the easterly boundary flows to POC-2. All drainage enters an existing stream bed to the south of Camino Largo, eventually joining at an existing culvert crossing below North Santa Fe Avenue approximately 100 feet south of the project site Table 1 summarizes the pre-developed condition runoff information from the site. Please refer to the Pre-Developed Hydrology Exhibit for drainage patterns and areas.

TABLE 1—Summary of Pre-Developed Peak Flows
POC-ID Drainage Area (ac) 100-Year Peak Flow
(cfs)
POC-1 4.95 7.05
POC-2 4.16 6.23
Total 9.11 13.28

1.5 POST-DEVELOPMENT CONDITIONS
The Camino Largo Project proposes the development of a forty six(46) lot residential subdivision, with individual level building pads on 9.3 gross acres. The project also proposes the minor widening and improvement of the Camino Largo private drive,which will include paving,sidewalks with curb and gutter.

The graded site will include forty six(46)new residential lots with driveways and landscaping areas along five (5) streets north of Camino Largo. Approximately 59% of the property will be impervious. Biofiltration basins are proposed for the two main drainage basins for POC-1 and POC-2 that increases in the drainage discharge rate and velocity will be mitigated up to the 100- year runoff. Proposed grading has been minimized as much as possible to maintain existing slope and drainage patterns.

POC-1
There is one (1)biofiltration basin which will outlet into an existing storm drain along-side North Santa Fe Avenue south of Camino Largo and discharge from the site at POC-1.

POC-2
There is one (1) biofiltration basin,which outlets via a storm drain into a natural swale at POC-2.

Additional offsite areas along the easterly boundary and towards the northeast is diverted around the development via drainage channels and rip rap, to discharge as historically over Camino Largo and sheet flow into a natural swale.

CAMiNO LARGO
PRELIMINARY HydROlogy REPORT bNA, Inc. F-5__

Rip rap energy dissipaters are proposed at storm drain outlets to reduce flow velocities. Post- development site flow will mimic existing drainage conditions, and will discharge from the site at below historical flow rates. The Homeowners Association will maintain the private road, storm drain system, and biofiltration basins.

Per 2003 County of San Diego criteria, runoff coefficients were assumed respectively for the developed project site dependent upon hydrologic soil class and surface land use.

Table 2 summarizes the expected cumulative 100-year peak flow rates from POC-1 and POC-2.

TABLE 2—Summary of Developed Conditions Peak Flows
POC-ID Drainage Area (ac) Undetained 100-
Year Peak Flow (cfs)
P O C-1 4.83 17.17
POC-2 5.06 17.99
Prior to discharging from the site,first flush runoff will be treated via the biofiltration based BMPs in accordance with standards set forth by the Regional Water Quality Control Board and the 2016 Vista BMP Design Manual (see "Storm Water Quality Management Plan (SWQMP) for Camino Largo" by BHA).

Two(2)LID biofiltration basins are located within the project site and are responsible for handling hydromodificaiton requirements for the project site. In post-developed conditions,the basins will have surface ponding and a riser spillway structure (see dimensions in Table 3). Flows will then discharge from the basins via the outlet structure or infiltrate through the bio-filtration layers of the facilities to the low flow orifice. The riser structures will act as a spillway such that peak flows can be safely discharged to the receiving storm drain system.

Beneath the basins'invert lies the LID biofiltration portion of the drainage facilities. Biofiltration basins in 1 and 2 are responsible for handling hydromodification requirements for POC-1 and POC-2. Basins 1 and Basin 2 will have a ponding depth of 6 inches. BMPs are comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 in/hr),and a 7-inch reservoir layer of gravel for additional detention,and to accommodate the French drain system. Below the reservoir layer, the basins will include 3 inches of saturated storage. Flows will discharge from the basin via a low-flow orifice outlet within the gravel layer to the receiving storm drain system. A riser structure will be constructed within the BMP with multiple low-flow orifices and an emergency overflow, such that peak flows can be safely discharged to the storm drain system. A typical cross section of the basins is provided in Chapter

4.3. CAMiNO LARGO
PRELIMINARY HydROlogy REPORT bNA, Inc. F-61

TABLE 3—Summary Of BMP Dimensions
Dimensions
Biofiltration Tributary BMP Underdrain Total Riser Min.

BMP Area (Ac) AreaM Orifice, D(2) Gravel Invert Total ft2 in Depth(3) Elev, Surface
BMP 1 4.548 6,132 3.00 7 18 12
BMP 2 3.121 8,300 3.00 7 18 12
Notes: (1):Area of amended soil =area of gravel =area of BMP. (2): Diameter of the orifice in gravel layer with invert at bottom of layer; tied with hydromod min threshold (50%Q2).
(3):Total depth of gravel including 3"of saturated storage located below (4): Depth from bottom of pond to invert of emergency overflow weir.

TABLE 4—Summary Of BMP Dimensions
Lower Slot Dimensions Upper Slot Dimensions Emergency Weir Biofiltration Outlet Invert Invert (#) - Riser Weir (#)-
BMP Elev HL(2) Width x Outlet Elev, HL(2) Width x Invert Perimeter Type(1) Height(in) (3) Type(1) (s)
in in Height(in) Elev, Length
BMP 1 Slot 6 (1) -58x 3 Slot 7 (1)- 10x 3 18 11.83 BMP 2 Slot 6 (1) -32 x 3 I Slot 7 (1) -6x 2 18 11.83 Notes: (1):Shape of orifice opening in riser structure. (2):Depth from bottom of pond to invert of lower slot or weir. (3):Number of slots and slot dimensions: For example for BMP 1:One 57-inch wide by 3-inch high slot at 6-inches above bottom of basin and one 9-inch wide by 3-inch high slot at 7-inches above bottom of basin.
(4):Depth from bottom of pont to invert of emergency overflow weir. (5):Overflow length,the internal perimeter of the riser.

Rainfall
Precipitation has been obtained from NOAA website at the coordinates of the project (Chapter 6- References).

Rainfall was developed using the SDCHM, where the duration "t" is made equal to the time of concentration to maximize peak flow. However, longer durations up to 360 minutes are used to build the complete hyetograph (precipitation distribution for the 100-year, 6-hour storm event).

The 6-hour storm is distributed according to the methodology explained in the SDCHM, where the peak precipitation starts four hours after the beginning of the storm (see intensity tables in Chapter 5 - References).

CAMiNO LARGO I.

PRE[iMINARy HydROIOGy REPORT bhA, Inc.

BMP 1 and BMP 2 are designed as a conjunctive use facilities. Conjunctive use facilities are designed to serve two or more purposes. BMP 1 and BMP 2 will meet both storm water management objective (pollutant & hydromodification control) and flood control objective (detention of the 100-year storm event).

HEC-HMS allows for hydrology input time steps of 1, 2, 3, 4, 5, 10, 15 & 20 minutes. Rational Method analysis input was used to determine an inflow hydrograph using the 2/3's 1/3 distribution as detailed on pages 4-2 and 4-3 of the 2003 County of San Diego Hydrology Manual. The time of concentration (Tc) used for the construction of these hydrographs was rounded to the nearest time interval that HEC-HMS could accept. The peak flow remains as per the modified rational method analysis and is not reduced (or increased) from this hydrograph development accordingly.

HEC-HMS uses an elevation-storage-discharge function to model the basin volume (stage- storage) and basin discharge (stage-discharge) relationships, the available storage volume provided by WQ units.

Rational method hydrographs, stage-storage, stage-discharge relationships and HEC-HMS model output is provided in Chapter 4 of this report.

Post-Developed Hydrograph Determination
For the post-developed condition, runoff hydrographs were generated using the Rational Method Hydrograph Procedure discussed in the Section 6 — Rational Method Hydrograph Procedure of the SDCHM. These hydrographs were then entered into the developed condition HEC-HMS model.

Model Results
The biofiltration facilities, BMP 1 and BMP 2, are sized for treatment and hydromodification of storm water runoff, resulting in decreasing the post-development 100-year peak flows. BMP 1 and BMP 2 satisfies hydromodification criteria and maintain the post-development peak flows below pre-development levels for the 6hr-100yr synthetic storm event, as shown in Table 5.

The post-developed condition peak flows calculated using modified rational method were then routed through the detention facilities on the project site in HEC-HMS. The HMS Modified- Puls results are summarized in Table 5.

CAMM LARGO
PRELIMINARY Hydrology REPORT bNA. Inc.

TABLE 5—Summary Of Detention Basin Routing
POC-ID Drainage Area (ac) Undetained 100- Detained 100-Year Year Peak Flow (cfs) Peak Flow (cfs)
P O C-1 4.83 17.17 6.70
P O C-2 5.06 17.99 6.17
Rational method hydrographs, stage-storage, stage-discharge relationships and HEC-HMS model output is provided in Chapter 4 of this report.

1.6 STUDY METHOD
The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual (SD HM). The Hydrology and Hydraulic Analysis were done on Hydro Soft by Advanced Engineering Software 2013. The study considers the runoff for a 100-year storm frequency.

Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "2003 County of San Diego Drainage Design Manual." A more detailed explanation of methodology used for this analysis is listed in Chapter 6—References of this report.

Drainage basin areas were determined from the aerial topography, City of Vista 200-scale topography Map 2030-6256, and proposed grades shown on the Tentative Subdivision Map. For the proposed condition, all pad areas were considered to include roof areas, driveways and 500 square feet for future homeowner installed hardscape such as patio areas.

The Rational Method provided the following variable coefficients:

Rainfall Intensity — Initial time of concentration (T,) values based on Table 3-2 of the SD HM.

Rainfall Isopluvial Maps from the SD HM were used to determine P6 for 100-year storm, see References.

Rainfall Intensity = I = 7.44x(P6)x(Tc)-0.641
P6 for 100 year storm =3.1-inches
Soil Type—The site consists of soils in hydrologic soil groups of Type-C and Type-D, see Web Soil Survey in the References section of this report. The line depicting the Type-C and Type-D soils has been transposed from the Web Soil Survey and included in the Existing and Proposed Hydrology Maps.

CAMiNO LARGO
PRE[iMINARY HydROlocy REPORT bNA, Inc. F__9__

Runoff Coefficient - In accordance with the County of San Diego standards, runoff coefficients were based on land use and soil type. The soil conditions used in this study are consistent with Type-C and Type-D soil qualities. An appropriate runoff coefficient(C)for each type of land use in the subarea was selected from Table 3-1 of SD HM and multiplied by the percentage of total area (A) included in that class. The sum of the products for all land uses is the weighted runoff coefficient (�,[CA]).

For all of the landscaped areas, a runoff coefficient assuming 0% impervious was used based on the under-lying soil type, 0.30 for Type-C and 0.35 for Type-D soils. All streets and driveways were considered 95% impervious, and assigned a runoff coefficient of 0.87. All pad areas were considered 10% impervious, or 1.0 DU/acre, due to the preliminary nature of this report. At Final Grading, pad areas will also be calculated with a weighted runoff coefficient based on building footprints and final driveway areas.

The Post-Development Hydrology Exhibit shows the offsite area, proposed on-site drainage system, on-site subareas, and nodal points. Table 5 summarizes the Weighted Runoff Coefficient Calculations calculated in the existing and proposed conditions.

TABLE 5 -Weighted Runoff Coefficient Calculations by Node Pre-Developed
Up Node Down Node Total Acreage C1 Al(ac) C2 A2(ac) C3 A3(ac) Ccomp 100 110 0.14 0.35 0.00 0.30 0.14 0.87 0.00 0.30 110 120 0.11 0.35 0.00 0.30 0.11 0.87 0.00 0.30 120 130 4.70 0.35 2.08 0.30 2.62 0.87 0.00 0.32 200 210 0.06 0.35 0.00 0.30 0.06 0.87 0.00 0.30 210 220 3.06 0.35 1.71 0.30 1.35 0.87 0.00 0.33 230 240 0.08 0.35 0.08 0.30 0.00 0.87 0.00 0.35 240 250 0.96 0.35 0.96 0.30 0.00 0.87 0.00 0.35 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References.

CAMiNO LARGO I.

PREliMINARy HydROIOGy REPORT bhA, Inc. ��

Post-Developed
Up Node Down Node Total Acreage Cs Al(ac) C2 A2(ac) C3 A3(ac) Ccomp 100 110 0.130 0.35 0.00 0.30 0.07 0.87 0.06 0.57 110 120 2.967 0.35 0.31 0.30 0.85 0.87 1.80 0.65 140 150 0.118 0.35 0.00 0.30 0.07 0.87 0.05 0.55 150 160 1.307 0.35 0.41 0.30 0.08 0.87 0.81 0.67 170 170 0.305 0.35 0.31 0.30 0.00 0.87 0.00 0.35 200 210 0.167 0.35 0.00 0.30 0.05 0.87 0.12 0.71 210 240 2.261 0.35 0.10 0.30 1.36 0.87 1.46 0.76 220 230 0.123 0.35 0.00 0.30 0.07 0.87 0.05 0.54 230 240 0.536 0.35 0.24 0.30 0.00 0.87 0.29 0.64 250 250 0.271 0.35 0.27 0.30 0.00 0.87 0.00 0.35 260 270 0.081 0.35 0.08 0.30 0.00 0.87 0.00 0.35 270 280 1.619 0.35 1.62 0.30 0.00 0.87 0.00 0.35 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References.

1.7 CONCLUSION
Table 6 below summarizes predeveloped and post-developed condition drainage areas and resultant 100-year peak flow rates at the POC discharge locations from the Camino Largo Project.

TABLE 6 - Summary of Peak Flows
Condition Drainage Area (ac) 100-Year Peak Flow
(cfs)
POC-1
Pre-Developed 4.95 7.05
Post-Developed 4.83 17.17
Undetained
Post-Developed

4.83 6.70
Detained
POC-2
Pre-Developed 4.16 6.23
Post-Developed

5.06 17.99
Undetained
Post-Developed

5.06 6.17
Detained
As shown in the above table, the development of the proposed Camino Largo project site will result in a net decrease of peak flow discharged from the project site at POC-1 and POC-2.

CAMiNO LARGO I.

PRE[iMINARy HydROIOGy REPORT bhA, Inc.

All developed runoff will receive water quality treatment in accordance with the site specific SWQMP. Additionally, POC-1 and POC-2 are HMP compliant as analyzed in the SWQMP.

Peak flow rates listed above were generated based on criteria set forth in "San Diego County Hydrology Manual" (methodology presented in Chapter 6 of this report). Rational method output is located in Chapter 3 and 4. The hydraulic calculations show that the proposed storm drain facilities can sufficiently convey the anticipated Q100 flowrate without any adverse effects.

Based on this conclusion, runoff released from the proposed project site will be unlikely to cause any adverse impact to downstream water bodies or existing habitat integrity. Sediment will likely be reduced upon site development.

Final storm drain and inlet design details will be provided at the final engineering phase of the development.

CAMM LARGO PRELIMINARY Hydrology REPORT bhA, Inc. ��

1.9 DECLARATION OF RESPONSIBLE CHARGE
I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards.

I understand that the check of project drawings and specifications by the City of Vista is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design.

QEipFESSION
L. Rjc 421
F
4 S /3�� C 60676
Bruce Rice bate
R.C.E. 60676 Expires 12/31/22 * EXP. � S� c l a�Q
�rFOF C P&W
CAMM LARGO PREIIMINARy HydRology REpORY bhA, Inc. ��

II. EXHIBITS

PRE-DEVELOPED CONDITION HYDROLOGY EXHIBITS

POST-DEVELOPED CONDITION HYDROLOGY EXHIBITS
CAMINO LARGO I.

PRE[IMINARY HydROIOGy REPORT bhA� Inc. F_—14--

CAMINO LARGO I-
PRELIMINARY HydROlocy REPORT bhA, Inc. ��

+Ga e \
320
2S
x 332.2 � � � X l � Qz
ASS
x 335. XO. 3 �309.9
3 DASHED CONTOURS W ARE APPROXIMATE X 3�0. W o
,Wall Q x 355. 7 x \ x 3 x x
340. 6 � 100 200 � \ �x X 339.9 3� .X �� 4 EL=357.60 -- o
x W II EL=359.50 Palm Tre 3/3 42 / x , 0 3 �6x 6, � x x Q I 0 0 � 8.8
x 3094 /
Aso 0.139 0.060 3�3 / U C=o.30 C=0.30

3.063
° EL-355.50 C-0.33 346. E �3� 3�5. 4 I l

0.24 \_�
/-- �' X 306. 4 �
/ EL=353.DO x ; X 308.4 X I X 309.5 x Shed - S�
lGa I _- _- __ _ ------ -- s �/' 240
/ 6.23
/
EL=308.50
/
' I
/
° s o C=0.32 / X 5323 X 322. / /
x
eenhous x 305.5 325 � X3 . / S LEGEND
Palm ❑ X j � �°
Trees /
- SURFACE NODE 70

SURFACE RUNOFF (CFS)
C \ 8.83
120 -
X ELEVATION EL-347.00 7 � / .ifs a . •H ;� �.�,� y / ` r�O X EL=294.00 290 X 291.2 313>42 x 31a5 'x fn 2il rf . \\ P / I x3 �\ / r "� fsr`fhJ � k X 289.

XISTING CU E / I _ x 3094 x / DENSE BRUSH AND Tom
40' 20' 0' 40' 80' 120'
.J J 293. � / / I� �\ \ s "
/ � ,EL=3o9.60 - 5' hr � , PRE-DEVELOPMENT HYDROLOGY OF
DRAINAGE DETAIL CAMINO LAR GOI
° CITY F VISTA, CALIFORNIA
bhAincl
n c��o�c�c��o�go ��r�rc��o�g C O S , C O 5115 AVENIDA ENCINAS
v \,x SUITE "L" CARLSBAD, CA. 92008-4387
SCALE: 1" = 80' (760) 931-8700 SHEET ] OF ] K:\Civil 3D\1154\DWG\HYDRO\1154-EX HYDRO.dwg, 8/23/2021 3:12:49 PM

�u
ON
pa
M` I�,, ► !�`T r`` S.
ram; �♦i�> i1 ,' � � '►) �__��\��tr�`� �y�.� �� _ 1• 01 it
ORM
SOMI
Man
TAM
laor- SIP
po
AN
AMR A
VAA
Mum
��► MO aft
7 uago
�1 �� I��• �� , \\�� • � � , IM
E Imp.
aklm
om
RIF
-W-MOM All'
♦ MI
�1M&L
,�� ,�� \\�� ;� ��!MWORZ I � � ; � ♦ � . . �- � � � i�►�� gMEMM �
.-#ram � �,�► .•�� •�; _ Awe, � � ��• ��.� �.�•�'� :.•. � . � ��, .� ,-, , 1��, � � �� , ♦�� I� � '11,ME i
OR
pp �� ,.;��, 1 ►• P -IRL—I ft :�f\rWN at oWo�rks ♦��,�� ,' �I0 �!- •� f `fit 1 -� �s.��l�a`\ALM ��x �,a�� - ♦�♦ �A♦j� ��•..! ��a r 's!,'.� ►'�� p'� w. ■,�� \ • fir_ _. -,�� ..�� /.�r►- ��/� _ MA
WEP
P.
©�i I��- \ �� I♦ �; PM
am
��\Prim
fir - • ��\�� . I �� t,, ---- 0'wo 01 Lill! _� w PAIM
W
WAI
Ll
ilk
pig
mom rqAj*j I g &-mm
m so
MR
Sly
LIM
/ , ` ` ♦>•>�� ` `\ /\'I"' 1 n;'q'4 1 W, MAL
!1.L f
111�7� WIM0101 WMAP
� - •`_0.1 o1M IAN T• 4r' sf fc. / / 1 i L•/rCe F / r.., TON®R
��.� 1SR ,
'kvLI• ./ / Fmi.� • ; a. ,., ,'i% F..` ! •1 1 Yf 1r w 1 w \ LDSO `�•. �/ o_ tQ�V�♦� \ �`' ` 'il- ' - a`?` !O ° is f %jf. f.. ■ ► 1 -„�� ♦♦fit• ��♦♦.�♦�� ' ` 7 ✓ �l `s' � /i.'%SIM �:ay Pr 4.. Y ■ ■ � ■ � r
V. �♦�♦♦♦♦♦♦♦♦♦l`�♦�♦�p Imo., ��♦♦♦�\ `\.' i' . �� '. �� ,. x ,. ��' .:,+• _-._. - '.

77. Nki
VllWOMR-004
•op♦♦♦♦♦♦♦♦ I;`�1, IO
.: \r►, t !jam _ ��1r�j� :� ` •' Yr i" ' ♦\.♦♦♦♦♦�♦♦♦♦♦♦♦♦..��'�— �, "'�
—� .. o r� } .. `. '', :.-• , ;,Y+�_:�L',• l:7yr fly r
C� ��---��i��-.�� •Y � �/
'tog
\ \ ♦♦�•♦♦,i ll!'♦♦jam ' i ./
,I r.:•: L i
I !� .ram- ♦'�"� �:
/ t � ••:.:' Fri /♦ ♦i \,fib �\, `�►.'♦:♦.\,�/I!;I' �,i�-' Imo' :;_(a iql
Y
i
• �� I �r ,IS WE,
' (r;�� ♦♦♦♦♦♦��♦♦♦♦♦�.� rr:^<: ``' yf s`) y'rl.S o -: .: �an� planning, C�U � eng�n22r�ng. SUI"V2yng r . ( \11111 i•= ■ , ,,`' F'1l/s d ¢ 4!f!OR !f, ^ap'�fa r .• 4.:: . - , . • 1]•i :

Milk —
so—Mo.��C� ��♦� ....f JY �2' tr f .� • • : • y
1��

III. CALCULATIONS

3.1 PRE-DEVELOPVED CONDITION HYDROLOGY CALCULATIONS CAMINO LARGO I.

PRE[IMINARY HydROlocy REPORT bhA� Inc. F——16--

100 YEAR STORM
****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459
Analysis prepared by:

BHA INC.
5115 AVENIDA ENCINAS, SUITE L
CARLSBAD, CA 92008
************************** DESCRIPTION OF STUDY ************************** * PRE-DEVELOPED 100 YEAR HYDROLOGY
* *
* *
************************************************************************** FILE NAME: K:\HYDRO\1154\BR-2021\1154E100.DAT
TIME/DATE OF STUDY: 08:34 08/13/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)* (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 357.60
DOWNSTREAM ELEVATION(FEET) = 353.00
ELEVATION DIFFERENCE(FEET) = 4.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.659
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.732

CAMM LARGO
PRELIMINARY HydROlOGy REPORT bNA, Inc. F 17

SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)«« COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 322.50 DOWNSTREAM ELEVATION(FEET) = 294.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 8.47
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41
STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 12.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.468
*USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .3200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.319
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 6.72 TOTAL AREA(ACRES) = 4.9 PEAK FLOW RATE(CFS) = 7.05 END OF SUBAREA STREET FLOW HYDRAULICS:

CAMM LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. F 18

DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.52 FLOW VELOCITY(FEET/SEC.) = 5.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------------------------------------------------------

CAMINO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. F1-9 _

*USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .3500
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 397.90
DOWNSTREAM ELEVATION(FEET) = 385.00
ELEVATION DIFFERENCE(FEET) = 12.90
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.061
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 13.22
RAINFALL INTENSITY(INCH/HR) = 4.36
TOTAL STREAM AREA(ACRES) = 1.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.80 11.91 4.668 3.12
2 1.59 13.22 4.362 1.04

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)

CAMINO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. F 20 �

1 6.23 11.91 4.668
2 6.07 13.22 4.362
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.23 Tc(MIN.) = 11.91 TOTAL AREA(ACRES) = 4.2
LONGEST FLOWPATH FROM NODE 220.00 TO NODE 240.00 = 785.00 FEET. ---------------------------------------------------------------------------- END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 4.2 TC(MIN.) = 11.91
PEAK FLOW RATE(CFS) = 6.23
----------------------------------------------------------------------------

END OF RATIONAL METHOD ANALYSIS
CAMINO LARGO I-
PRELIMINARY HydROlocy REPORT bhA, Inc. ��

CAMINO LARGO I-
PRELIMINARY HydROlocy REPORT bhA, Inc. ��

3.2 POST-DEVELOPED CONDITION HYDROLOGY CALCULATIONS -

UNDETAINED
CAMINO LARGO I.

PRE[IMINARY HydROIOGy REPORT bhA� Inc. F_7�

100 YEAR STORM
****************************************************************************

BHA INC.
5115 AVENIDA ENCINAS, SUITE L
CARLSBAD, CA 92008
************************** DESCRIPTION OF STUDY ************************** * PRE-DEVELOPED 100 YEAR HYDROLOGY WITHOUT DETENTION
* *
* *
************************************************************************** FILE NAME: K:\HYDRO\1154\BR-2021\1154U100.DAT
TIME/DATE OF STUDY: 15:27 08/20/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --- ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)* (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
+--------------------------------------------------------------------------+ POC 1 I
I I
I I
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .5700

CAMM LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. 24

S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 347.50
DOWNSTREAM ELEVATION(FEET) = 345.10
ELEVATION DIFFERENCE(FEET) = 2.40
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.797
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 91.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.700
SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)«« COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 291.50 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.60
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

CAMM LARGO
PRELIMINARY HydR01OGy REPORT bNA. Inc. F 25

PIPE-FLOW(CFS) = 11.31
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 944.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)««< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 318.30 DOWNSTREAM ELEVATION(FEET) = 294.50 STREET LENGTH(FEET) = 436.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.46
STREET FLOW TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 6.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.116
*USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .6700
S.C.S. CURVE NUMBER (AMC II) = 0

CAMM LARGO
PRELIMINARY HydR01OGy REPORT bNA. Inc. F 26

AREA-AVERAGE RUNOFF COEFFICIENT = 0.660
SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 6.69 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.99 FLOW VELOCITY(FEET/SEC.) = 6.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.96 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 160.00 = 536.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)«« ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.23
RAINFALL INTENSITY(INCH/HR) = 7.09
TOTAL STREAM AREA(ACRES) = 1.73
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.42
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.31 8.99 5.595 3.10
2 7.42 6.23 7.089 1.73

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 15.26 6.23 7.089

CAMINO LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. F 27

2 17.17 8.99 5.595
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 17.17 Tc(MIN.) = 8.99 TOTAL AREA(ACRES) = 4.8
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 944.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«« COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .7100
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 347.10
DOWNSTREAM ELEVATION(FEET) = 342.30
ELEVATION DIFFERENCE(FEET) = 4.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.162
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.168

CAMINO LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. F 28

NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.97
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.97 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .5400
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00

CAMM LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. F 29

UPSTREAM ELEVATION(FEET) = 320.00
DOWNSTREAM ELEVATION(FEET) = 313.80
ELEVATION DIFFERENCE(FEET) = 6.20
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.487
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.692
SUBAREA RUNOFF(CFS) = 0.51
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.91
RAINFALL INTENSITY(INCH/HR) = 6.63
TOTAL STREAM AREA(ACRES) = 0.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.95 6.28 7.050 2.43

CAMM LARGO
PRELIMINARY HydRO1OGy REPORT bNA. Inc. F 30�

2 2.71 6.91 6.627 0.66

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 15.42 6.28 7.050
2 14.89 6.91 6.627
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 15.42 Tc(MIN.) = 6.28 TOTAL AREA(ACRES) = 3.1
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 250.00 = 820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)«« ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 304.40 DOWNSTREAM(FEET) = 303.86 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.47
PIPE FLOW VELOCITY = (TOTAL FLOW)/ (PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 16.45
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.48 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 270.00 = 946.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ---------------------------------------------------------------------------- CAMINO LARGO I.

PRELIMINARY HydROlOGy REPORT bhA, Inc. 31

»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.81
RAINFALL INTENSITY(INCH/HR) = 4.69
TOTAL STREAM AREA(ACRES) = 1.70

CAMINO LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. F 32

PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.79
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 16.45 6.48 6.907 3.36
2 2.79 11.81 4.692 1.70

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 17.99 6.48 6.907
2 13.97 11.81 4.692
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 17.99 Tc(MIN.) = 6.48 TOTAL AREA(ACRES) = 5.1
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 300.00 = 946.00 FEET. +--------------------------------------------------------------------------+ END POC 2
I I
I I
+--------------------------------------------------------------------------+ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 5.1 TC(MIN.) = 6.48
PEAK FLOW RATE(CFS) = 17.99
----------------------------------------------------------------------------

END OF RATIONAL METHOD ANALYSIS
CAMINO LARGO I-
PRELIMINARY HydROlOGY REPORT bhA, Inc.

CAMINO LARGO I-
PRELIMINARY HydROlocy REPORT bhA, Inc. �3�

CAMINO LARGO I-
PRE[IMINARY HydROlogy REPORT bhA, Inc.

3.3 POST-DEVELOPED CONDITION HYDROLOGY CALCULATIONS —

DETAINED
CAMINO LARGO I-
PRE[IMINARY HydROIOGy REPORT bhA, Inc.

100 YEAR STORM
****************************************************************************

BHA INC.
5115 AVENIDA ENCINAS, SUITE L
CARLSBAD, CA 92008
************************** DESCRIPTION OF STUDY ************************** * POST-DEVELOPED 100 YEAR HYDROLOGY WITH DETENTION
* *
* *
************************************************************************** FILE NAME: K:\HYDRO\1154\BR-2021\1154P100.DAT
TIME/DATE OF STUDY: 13:53 08/20/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)* (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
+--------------------------------------------------------------------------+ POC 1
I I
I I
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .5700

CAMM LARGO
PRELIMINARY HydROlOGy REPORT bNA, Inc. F 37

S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 347.50
DOWNSTREAM ELEVATION(FEET) = 345.10
ELEVATION DIFFERENCE(FEET) = 2.40
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.797
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 91.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.700
SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)«« COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 291.50 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.60
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

CAMM LARGO
PRELIMINARY HydR01OGy REPORT bNA. Inc. F 38

PIPE-FLOW(CFS) = 11.31
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 944.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 318.30 DOWNSTREAM ELEVATION(FEET) = 294.50 STREET LENGTH(FEET) = 436.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

USER-SPECIFIED RUNOFF COEFFICIENT = .6700
S.C.S. CURVE NUMBER (AMC II) = 0
CAMM LARGO PRELIMINARY HydR01OGy REPORT bhA, Inc. 39

AREA-AVERAGE RUNOFF COEFFICIENT = 0.660
SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 6.69 END OF SUBAREA STREET FLOW HYDRAULICS:

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 15.26 6.23 7.089

CAMINO LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. 1 40

2 17.17 8.99 5.595
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 17.17 Tc(MIN.) = 8.99 TOTAL AREA(ACRES) = 4.8
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 944.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«« COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«« COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) :

CAMINO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. F41 _

SUBAREA RUNOFF(CFS) = 0.97
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.97 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.28
RAINFALL INTENSITY(INCH/HR) = 7.05
TOTAL STREAM AREA(ACRES) = 2.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.95
****************************************************************************

CAMM LARGO
PRELIMINARY HydRO1OGy REPORT bNA. Inc. F 42 �

FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« (STANDARD CURB SECTION USED)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.91

CAMM LARGO
PRELIMINARY HydR01OGy REPORT bNA. Inc. F 43

RAINFALL INTENSITY(INCH/HR) = 6.63
TOTAL STREAM AREA(ACRES) = 0.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.95 6.28 7.050 2.43
2 2.71 6.91 6.627 0.66

PEAK FLOW RATE(CFS) = 15.42 Tc(MIN.) = 6.28 TOTAL AREA(ACRES) = 3.1
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 250.00 = 820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)«« ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 12.00 RAIN INTENSITY(INCH/HOUR) = 4.64 TOTAL AREA(ACRES) = 3.36 TOTAL RUNOFF(CFS) = 3.48 **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 41

CAMINO LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. F 44

---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«« DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« COMPUTE TRAPEZOIDAL CHANNEL FLOW«« TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 385.00 DOWNSTREAM(FEET) = 309.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 685.00 CHANNEL SLOPE = 0.1101 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.692
*USER SPECIFIED(SUBAREA) :

USER-SPECIFIED RUNOFF COEFFICIENT = .3500
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.06 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 5.54 Tc(MIN.) = 11.81
SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 2.66 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 2.79

CAMINO LARGO
PRELIMINARY HydROlOGy REPORT bNA. Inc. F 45

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.48 LONGEST FLOWPATH FROM NODE 280.00 TO NODE 300.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.81
RAINFALL INTENSITY(INCH/HR) = 4.69
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.79
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.48 12.53 4.516 3.36
2 2.79 11.81 4.692 1.70

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.07 11.81 4.692
2 6.17 12.53 4.516
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.17 Tc(MIN.) = 12.53 TOTAL AREA(ACRES) = 5.1
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 300.00 = 946.00 FEET. +--------------------------------------------------------------------------+ END POC 2 I
I I
I I
+--------------------------------------------------------------------------+ ---------------------------------------------------------------------------- END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 5.1 TC(MIN.) = 12.53
PEAK FLOW RATE(CFS) = 6.17
----------------------------------------------------------------------------

END OF RATIONAL METHOD ANALYSIS

CAMINO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. F 46

CAMINO LARGO I-
PRELIMINARY HydROlocy REPORT bhA, Inc. �4�

CAMINO LARGO I-
PRELIMINARY HydROlocy REPORT bhA, Inc. ��

CHAPTER 4

MODIFIED-PULS DETENTION ROUTING
CAMINO LARGO I.

PRE[IMINARY HydROIOGy REPORT bNA� Inc. F 49 �

4.1 RATIONAL METHOD HYDROGRAPHS
BMP1
Q100yr= 17.17 cfs
Tc= 6min
P6100yr= 3.1 in
C= 0.63
A= 4.827
1 = 7.44*P6*D 0.645
VOL= I*D/60
AVOL= VZ-V0
I (incr) _ AVOL/T
Q= CIA
VOL= C*P6*A
N D VOL OVOL I (incr) Q VOL
I (Re-Ordered)
(min) (in/hr) in (in) (in\hr) (cfs) (cf) Ordinate Sum = 0 0 0 0 0.73 7.26 17.1700 6181 0.0000 1 6 7.26 0.73 0.20 2.03 6.1607 2218 0.5620 2 12 4.64 0.93 0.14 1.44 4.3724 1574 0.5682 3 18 3.58 1.07 0.12 1.15 3.5069 1263 0.5810 4 24 2.97 1.19 0.10 0.98 2.9779 1072 0.5878 5 30 2.57 1.29 0.09 0.86 2.6144 941 0.6019 6 36 2.29 1.37 0.08 0.77 2.3464 845 0.6092 7 42 2.07 1.45 0.07 0.70 2.1390 770 0.6247 8 48 1.90 1.52 0.06 0.65 1.9727 710 0.6328 9 54 1.76 1.58 0.06 0.60 1.8359 661 0.6499 10 60 1.64 1.64 0.06 0.57 1.7210 620 0.6588 11 66 1.55 1.70 0.05 0.53 1.6228 584 0.6778 12 72 1.46 1.75 0.05 0.51 1.5378 554 0.6878 13 78 1.39 1.80 0.05 0.48 1.4632 527 0.7090 14 84 1.32 1.85 0.05 0.46 1.3973 503 0.7202 15 90 1.27 1.90 0.04 0.44 1.3384 482 0.7442 16 96 1.21 1.94 0.04 0.42 1.2855 463 0.7569 17 102 1.17 1.99 0.04 0.41 1.2376 446 0.7841 18 108 1.13 2.03 0.04 0.39 1.1940 430 0.7987 19 114 1.09 2.07 0.04 0.38 1.1541 415 0.8301 20 120 1.05 2.10 0.04 0.37 1.1175 402 0.8470 21 126 1.02 2.14 0.04 0.36 1.0837 390 0.8836 22 132 0.99 2.18 0.03 0.35 1.0523 379 0.9035 23 138 0.96 2.21 0.03 0.34 1.0232 368 0.9469 CAMiNO LARGO I.

PRE[iMINARY HydROIOGy REPORT bhA, Inc. 50

24 144 0.93 2.24 0.03 0.33 0.9961 359 0.9707 25 150 0.91 2.28 0.03 0.32 0.9707 349 1.0232 26 156 0.89 2.31 0.03 0.31 0.9469 341 1.0523 27 162 0.87 2.34 0.03 0.30 0.9245 333 1.1175 28 168 0.85 2.37 0.03 0.30 0.9035 325 1.1541 29 174 0.83 2.40 0.03 0.29 0.8836 318 1.2376 30 180 0.81 2.43 0.03 0.28 0.8648 311 1.2855 31 186 0.79 2.46 0.03 0.28 0.8470 305 1.3973 32 192 0.78 2.49 0.03 0.27 0.8301 299 1.4632 33 198 0.76 2.51 0.03 0.27 0.8140 293 1.6228 34 204 0.75 2.54 0.03 0.26 0.7987 288 1.7210 35 210 0.73 2.57 0.03 0.26 0.7841 282 1.9727 36 216 0.72 2.59 0.03 0.25 0.7702 277 2.1390 37 222 0.71 2.62 0.02 0.25 0.7569 272 2.6144 38 228 0.70 2.64 0.02 0.24 0.7442 268 2.9779 39 234 0.68 2.67 0.02 0.24 0.7319 264 4.3724 40 240 0.67 2.69 0.02 0.24 0.7202 259 6.1607 41 246 0.66 2.71 0.02 0.23 0.7090 255 17.1700 42 252 0.65 2.74 0.02 0.23 0.6982 251 3.5069 43 258 0.64 2.76 0.02 0.23 0.6878 248 2.3464 44 264 0.63 2.78 0.02 0.22 0.6778 244 1.8359 45 270 0.62 2.80 0.02 0.22 0.6681 241 1.5378 46 276 0.61 2.83 0.02 0.22 0.6588 237 1.3384 47 282 0.61 2.85 0.02 0.21 0.6499 234 1.1940 48 288 0.60 2.87 0.02 0.21 0.6412 231 1.0837 49 294 0.59 2.89 0.02 0.21 0.6328 228 0.9961 50 300 0.58 2.91 0.02 0.21 0.6247 225 0.9245 51 306 0.57 2.93 0.02 0.20 0.6168 222 0.8648 52 312 0.57 2.95 0.02 0.20 0.6092 219 0.8140 53 318 0.56 2.97 0.02 0.20 0.6019 217 0.7702 54 324 0.55 2.99 0.02 0.20 0.5947 214 0.7319 55 330 0.55 3.01 0.02 0.19 0.5878 212 0.6982 56 336 0.54 3.03 0.02 0.19 0.5810 209 0.6681 57 342 0.54 3.05 0.02 0.19 0.5745 207 0.6412 58 348 0.53 3.07 0.02 0.19 0.5682 205 0.6168 59 354 0.52 3.09 0.02 0.18 0.5620 202 0.5947 60 360 0.52 3.11 0.00 0.00 0.0000 0 0.0000 CAMINO LARGO I.

PRE[IMINARY HydROIOGy REPORT bhA, Inc.

BMP2
Q100yr= 16.45 cfs
Tc= 6min
P6looyr= 3.1 in
C= 0.64
A= 3.359
1 = 7.44*P6*D-0.645
VOL= I*D/60
AVOL= V1-Vo
I (incr) _ AVOL/T
Q= CIA
VOL= C*P6*A
N D VOL AVOL I (incr) Q VOL
I (Re-Ordered)
(min) (in/hr) in (in) (in\hr) (cfs) (cf) Ordinate Sum = 0 0 0 0 0.73 7.26 16.4500 5922 0.0000 1 6 7.26 0.73 0.20 2.03 4.3551 1568 0.3973 2 12 4.64 0.93 0.14 1.44 3.0910 1113 0.4016 3 18 3.58 1.07 0.12 1.15 2.4791 892 0.4108 4 24 2.97 1.19 0.10 0.98 2.1051 758 0.4155 5 30 2.57 1.29 0.09 0.86 1.8482 665 0.4255 6 36 2.29 1.37 0.08 0.77 1.6587 597 0.4307 7 42 2.07 1.45 0.07 0.70 1.5121 544 0.4416 8 48 1.90 1.52 0.06 0.65 1.3946 502 0.4473 9 54 1.76 1.58 0.06 0.60 1.2979 467 0.4594 10 60 1.64 1.64 0.06 0.57 1.2166 438 0.4657 11 66 1.55 1.70 0.05 0.53 1.1472 413 0.4791 12 72 1.46 1.75 0.05 0.51 1.0871 391 0.4862 13 78 1.39 1.80 0.05 0.48 1.0344 372 0.5012 14 84 1.32 1.85 0.05 0.46 0.9878 356 0.5092 15 90 1.27 1.90 0.04 0.44 0.9462 341 0.5261 16 96 1.21 1.94 0.04 0.42 0.9087 327 0.5351 17 102 1.17 1.99 0.04 0.41 0.8749 315 0.5543 18 108 1.13 2.03 0.04 0.39 0.8441 304 0.5646 19 114 1.09 2.07 0.04 0.38 0.8159 294 0.5868 20 120 1.05 2.10 0.04 0.37 0.7900 284 0.5988 21 126 1.02 2.14 0.04 0.36 0.7661 276 0.6246 22 132 0.99 2.18 0.03 0.35 0.7439 268 0.6387 23 138 0.96 2.21 0.03 0.34 0.7233 260 0.6694 CAMiNO LARGO I.

PRE[iMINARY HydROIOGy REPORT bhA, Inc. 52

24 144 0.93 2.24 0.03 0.33 0.7042 253 0.6862 25 150 0.91 2.28 0.03 0.32 0.6862 247 0.7233 26 156 0.89 2.31 0.03 0.31 0.6694 241 0.7439 27 162 0.87 2.34 0.03 0.30 0.6536 235 0.7900 28 168 0.85 2.37 0.03 0.30 0.6387 230 0.8159 29 174 0.83 2.40 0.03 0.29 0.6246 225 0.8749 30 180 0.81 2.43 0.03 0.28 0.6114 220 0.9087 31 186 0.79 2.46 0.03 0.28 0.5988 216 0.9878 32 192 0.78 2.49 0.03 0.27 0.5868 211 1.0344 33 198 0.76 2.51 0.03 0.27 0.5755 207 1.1472 34 204 0.75 2.54 0.03 0.26 0.5646 203 1.2166 35 210 0.73 2.57 0.03 0.26 0.5543 200 1.3946 36 216 0.72 2.59 0.03 0.25 0.5445 196 1.5121 37 222 0.71 2.62 0.02 0.25 0.5351 193 1.8482 38 228 0.70 2.64 0.02 0.24 0.5261 189 2.1051 39 234 0.68 2.67 0.02 0.24 0.5174 186 3.0910 40 240 0.67 2.69 0.02 0.24 0.5092 183 4.3551 41 246 0.66 2.71 0.02 0.23 0.5012 180 16.4500 42 252 0.65 2.74 0.02 0.23 0.4936 178 2.4791 43 258 0.64 2.76 0.02 0.23 0.4862 175 1.6587 44 264 0.63 2.78 0.02 0.22 0.4791 172 1.2979 45 270 0.62 2.80 0.02 0.22 0.4723 170 1.0871 46 276 0.61 2.83 0.02 0.22 0.4657 168 0.9462 47 282 0.61 2.85 0.02 0.21 0.4594 165 0.8441 48 288 0.60 2.87 0.02 0.21 0.4533 163 0.7661 49 294 0.59 2.89 0.02 0.21 0.4473 161 0.7042 50 300 0.58 2.91 0.02 0.21 0.4416 159 0.6536 51 306 0.57 2.93 0.02 0.20 0.4361 157 0.6114 52 312 0.57 2.95 0.02 0.20 0.4307 155 0.5755 53 318 0.56 2.97 0.02 0.20 0.4255 153 0.5445 54 324 0.55 2.99 0.02 0.20 0.4204 151 0.5174 55 330 0.55 3.01 0.02 0.19 0.4155 150 0.4936 56 336 0.54 3.03 0.02 0.19 0.4108 148 0.4723 57 342 0.54 3.05 0.02 0.19 0.4061 146 0.4533 58 348 0.53 3.07 0.02 0.19 0.4016 145 0.4361 59 354 0.52 3.09 0.02 0.18 0.3973 143 0.4204 60 360 0.52 3.11 0.00 0.00 0.0000 0 0.0000 CAMINO LARGO I-
PRE[IMINARY HydROIOGy REPORT bhA, Inc.

4.2 BASIN STORAGE AND STAGE-DISCHARGE RELATIONSHIPS Outlet Structure for Discharge of BMP 1
Discharge vs. Elevation Table
Lower orifice Lower Slot Emergency Weir
No.of orif: 0 No.of slots: 1 Invert: 1.000 ft Di a: 3 in I nvert: 0.000 ft B: 20.000 ft Invert: 0.000 ft B(width): 4.830 ft 6 V-Notch Angle 0 Area: 0.049 sf Area: 1.208 sf
Cg-low: 0.62 hsiot(height): 0.250 ft
Cg-I ow: 0.62
Middle orifice Upper slot
No.of orif: 0 No.of slots: 1
Di a: 4 in Invert: 0.583 ft
Invert: 0.417 ft B(width): 0.833 ft
Area: 0.000 sf Area: 0.208 sf
Cg-low: 0.62 hsiot(height): 0.250 ft
Cg-I ow: 0.62
*Note: h=head above the invert of the lowest surface discharge opening.

USE
H h* Qorifice-low Qorifice-upper Qslot-low Qslot-upper Qemerg Qtot (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)

0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.583 0.083 0.000 0.000 1.220 0.000 0.000 1.220

0.667 0.167 0.000 0.000 1.725 0.210 0.000 1.936

0.750 0.250 0.000 0.000 2.113 0.298 0.000 2.411

0.833 0.333 0.000 0.000 2.742 0.365 0.000 3.107

0.917 0.417 0.000 0.000 3.245 0.473 0.000 3.718

1.000 0.500 0.000 0.000 3.679 0.560 0.000 4.239

1.083 0.583 0.000 0.000 4.067 0.635 0.000 4.702

1.167 0.667 0.000 0.000 4.422 0.702 0.000 5.123

1.250 0.750 0.000 0.000 4.750 0.763 0.000 5.513

1.333 0.833 0.000 0.000 5.056 0.819 0.000 5.876

1.417 0.917 0.000 0.000 5.346 0.872 0.000 6.218

1.500 1.000 0.000 0.000 5.620 0.922 0.000 6.542

1.583 1.083 0.000 0.000 5.881 0.970 1.491 8.342

1.667 1.167 0.000 0.000 6.132 1.015 4.219 11.365

1.750 1.250 0.000 0.000 6.372 1.058 7.750 15.180

1.833 1.333 0.000 0.000 6.604 1.099 11.932 19.635

1.917 1.417 0.000 0.000 6.828 1.139 16.675 24.643

2.000 1.500 0.000 0.000 7.045 1.178 21.920 30.143

2.083 1.583 0.000 0.000 7.255 1.215 27.623 36.093

2.167 1.667 0.000 0.000 7.460 1.252 1 33.749 42.460

2.250 1.750 0.000 0.000 7.659 1.287 40.270 49.216 CAMiNO LARGO PREI MINARY HydROIOGy REPORT bI.A? Inc. 54

Stage-Storage & Stage-Discharge Relationship for BMP 1
Discharge vs. Elevation Table Gravel Porosity 0.4 Soil Porositiy 0.2
HMP orifice Basin Dimensions
No.of orif: 0 Area: 6,135 ftz
Di a: 4.00 " Peri meter 321 ft
Area: 0.0873 ftz Gravel Depth 0.58 ft
Cg-I ow: 0.62 Soi I Depth 1.50 ft
Mulch Depth 0.25 ft
Total Subsurface Depth 2.33 ft
Basin Depth QHMP orifice Stage Area Volume Basin Depth Volume Qtotai (ft) (ds) (ft') Basin Elev. (ft) (ft) (acre-ft) (cfs)

0.000 0.000 6,135 328.500 3,272 0.000 0.075 0.000

0.083 0.000 6,189 328.583 3,785 0.083 0.087 0.000

0.167 0.000 6,242 328.667 4,303 0.167 0.099 0.000

0.250 0.000 6,296 328.750 4,826 0.250 0.111 0.000

0.333 0.000 6,349 328.833 5,353 0.333 0.123 0.000

0.417 0.000 6,403 328.917 5,884 0.417 0.135 0.000

0.500 0.000 6,456 329.000 6,420 0.500 0.147 0.000

0.583 0.000 6,510 329.083 6,960 0.583 0.160 1.220

0.667 0.000 6,563 329.167 7,505 0.667 0.172 1.936

0.750 0.000 6,617 329.250 8,054 0.750 0.185 2.411

0.833 0.000 6,670 329.333 8,607 0.833 0.198 3.107

0.917 0.000 6,724 329.417 9,165 0.917 0.210 3.718

1.000 0.000 6,777 329.500 9,728 1.000 0.223 4.239

1.083 0.000 6,831 329.583 10,295 1.083 0.236 4.702

1.167 0.000 6,884 329.667 10,866 1.167 0.249 5.123

1.250 0.000 6,938 329.750 11,442 1.250 0.263 5.513

1.333 0.000 6,991 329.833 12,023 1.333 0.276 5.876

1.417 0.000 7,045 329.917 12,607 1.417 0.289 6.218

1.500 0.000 7,098 330.000 13,197 1.500 0.303 6.542

1.583 0.000 7,152 330.083 13,790 1.583 0.317 8.342

1.667 0.000 7,205 330.167 14,389 1.667 0.330 11.365

1.750 0.000 7,259 330.250 14,991 1.750 0.344 15.180 CAMiNO LARGO I-
PRE(IMINARY HydRO1ogy REPORT bhA, Inc.

Outlet Structure for Discharge of BMP 2
Discharge vs. Elevation Table
Lower orifice Lower Slot Emergency Weir
No.of orif: 0 No.of slots: 1 Invert: 1.000 ft Di a: 3 in I nvert: 0.000 ft B: 11.830 ft Invert: 0.000 ft B(width): 2.670 ft 2.25 V-Notch Angle 0 Area: 0.049 sf Area: 0.668 sf
Cg-low: 0.62 hsiot(height): 0.250 ft
Cg-I ow: 0.62
Middle orifice Upper slot
No.of orif: 0 No.of slots: 1
Di a: 4 in Invert: 0.583 ft
Invert: 0.417 ft B(width): 0.500 ft 0.5 Area: 0.000 sf Area: 0.083 sf
Cg-low: 0.62 hslot(height): 0.167 ft
Cg-I ow: 0.62
*Note: h=head above the invert of the lowest surface discharge opening.

USE
H h* Qorifice-low Qorifice-upper Qslot-low Qslot-upper Qemerg Qtot (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)

0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.583 0.083 0.000 0.000 0.674 0.000 0.000 0.674

0.667 0.167 0.000 0.000 0.954 0.084 0.000 1.038

0.750 0.250 0.000 0.000 1.168 0.119 0.000 1.287

0.833 0.333 0.000 0.000 1.516 0.204 0.000 1.720

0.917 0.417 0.000 0.000 1.794 0.207 0.000 2.001

1.000 0.500 0.000 0.000 2.034 0.239 0.000 2.273

1.083 0.583 0.000 0.000 2.248 0.268 0.000 2.516

1.167 0.667 0.000 0.000 2.444 0.293 0.000 2.737

1.250 0.750 0.000 0.000 2.626 0.317 0.000 2.942

1.333 0.833 0.000 0.000 2.795 0.339 0.000 3.134

1.417 0.917 0.000 0.000 2.955 0.359 0.000 3.314

1.500 1.000 0.000 0.000 3.107 0.378 0.000 3.485

1.583 1.083 0.000 0.000 3.251 0.397 0.882 4.530

1.667 1.167 0.000 0.000 3.390 0.415 2.495 6.300

1.750 1.250 0.000 0.000 3.523 0.432 4.584 8.538

1.833 1.333 0.000 0.000 3.651 0.448 7.058 11.156

1.917 1.417 0.000 0.000 3.775 0.464 9.863 14.102

2.000 1.500 0.000 0.000 3.894 0.479 12.966 17.339

2.083 1.583 0.000 0.000 4.011 0.494 16.339 20.843

2.167 1.667 0.000 0.000 4.124 0.508 19.962 24.594

2.250 1.750 0.000 0.000 4.234 0.522 23.820 28.575 CAMiNO LARGO I.

PREI MINARY HydROIOGy REPORT bhA, Inc.

Stage-Storage & Stage-Discharge Relationship for BMP 2
Discharge vs. Elevation Table Gravel Porosity 0.4 Soil Porositiy 0.2
HMP orifice Basin Dimensions
No.of orif: 0 Area: 8,300 ft2
Di a: 3.00 Perimeter 340 ft
Area: 0.0491 ft2 Gravel Depth 0.58 ft Cg-low: 0.62 Soil Depth 1.50 ft
Mulch Depth 0.25 ft
Total Subsurface Depth 2.33 ft
Basin Depth QHMP orifice Stage Area Volume Basin Depth Volume Qtotai (ft) (cfs) (ft2) Basin Elev. (ft) (ft) (acre-ft) (cfs)

0.000 0.000 8,300 328.500 4,427 0.000 0.102 0.000

0.083 0.000 8,357 328.583 5,118 0.083 0.118 0.000

0.167 0.000 8,413 328.667 5,810 0.167 0.133 0.000

0.250 0.000 8,470 328.750 6,502 0.250 0.149 0.000

0.333 0.000 8,527 328.833 7,193 0.333 0.165 0.000

0.417 0.000 8,583 328.917 7,885 0.417 0.181 0.000

0.500 0.000 8,640 329.000 8,577 0.500 0.197 0.000

0.583 0.000 8,697 329.083 9,268 0.583 0.213 0.674

0.667 0.000 8,753 329.167 9,960 0.667 0.229 1.038

0.750 0.000 8,810 329.250 10,652 0.750 0.245 1.287

0.833 0.000 8,867 329.333 11,343 0.833 0.260 1.720

0.917 0.000 8,923 329.417 12,035 0.917 0.276 2.001

1.000 0.000 8,980 329.500 12,727 1.000 0.292 2.273

1.083 0.000 9,037 329.583 13,418 1.083 0.308 2.516

1.167 0.000 9,093 329.667 14,110 1.167 0.324 2.737

1.250 0.000 9,150 329.750 14,802 1.250 0.340 2.942

1.333 0.000 9,207 329.833 15,493 1.333 0.356 3.134

1.417 0.000 9,263 329.917 16,185 1.417 0.372 3.314

1.500 0.000 9,320 330.000 16,877 1.500 0.387 3.485

1.583 0.000 9,377 330.083 17,568 1.583 0.403 4.530

1.667 0.000 9,433 330.167 18,260 1.667 0.419 6.300

1.750 1 0.000 9,490 330.250 18,952 1.750 1 0.435 8.538 CAMM LARGO PRELIMINARY HydROlocy REPORT bhA, Inc.

4.3 BASIN OUTLET DETAILS
U
Q
� M
m WW
k
C
2 P O 1 4 G 1
x x z a o
CFxa 6 �' ro 6
F
m a a P a r<
08508960 (ze
�� ap
5E Y�_
<V OP
C p2w �2
c9 < p�
id
g
III—, o � F
�"m a
Z III a� m�
� III= o�W�
r F
I m IIE.7i
x pl
�r �3
CAMINO LARGO I-
PRELIMINARY HydROlOGY REPORT bhA, Inc. 58

/
y )
: 7
� ) § � §
§ »
/
o § o % O
USUSSSSQS2 �
§ \L LL � �®B, z
■R.

Z15
- ƒ . ! &
$§ s § W5 &k 9
p@
1X2§ T I - - d�■§k
/ § §A �
�[ §
[�{r 7,e
}
T2 Lill
` M §3:9
\k/1 2�
§`!&�Z
§ �
O � kK�§�
|.�§§
y w|R;§
r �
CA+NoLao
PREI¥NAa Hy RoGqy REPORT bhp Inc.

MALE NATIONAL PIPE THREAD

PVC ADAPTER CAST
IN SIDE OF RISER WALL NSM WALL
_]

GIRAVR SWRAGE LA

UNDERDRAIN ORIFICE

THREADED FEMALE NATIONAL

PIPE THREAD PVC CAP
WITH DRILLED ORIFICE 6' FRENCH DRAIN,

PERFORATED P PV PIPE
BOT70M OF BA51N
6'PERFORATED PVC PIPE

UNDERDRAIN ORIFICE
THREADED FEMALE NATIONAL a

PIPE THREAD PVC CAP

WITH DRILLED ORIFICE
RESTRICTOR GAP DETAIL BMP 1 & 2

NOT TO SCALE-
OUTLET STRUCTURE RISER
I ~� INVERT
ELE V

UPPER SLOT OPENING IN

RISER STRUCTURE

UPPER SLOT
INVERT
Htop

LOWER SLOT OPENING IN
LOWER SLOT RISER STRUCTURE
INVERT

PONDING DEPTH

BASIN BOTTOM
OUTLET STRUCTURE DETAIL BMP 1 & 2

NOT TO SCALE
CAMINO LARGO I.

PRE[IMINARY HydROIOGy REPORT bhA, Inc. 60

4.4 HEC-HMS MODIFIED-PULS ROUTING RESULTS
BMP1
Project: Bmp i
Simulation Run: Qloo
Simulation Start: 31 December 1999, 24:00
Simulation End: i January 2000, o6:oo
HMS Version: 4.8
Executed: 20 August 2021, 23:09
Global Results Summary
Hydrologic Element Drainage Area(Mla) Peak Discharge[CFS] Time of Pear Volume[] Dma r Not specified rT r7 01]2n2000,o4:o6 Not specified Basin r Not specified 6.54 ❑r]anxvvo,v4:rr Not specified CAMINO LARGO I.

PRE(IMINARY HydROIOGy REPORT bhA, Inc.

Source: DMA i
Downstream:Basin T
Flow Method:Gage Flow
Flow Gage:PQC-i
Results:DMA i
Peak Discharge(CF5) 17 17
Time of Peak Discharge aijanaoaa,04:o6
CAMINO LARGO I.

PRELIMINARY HydROIOGy REPORT bhA, Inc. F 62

Cumulative Outflow

0.7 0.6
U
Q 0.5
W

0.4 F 0.3
D
U
3 0.2
J
LL

0.1 0
01:00 02:00 03:00 04:00 05:00 06:00
]an 1,2000
Time
Outflow
15 T10
LL
LL
5 d

00.00 01.00 02.00 03.00 04.00 05:00 06:00 ]an 1,2000
Time
CAMiNO LARGO I.

PRE1iMiNARy HydROlocy REPORT bhA, Inc. F 63

Reservoir: Basin i
Results:Basin Y
Peak Discharge(CFS) 6.54
Time of Peak Discharge oiJana000,04:II
Peak Inflow(CFS) 1737
Time of Peak Inflow oiJana000,04:06
Inflow Volume(AC-FT) 0.74
Maximum Storage(AC-FT) 0.3
Peak Elevation(FT) 1.5
Discharge Volume(AC-FT) 0.66
CAMINO LARGO I-
PRELIMINARY HydRO(OGY REPORT bhA, Inc. ��

Storage

0.3 0.2 5
LL
U
Q 0.2
w
(dD
a�

0.15 0.1
00:00 01:00 02:00 03:00 04:00 05:00 06:00 ]an 1,2000
Time
Combined Inflow
15 LL
LL
U
LU
10 m
U
S 5
LL
d

00.00 01.00 02.00 03.00 04.00 05:00 06:00 ]an 1,2000
Time
CAMiNO LARGO
PRE1iMiNARy HydROlocy REPORT bNA. Inc. 65

Cumulative Outflow
F 0.6
T 0.5
U
Q
W 04
� 0.3
F
U
3 0.2
J
LL 0.1
0 01:00 02:00 03:00 04:00 05:00 06:00
]an 1,2000
Time
Pool Elevation

1.4 1.2
1 0 0.8
a

0.6 W

0.4 0.2
0 00.00 01.00 02:00 03.00 04:00 05:00 06:00 ]an 1,2000
Time
CAMiNO LARGO I.

PRE1iMINARy HydROlocy REPORT bhA, Inc. F 66

Outflow
6 5
.ti
cA 4
LL
L)
3 J
LL
2 1
0 00:00 01:00 02:00 03:00 04:00 05:00 06:00 ]an 1,2000
Time
CAMINO LARGO I-
PRELIMINARY HydROlogy REPORT bhA, Inc. ��

BMP2
Project: BMP2
Simulation Run: Qioo
Simulation Start: 31 December iggg, 24:00
Simulation End: i January 2000, 05:00
HMS Version: 4.8
Executed: 20 August 2021, 23:14
Global Results Summary
Hydrologic Element Drainage Area(M12) Peak Discharge(CFS) Time of Peak 'Volume(� Dma i Not specified 16.45 oi]anaovo,04:06 Not specified Basin t Not specified 3.48 oi]anzooa,a4:t2 Not specified CAMINO LARGO I-
PRELIMINARY HydRO(OGY REPORT bhA, Inc. ��

Source: DMA i
Downstream:Basin T
Flow Method:Gage Flow
Flow Gage:PQC-i
Results:DMA z
Peak Discharge(CF5) 16.45
Time of Peak Discharge aijanaoaa,04:o6
CAMINO LARGO I.

PRELIMINARY HydROIOGy REPORT bhA, Inc.

Cumulative Outflow

0.5 Q 0.4
W
g 0.3
F
U 0.2
3 U. 0.1
0 01:00 02:00 03:00 04:00 05:00 06:00
]an 1,2000
Time
Outflow
15 Ln 10
c�
9 LL
5 0

00.00 01.00 02.00 03.00 04.00 05:00 06:00 ]an 1,2000
Time
CAMiNO LARGO
PRE1iMINARy HydROIOGY REPORT bNA. Inc. 70

Reservoir: Basin i
Results:Basin Y
Peak Discharge(CFS) 3.48
Time of Peak.Discharge ❑i]anx000,04:12
Peak Inflow(CFS) 16.45
Time of Peak Inflow oiJana000,O4:o6
Inflow Volume(AC-FT) o.56
Maximum Storage(AC-FT) 0.39
Peak Elevation(FT) 1.5
Discharge Volume(AC-FT) 0.54
CAMINO LARGO I-
PRELIMINARY HydRO(OGY REPORT bhA, Inc.

Storage

0.35 LL
U
Q 0.3
w
L9
�a
H

0.25 0.2
00:00 01:00 02:00 03:00 04:00 05:00 06:00 ]an 1,2000
Time
Combined Inflow
15 LL
LL
U_
W 10
Z
H
CO
U
7' 5
S
LL

00.00 01.00 02.00 03.00 04.00 05:00 06:00 ]an 1,2000
Time
CAMiNO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. 72

Cumulative Outflow

0.5 U 0.4
Q
W

0.3 F
7 0.2
U
3 LL 0.1
0 01:00 02:00 03:00 04:00 05:00 06:00
]an 1,2000
Time
Pool Elevation

1.4 1.2
z
0 1
a
W 0.8

0.6 00.00 01.00 02.00 03.00 04.00 05:00 06:00 ]an 1,2000
Time
CAMiNO LARGO I.

PRE1iMINARy HydROIOGY REPORT bhA, Inc. --

Outflow

3.5 3

2.5 .ti
LL
N
U 2
3 p 1.5
J
LL
1 0.5
0 00:00 01:00 02:00 03:00 04:00 05:00 06:00 ]an 1,2000
Time
CAMINO LARGO I- �
PRELIMINARY HydROlogy REPORT bhA, Inc. /4---1

CHAPTER 5

HYDRAULIC ELEMENTS CALCULATIONS
CAMINO LARGO I.

PRELIMINARY HydROIOGy REPORT bhA, Inc.

5.1 CURB INLET CAPACITY CALCULATIONS
CURB INLET SIZING PER 2005SAN DIEGO COUNTY DRAINAGE MANUAL

CURB INLET ON GRADE
EQUATION 2-2
Q/LT= 0.7(a+y)s/2
Q= interception capacity of the curb inlet (cfs)
Y= depth of flow appoaching the curb inlet (ft)
a= depth of depression of curb at inlet (ft) = 0.33 ft
LT= length of clear opening of inlet fortotal interception (ft) Solve for Lam,
Q
LT= 3/2

0.7(a+y)
NODE TOTAL Q a y LT LwUsed
(CFS) (FT) (FT) (FT) (FT)
120 11.31 0.33 0.50 21.2 24.0
160 6.69 0.33 0.34 17.3 20.0
CAMiNO LARGO I.

PRE[iMINARY HydROIOGy REPORT bhA, Inc.

CURB INLET IN SAG
EQUATION 2-8
Q= CwLwd3/z
Q= inlet capacity (cfs)
Cw= weir discharge coefficient=3.00
Lw= weir length (ft)
d = depth of flow (ft)
Solve for Lw
Q
Lam'— C *d3/2
w
NODE TOTAL Q C w d Lw LwUsed
(CFS) (FT) (FT) (FT)
240 15.42 3 0.83 6.8 10.0
CAMiNO LARGO I.

PRE[iMINARY HydROIOGy REPORT bhA, Inc.

CHAPTER 6

REFERENCES

6.1 — Methodology— Rational Method Peak Flow Determination CAMM LARGO PRELIMINARY HydROIOGy REPORT bhA, Inc.

CAMINO LARGO I-
PRE[IMINARY HydROlogy REPORT bhA, Inc.

b c,
a
Iroperia{County

51.91[
T.
.-—j-:.,•�r_'r'-;-_• _; � -f -—�r�. _.._.._ -.�rr T�'�' Sri. �' '-i-�• -_" I- � i_ i_C I"I-i_ _r'`.v.- -_ --�_ Y •F --1'" i' I -.S-.J_ I _�_ -- I•, - i 1 ' r -
-- r
•i 5l.LLl-I --r 7-• � = LIFT .d- .-� _� _ _-... +-
--
pff
�'--r;

CAMINO LARGO
PRE[IMINARY HydROlocy REPORT bNA, Inc. F 80

, cn ;
m'
04 e
„
]rimerial Codnty
_ 1 ........... 1.r.'. _ _..!i:�'f•• i 1 J`ti '4if ` i- -r•_'-' .. f:- rl 44 �i-• _ c. __
d ��—,.... •� � -
io
$ :

I _i�._. i -; _�;. .• I��y-:� Yeti' �f f -- ,:'- �. . __�:.�:„¢ _0 -�i'k' t.� '�i• -- - ••,y ::-%•ram' -- rl fi• I - .�_��-- . ,so-.9tL i '4• .''3 _ -- Z _ •--�.9::;_ yam.=fi-L' t' _,�'.;_ _ sL'
_ _ .C.7 B?{L,o- i✓_,,, -- •Orr _"_r_ _r�.r_S�:-1 e �' •-1--- -_- �:�r -•-, - - -I !� i•fii.•'. n-_ r. + '" fy.'.a:- rtb.�-?•�,�^•i•�ti. ��.• -E•+. - ---�-- E. . �•_ •g• _I . �- ;'�_ 'f.ems +� :�=n�::- � E AfMU
�., k ^I�,�•'� i� �`t, ~� .r I' •11--

CAMINO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. F-8I I

P
o P
a sr w� Ln Y� 'n� n n n co 0o ea ea
' ~
o
b0 ti
G M I'! Iq 1-1� .n m m
4 O 4 4 4 4 4 0 4 O C O C 4 0 N m
y � C
6 C C
ej cQDC
rri c. K •o ry :?
•� ri
v, e n n o0 oa o0 00 o m
m
❑ k
F
a
A C
Q ��
W q U U
O C'+1 ri M V V v1 +O o0 hi Lti 04rn
o
U
Q y o v o a` `❑ Q 4 C@ o h
u Q 4 ¢ Q d
a as �
Q o v. Q
d td w w w m t6 t
'j, 'i7 '� 's7 'G i'-2 _
� G C C C C ❑ C C ¢C� � A+ b A .�
No
123
'd � O :d "dam b 'G '-O 'O � � [_�] '•' � T r.+ q e e a a�i a�i a�i c a C7 QV i7 3 0 a W •� b � .0 � of m � '°jtl 'utl T C C � � �'� � 7 C4 4: P� P& Rai ai
=p
U a�i w .y w m s c 3
abo A A A f� A ci ci i c d v Z m [] C] C] S p A E E E E " a u
APi a 3 3 3 d v

CAMINO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. F 82

San Dicgo County HydroIogy Manual seelion: 3
Dale: June 2003 Page: 5 of 26
C=0.90 x(%Impervious)f Cl,x(I -ON Impervious)
Where: C, = Pervious Coefficient Runoff Value for the soil type (shown in Table 3-1 as Undisturbed Natural Terrain/Permanent Open Space, 6% Impervious). Soil type can be determined from the soil type map provided in Appendix A.

The values in Table 3-1 are typical for most urban areas. However,if the basin contains rural or agricultural land use, parks, golf courses, or other types of nonurban land use that are expected to be permanent, the appropriate value should be selected based upon the soil and cover and approved by the local agency.

CAMINO LARGO I-
PRELIMINARY HydROlogy REPORT bhA, Inc. ��

� |
4 ;
.era Nay - « m ._ §\
w �
� 2
k �
\ � � ` ■
# /
2!
\ | - .: . ■ � $ �2
7 2 »� A$ � . § & . � \
J } !
_ !
: r� \ ) ' `) ($
z3
. . § __ _ �a �a _ _ _a _ | w: )�
( �
LLC
CA+NoLao
PREI¥NAa Hy RoGcy REPORT bhA Inc.

oS
L
a �m = ar m
° o y e1°i o y vr�r
E u N p m a K W N C C
� N y� :�
Q a0� W m Ua m � V N df d
0 m
it � W� y c
s C L � M � m m N � � �N �
N [tl y y N 10 0 Z
� W � m m `° ❑ N � 3� W m ¢ m m aSa N n
LL
_ erW
gm �_ m y10
E
E
� cr w rs W 2mm N�a �,m
Ytm `aia - a 'Y' m
7 N m G
(((nJJ
m 24s
S LV [] CLS y 0
yv E ay
.W F� wEE am N�U � aa4m �`a CC GU
V
u
� N
p3
U m�
u co
a -M
N m
U
N m o [C n

3. w
= z o ❑ moo ;LU c
CC) 3 m
w
J a a
a W A
s
d_ a
� m
aL d¢ m m c� c� ❑ z
] ] ] ] y u
a�
r
m �
o
m o
x c�

CAMINO LARGO
PRELIMINARY HydRO[OGY REPORT bNA. Inc. F 85

Hydrdogic So Group—San Diego County Area.Califomia
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres In AOI Percent of A41 BIC2 Bonsall sandy loam,2 to ❑ 1.7 17.8%
9 percent slopes,
eroded
FaD2 Fall brock sandy loam,9 C 4.8 52.1%
to 15 percent slopes,
eroded
Pee Placentia sandy loam,2 C 2.3 24.4%
to 9 percent slopes,
warm MAAT,MLRA
19 SbC Salinas clay loam,2 to 9 C 9.5 5.7% percent slopes
Totals for Area of Interest 9,3 100.04o tjSDA Natural Resources Web Soil Survey 7/27/2021 Conservation Service National Cooperative Soil Survey Page 3 of 4

CAMINO LARCIO
PRE[IMINARY HydROlOCIy REPORT bNA. Inc. �6-1

Hydrologic Shc Group--San Diego County Area.California
Description
Hydrologic soil groups are based on estimates of runoff potential.Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups(A, B,C,and D)and three dual classes(AID, BID,and CID).The groups are defined as follows:

Group A.Sails having a high infiltration rate(low runoff potential)when thoroughly wet.These consist mainly of deep,well drained to excessively drained sands or gravelly sands.These soils have a high rate of water transmission.

Group B.Soils having a moderate infiltration rate when thoroughly wet.These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C.Soils having a slow infiltration rate when thoroughly wet.These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission.

Group D.Soils having a very slow infiltration rate(high runoff potential)when thoroughly wet.These consist chiefly of clays that have a high shrink-swell potential,soils that have a high water table,soils that have a claypan or clay layer at or near the surface,and soils that are shallow over nearly impervious material.These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group(AID, BID,or CID),the f rst letter is for drained areas and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method.Dominant Condition
Component Percent Cutoff None Specified
Tie-break Rule:Higher
tjSDA Natural Resources Web Soil Survey 7/27/2021 Conservation Service National cooperative Soil Survey Page 4 of 4

CAMINO LARGO
PRE[IMINARY HydROiOGy REPORT bNA. Inc. 87--

W
S31f1NHN Ni 3NE11 MO13 ONV-12i3A0
caa cast `� o
>n LT.
�?
r �
r M
d �
d
0 v E
0 z
_a
�. LL
1 E
0 3
+� LL
v a
r` iti
LL
ik rG
c
o ❑
u: �"' 'ny CC
a r Pal7
Nni U)ior 0 6
X m
o a ,
g
1333 NI 3ONd1SIG 3S2JnOO�l31'dM
ui
U
p
r1�

CAMINO LARGO
PRE[IMINARY HydROIOGy REPORT bNA, Inc. 88

EQUAPON
©E 1190 0.385
Feet
SRQQ Tc = Time of concerttrativn(hours)
L a Watercourse Bi Stan ce(iriles)
4000 ❑E = Change in elevation along
effective slope tine(See Figure 3-5)(*0
3400 Te
How Minutes
2004 a 24©
3 160
1d4D
9Dt1
II4D 2 120
T.so 1Dn
sQ`o\ sD
soo\ 0n
400 \ TD
\}d
\� 1 fi6
300 \fie
\ 54
\
244 \ dD
\ L
\\ Miles Feet
\ 3D
140
400 2v
\ 18
3QOR 1s
14 40 200 `\ 12
100 \
160 \ 10
3D 14DD � 9
12D4 8
2D 100 7
800
$00 6
700
Edo 5
1D 500 4
aov
300 3
S
2D0
❑F 1_ Tc
SOURCE California Division of Highways(1941)and Kirpich(194Q) F T C. O R F.

Nomograph for Determination of
Time of Concentraflon(Tc)or Travel Time(Tt)for Natural Watersheds 3,,4

CAMINO LARGO
PRE[IMINARY HydROlocy REPORT bNA. Inc. 89

n 015�
2% �f n-"0175
2No
CnGllttte� Depth C 13 Paved RESIDENTIAL STREET �1 ONE SIDE ONLY
t
20 r
ra 2r
is fps ps
14 12
10 f .s
s
s
m
7 5 am N�
D"
4 vQ m 4 s fa.S
m ^�
_o a
ei DmQ � F m
0 2
t.s
m vi
14 �mQ o¢
a m
Q
1"0 ~2Sf dm �
Rs

0.9 mQ

0.8 d

0.7 0.0 rp SJr
�SfPs
D"4
1 2 3 4 5 6 7 a 9 10 20 30 43 50 Discharge(C.F.S.)
EXAMPLE:

Given:Q=10 S 2.5%
Chart gives:Depth=0,4,Velocity=4.4 f.p.s.

S()URCE:San Dik.-go County Departmentof Special District Services Design Manual r f c: U R r{
Gutter and Roadway Discharge-Velocity Chart 3-6

CANINO LARGO
PRELIMINARY HydROIOGy REPORT bNA. Inc.

EQUATION:V=1.49 Wl-s"R
n
o.� GSP
Q.3

0.15 30
0 4 9-01

0.10 0_09
0-OR 0.5

0.07 20
Q-08 0 B

0.05 "'4
v.v4 Q a
❑nz
Q-03
1J
❑.Qz a a

0.03 a a B O.Q4

0.61 ❑ U
2 W 0.007 c LLI
z
p 0-006 (7 0-06
rn Q.005 ❑ 3 \Or Q
ff 0.07
> 3
0-08
4 0-002 o.lv
z
s

0.001 s
o.QVP9 ,Q

0.0008 1.0 0.2

0.0007 0.9
fl.0006
0-Q
O.0005 0.Y
0-0004 0.3
o-s
0,0003 20 11.5
0-d

GENERAL SOLUTION
SOURCE:USF]OT,FHWA,HDS 3(1901)

F I G U R E
Manning's Equation Nomograph 3-7

CAMINO LARGO
PRF[IMINARY HydROlocy RFPORT bNA. Inc. 91

3 •a m c� n dlvii�;�"sr3
O G a O C C N. C _n :.-f p�v�erpTp-r�.-r'_.�y.�-q�--�cy�x--1•-•f5-y ' V .''� ✓ iORfr �vi�Ni w'•R�l�••!I :f�aq��iP�N' �[O�Y.W'B��[ W m fa C X Cr_ 'M; :Gd:ti'��i<��71{Vl�:,,-.�::�. "T.•p cmµ c E ip o m a w 'm T vic:m.oui!rv'v;oiry n'r•��.--:d;a v m 5
{LSO fl II [6 1� p:�ui m m:N n �'[�•f-" vr� .t fCYr
m w 0. ;ate - i-;e,:r:�`�•:ti -a:m,6 91 lg.� N N �ladoi:u5�lai'n'cuc��i __«..cs;ri:me m 80 26 Lmi R @ I N:v. i�iti. 24
tom- c m cfuG ��:_ ai.'�•vilsEe�a3:niroicv-'-- .-.o;4FrogyQd LO
CP
!fi v N Gal a+ C 10
It
:5 .0 m iN.-v�i•. w.�ir'�a��'+,c r-v-mi o'c n m i-.:v�� L L � N .Q r� d '{�NTNiC4•.:e_?
r+•t7�Oq W .

LL'] m Q Lj Y'S 0 C it � �-a •M. ry'd:"�[,i tYi � s �W: ^4 G P Q 19.2[i C C GL w O 2r 'y H � P {i N � C Y rl�l �E.-�ii�'��v{�'�`��,m�u�-�r��!_•qq�f� L .� T. ❑m a C W. TL w �r d 7 P)i'o N .6 o 4 {9Id � Q � _�p L GS C W d N m N � :•{I i`.;'�p: •�i YYV I�:CYiI��N��r 1p _ _, y I 1$• API dioiC'+vEd�o'�d
q 3L m LA 'S [p N 11 — � 0 wl•n 6.W:O 1 O fl
tiL O U= r m d
ra .r v Y w u w .� a m z 'ol i
m
6-Hour PredpiWon(inches) m
aI a a n a r n C
rp H VI
f0 �
- 1
4 (�
If] N
4 a c 17
- - au) D'•6It
1 N •�G
l
w �
0 -- nw
d
- -E- -
71 a
y a � o c a c'rn td- � w a n � -d i P d d o v d
r [ino vseyaulY ARsulul
CAMINO LARGO I.

PRELIMINARY HydROlogy REPORT bhA, Inc. F 92

San Diego County Hydrology Manual Scetion: 3
Date: June 2003 Page: 20 of26

3.2 DEVEr,OPINC INPirr DA'CA FOR THE RATIONAL METHOD
This section describes the development of the necessary data to perform RM calculations.

Section 3.3 describes the RM calculation process_ Input data for calculating peak flows and T,'s with the RM should be developed as follows:

I. On a topographic base trap, outline the overall drainage area boundary, showing adjacent drains,existing and proposed drains,and overland flow paths. 1 'Verify the accuracy of the drainage reap in the field.

3. Divide the drainage area into subareas by locating significant points of interest. Thesc divisions should be based on topography, soil type, and land use. Ensure that an appropriate first subarea is delineated. For natural areas, the first subarea flow path length should be less than or equal to 4,004 feet plus the overland flow length (Table 3-2). For developed areas, the initial subarea flow path length should be consistent with Table 3-2. The topography and sIope within the initial subarea should be generally uniform.

4. Working from upstrearn to downstream,assign a number representing each subarea in the drainage system to each point of interest. Figure 3-8 provides guidelines for node numbers for geographic information system(GIS)-based studies.

5. Measure each subarea in the drainage area to determine its size in acres(A).

6. Determine the Iength and effective slope of the flow path in each subarea.

7. Identify the soil type for each subarea.
3-20
CAMiNO LARGO
PRELIMINARY HydR01OGY REPORT bNA. Inc. �93

\�
\ �
-k C5
a | o
2 -d i k
�
� . . �
}g
� ƒ
/ $
k _ ktkk d ƒ�c
» 20
_
�kk ƒj�
k\
o\
. ��z
_ �� 2�
k)
�6
} §
k CO\--�--
mtv #�
< � ©
\ �j CL
k to { ( §//
° 3J ,
CA+NoLao
PaEh¥NAa H y a bqy REPORT b hA Inc.

San Diego County Hydrology Manual Section: 3
Date: June 2003 Page_ 22 of 26

8. Dctermine the runoff coefficient (C) for each subarea based on `fable 3-1. If the subarea contains more than one type of development classification,use a proportionate average for C. In determining C for the subarea, use future land use taken from the applicable community plan, Multiple Species Conservation PIan,National Forest land use plan,etc.

9. Cal eulate tltc CA value for the subarea.

10. Calculate the Z(CA)values)for the subareas upstream of the points)of interest.

11. Determine P,5 and P24 for the study using the isopluvial reaps provided in Appendix R.

If necessary,adjust the value for P6 to he within 4 5%to 6 5%of the value for Pea.

See Section 3.3 for a description of the RM calculation process.

3.3 PERFORNt[I ;RATIONAL METHOD CALCLA ATiONS
This section describes the RM calculation process. Using the input data,calculation of peak flows and T.'s should be performed as follows:

1. Determine T;for the first subarea. Use Table 3-2 or Figure 3-3 as discussed in Section

3.1.4. tf the watershed is natural, the travel time to the downstream end of the first subarea can be added to Ti to obtain the T,. Refer to paragraph 3.1.4.2(a).

2. Determine f for the subarea using Figure 3-1. If T;was less than 5 minutes, use the 5 minute time to determine intensity for calculating the flow.

3. Calculate the peak discharge flaw rate for the subarea,where:Qr,=E(CA)1.

In case that the downstream flow rate is less than the upstream flow rate, due to the long travel time that is not offset by the additional subarea runoff, use the upstream peak flow for design purposes until downstream flows increase again. 3-22
CAMiNO LARGO
PRF[WiNARY HydROlogy REPORT bNA. Inc. �9�

San Diego County Hydrology Manual Souliun: 3
Pau% June 2003 Page: 23 of 26

4. Estimate the Tt to the next point of interest.

5. Add the Tt to the previous T,to obtain a new'f,

6. Continue with step 2,above,until the final point of interest is reached.

Note: 1be MltM should be used to calculate the peak discharge when there is a junction from independent subareas into the drainage system.

3.4 MODIFIED RATIONAL METHOD(FOR JUNCTION ANALYSIS)
The purpose of this section is to describe the steps necessary to develop a hydrology report for a small watershed using the MRM. It is necessary to use the MRM if the watershed contains junctions of indcpcndent drainage systems. The process is based on the design manuals of the CitylCounty of San Diego. The general process description for using this method,including an example of the application of this method,is described below.

The engineer should only use the MItM for drainage areas up to approximately I square mile in size. If the watershed will significantly exceed 1 square mile then the NRCS method described in Section 4 should be used. The engineer may choose to use either the RM or the MRM for calculations for up to an approximately 1-square-mile area and then transition the study to the NRCS method for additional downstream areas that exceed approximately I square mile. The transition process is described in Section 4.

3.4.1 Modified Rational Method General Proms Description The general process for the MRM differs from the RM only when a junction of indepcndcnt drainage systems is reached. The peak Q, T., and I for each of the independent drainage systems at the point of the junction are calculated by the RM. The independent drainage systems are then combined using the MRM procedure described below. The peak Q,T,,and I for each of the independent drainage systems at the point of the junction must be calculated prior to using the MRM procedure to combine the independent drainage systems,as these 3-23

CAMM LARGO
PRELIMINARY HydROlogy REPORT bNA. Inc. 96

San Diego County Ilydrology Manual section: 3
Date: June 2003 Page: 24 of 25
values will be used for the MRM calculations. After the independent drainage systems have been combined,R11+1;calculations arc continued to the next point of interest.

3.4.2 Procedure for Combining Independent Drainage Systems at a Junction CaIcuIate the peak Q,T.,and I for each of the independent draitage systems at the point of the junction. '['he se values will be used for the MRM calculations.

At the junction of two or more independent drainage systems,the respective peak flows are combined to obtain the maximum flow out of the junction at T,. Based on the approximation that total runoff increases directly in proportion to time,a general equation may be written to determine the maximum Q and its corresponding Tc using the peak Q, T,,and I for each of the independent drainage systems at the point immediately before the junction. The general equation requires that contri but!ng Q's be numbered in order of increasing T..

Let Q1,TI,and Ii correspond to the tributary area with the shortest T, Likewise, let Q2, T2, and 12 correspond to the tributary area with the next longer T,; Q3, T3, and 13 correspond to the tributary area with the next longer T,; and so on. When Only two independent drainage systems are combined, leave Q3, 'I'3, and 13 out of the equation. Combine the independent drainage systems using the junction equation below:
]unction Equation: Ti<T2 c T3
QTJ-Q1+L1 Q2+T' Q3
T2 T3
Qn=Q2+11 Q,+ Z'Qg
I, T3
QT3-Q3+].3 Ql+I3Q2
I, I2 ,
3-24
CAMiNO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. �97

San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 25 of 26
Calculate Qri, QT2, and QE3. Select the largest Q and use the T,associated with that Q for further calculations(see the three Notes for options). if the largest calculated Q's are equal �1
(e.g.,QTI = r2--Q-r3),use the shorter of the T,'s associated with that Q.

This equation may be expanded for a junction of more than three independent drainage systems using the same concept. The concept is that when Q from a selected subarea (e.g., Qz) is combined with Q from another subarea with a shorter T� (e.g., Q3), the Q from the subarea with the shorter T� is reduced by the mtio of the I's (12111); and when Q from a selected subarea (e.g., Q2) is combined with Q from another subarea with a longer"T, (e.g., Q3),the Q from the subarea with the longer Tc is reduced by the ratio of the Tc's(T2/T3)_ Note dtl: At a junction of two independent drainage systems that have the same Te, the tributary flows may be added to obtain the Q1,.

Qr=Qi+Q2; whenTl=T2; andT,=T1=T2
This can be verified by using the junction equation above. L.et Q3,T3f and I3=0. When Ti and Tr are the same, 11 and 12 are also the same, and TI/T2 and 12A, = 1. T11T2 and 12/11 are cancelled from the equations. At this point,QTl=QT2=Qi+Q2, Note #2: In the upstream part of a watershed, a conservative computation is acceptable.

When the times of concentration Cl'c's)are relatively close in magnitude(within 10%), use the shorter T.for the intensity and the equation Q=E(CA)l.

Note#3-. An optional method of determining the T,is to use the equation Tc=[(Y—(CA)7.44116)/Q]iss
This equation is from Q = Z(CA)l = Y—(CA)(7A4 P6rl`c,6`5 ) and solving for 7'.. The advantage in.this option is that the 'ITS is consistent with the peak flow Q, and avoids inappropriate fluctuation in downstream flows in some cases. 3-25
CAMiNO LARGO
PRELIMINARY HydROlocy REPORT bNA. Inc. 98

2D OR 2 W (min.)
_ OR WEndwall (typical)
�f ll �ll Design VelocityRock T (min)
m/sec (ft/se ' Classification
m II m 1.5-3
(6-10) No. 2 Backing 320mm (1.1ft)
3-3.7 220 k4 823mm (2.7ft)
E s (10-12) (1/4 ton)
n 450
E o (12-14) (1/2 ton) 1.1m (3.5ft)
(14 1fi) (�{an� 1.3m (4.4ft)

4.9-5.5 1.8 tonne
(15-18) (2 tan) 1.5m (5.4ft)
A 1 (6") 'over 5.5 mps (10 fps) requires special design Wide Slot
D = Pipe Diameter
W = 9ottom Width of Channel
ST(min.)
A� #13 (14) Bova Flow
3D OR 3W
PLAN E u�
Filter Blanket
152mm (fit SM. pass
249kg/0—C-13Mpa (424—C-2000)
Concrete
Concrete SECTION A—A
Channel
D min. NOTES

1. Plans shall specify:

A Rack Class and thickness (T).

D OR W 13 Filter materlal, number of layers and thickness. — — 2. hp rap shall be either quarry stone ar broken 8 concrete (if shown an the plans.) Cobbles
I are not acceptable.

3. Tip rap shall be placed over filter blanket which may W either granule material or filter fchdc (woven filter Ad film fabric shall not be used).
1 4. See Regional Supplement Amendments for selection 3 (min.) of filter blanket.

5. Rip ra enerygpye dissipatpores shall be designated as either SECTION B-13 � 2 or Tf be withT sill,shall be wlth concrete sill; Revision By Approved Dote SAiV 141EG0 REGIONAL STANDARD DRAWING RE�MD M tar THE W DIEGa REGIONAL DA S CaMMITfEE
ORIGINAL Kercheval 2
Add Wtric T. Stanton a3,1a3 �1.1! 1
Add Mp RP RIP RAPTOM 5. Brady 04/a6 hoirp�ramR. 9246 Data ENERGY QISSIPATQR DRAWNG p_4p
NUMBER
CANT NO LARCIO I.

PRE[IMINARY HydROlOCIy REPORT bhA, Inc. 99

HYDROMODIFICATION SCREENING
FOR

CAMINO LARGO
September 14, 2021
Will sign and stamp upon approval
Wayne W. Chang, MS, PE 46548
changwiflaullhilm
Civil Engineering-Hydrology-Hydraulics-Sedimentation
P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760

FOR REVIEW ONLY

-TABLE OF CONTENTS -
Introduction................................................................................................................................1 Domainof Analysis...................................................................................................................2 InitialDesktop Analysis.............................................................................................................5 FieldScreening..........................................................................................................................6 Conclusion...............................................................................................................................10 Figures......................................................................................................................................11

APPENDICES
A. SCCWRP Initial Desktop Analysis
B. SCCWRP Field Screening Data

MAP POCKET
Study Area Exhibit

FOR REVIEW ONLY

INTRODUCTION
The city of Vista's June 2016, BMP Design Manual, outlines low flow thresholds for hydromodification analyses. The thresholds are based on a percentage of the pre-project 2-year flow (Q2), i.e., 0.1Q2(low flow threshold and high susceptibility to erosion), 0.3Q2 (medium flow threshold and medium susceptibility to erosion), or 0.5Q2 (high flow threshold and low susceptibility to erosion). A flow threshold of O.1Q2 represents a natural downstream receiving conveyance system with a high susceptibility to bed and/or bank erosion. This is the default value used for hydromodification analyses and will result in the most conservative (largest) on-site facility sizing. A flow threshold of 0.3Q2 or 0.5Q2 represents downstream receiving conveyance systems with a medium or low susceptibility to erosion, respectively. In order to qualify for a medium or low erosion susceptibility rating, a project must perform a channel screening analysis based on the March 2010, Hydromodification Screening Tools: Field Manual for Assessing Channel Susceptibility, developed by the Southern California Coastal Water Research Project (SCCWRP). The SCCWRP results are compared with the critical shear stress calculator results from the County of San Diego's Critical Flow Calculator spreadsheet to establish the appropriate erosion susceptibility threshold of low, medium, or high.

Gi
o CARGO
LO
�z
f CYr y
1/
2 6,T,1 F
TAYLOR ST.

Q
� c P
/ N I T Y
This report provides a hydromodification screening analysis for the Camino Largo single-family residential project being designed by BHA, Inc. The 9.3-acre site currently supports a nursery and is located northeast of the intersection of North Santa Fe Avenue and Camino Largo in the city of Vista(see the Vicinity Map). The nursery will be redeveloped with 46 homes and private streets.

Under pre-project conditions, storm runoff within the project footprint generally sheet flows in a southerly direction towards Camino Largo, which is an unpaved private street. The runoff continues a short distance (100+ feet) south and enters an unnamed natural drainage course that 1 flows in a westerly direction along the south side of Camino Largo (see the Study Area Exhibit in the map pocket). The unnamed natural drainage course crosses North Santa Fe Avenue in an arch culvert then continues northwest over 2.3 miles to a confluence with the San Luis Rey River.

Under post-project conditions,the project runoff will be treated by one of two biofiltration basins.

Runoff from the easterly half of the project will enter a biofiltration basin at the southeast corner of the site. A proposed storm drain will convey the treated runoff out of the biofiltration basin and discharge towards the unnamed natural drainage course. Runoff from the westerly half of the project will enter a biofiltration basin at the southwest corner of the site. A proposed storm drain will convey the treated runoff out of the biofiltration basin and to the North Santa Fe Avenue culvert. The post-project runoff from both halves of the project will ultimately be conveyed away from the site by the unnamed natural drainage course similar to existing conditions.

The SCCWRP screening tool requires both office and field work to establish the vertical and lateral susceptibility of a downstream receiving channel to erosion. The vertical and lateral assessments are performed independently of each other although the lateral results can be affected by the vertical rating. A screening analysis was performed to assess the low flow threshold for the project's two points of compliance (POC), which are the first locations where the project's runoff discharges to natural conveyances. The first POC, labeled POC A, is at the outlet of the proposed storm drain from the southeast biofiltration basin. The second POC, labeled POC B, is at the outlet of the North Santa Fe Avenue culvert.

The initial step in performing the SCCWRP screening analysis is to establish the domain of analysis and the study reaches within the domain. This is followed by office and field components of the screening tool along with the associated analyses and results. The following sections cover these procedures in sequence.

DOMAIN OF ANALYSIS
SCCWRP defines an upstream and downstream domain of analysis, which establish the study limits. The County of San Diego's HMP specifies the downstream domain of analysis based on the SCCWRP criteria. The HMP indicates that the downstream domain is the first point where one of these is reached:
• at least one reach downstream of the first grade control point • tidal backwater/lentic waterbody
• equal order tributary
• accumulation of 50 percent drainage area for stream systems or 100 percent drainage area for urban conveyance systems (storm drains, hardened channels, etc.).

The upstream limit is defined as:
2 • proceed upstream for 20 channel top widths or to the first grade control point, whichever comes first. Identify hard points that can check headward migration and evidence of active headcutting.

SCCWRP defines the maximum spatial unit, or reach (a reach is circa 20 channel widths), for assigning a susceptibility rating within the domain of analysis to be 200 meters (656 feet). If the domain of analysis is greater than 200 meters,the study area can be subdivided into smaller reaches of less than 200 meters for analysis. Most of the units in the HMP's SCCWRP analysis are metric.

Metric units are used in this report only where given so in the HMP. Otherwise English units are used.

Downstream Domain o Analysis
The downstream domain of analysis location for each point of compliance (POC)was determined by assessing and comparing the four bullet items above. A POC represents the point below which a channel is natural and subject to hydromodification impacts. As discussed in the Introduction, storm runoff from the project will be treated by one of two biofiltration basins and then conveyed below the project by hardened, non-erodible storm drain pipes to natural conveyances. The two outlets into the natural conveyances are labeled POC A and POC B, respectively. A downstream domain of analysis location was selected below each POC as follows.

Per the first bullet item, the first permanent grade controls below POC A and POC B were identified during a site visit. The storm runoff from POC A flows a short distance to the unnamed natural drainage course and then continues west in the unnamed natural drainage course. The runoff reaches the North Santa Fe Avenue culvert approximately 1,000 feet downstream of POC A. The culvert is a non-erodible facility that provides a grade control for the upstream channel bed. i.e., it will prevent erosion of the upstream channel bed. This is the first permanent grade control below POC A.

The storm runoff from POC B discharges directly into the unnamed natural drainage course from the North Santa Fe Avenue culvert outlet. The runoff continues west in the unnamed natural drainage course a distance of 516 feet before reaching a road crossing with a culvert (see Figure 6). This culvert is the first permanent grade control reached below POC B.

The second bullet item criteria are based on reaching a lentic(standing or still water such as ponds, pools, marshes, lakes, lagoons, etc.) or tidal waterbody. The nearest such waterbody below POC A and POC B is the Upper Pond within Guajome Regional Park. The unnamed natural drainage course flows into the Upper Pond over 1.1 miles downstream of North Santa Fe Avenue. This lentic waterbody is further downstream from POC A and POC B than their first permanent grade controls, so the second bullet item will not govern over the first bullet item in establishing the downstream domain of analysis location for either POC.

The third bullet item is met when the natural watercourse below a POC confluences with a stream with an equal order or larger tributary area. The runoff from POC A flows 90 feet within a natural swale before confluencing with the unnamed natural drainage course. Topographic mapping indicates that the unnamed natural drainage course's watershed area at the confluence is much larger than the natural swale's watershed area. Therefore, the third bullet item criteria for POC A 3 is met where the natural swale below POC A confluences with the unnamed natural drainage course. The confluence is closer to POC A than its downstream permanent grade control, so the third bullet item governs over the first in establishing the downstream domain of analysis location for POC A.

POC B is within the unnamed natural drainage course. Google Earth and a site visit reveal that the unnamed natural drainage course does not confluence with a larger stream between POC B and its first permanent grade control located 516 feet below POC B. Therefore, the third bullet item will not govern over the first in establishing the downstream domain of analysis location for POC B.

The fourth bullet item is met when the natural stream below a POC accumulates 50 or 100 percent drainage area for natural or urban drainage systems, respectively. Both streams below each POC are natural systems, so 50 percent applies. The Study Area Exhibit shows that the stream below POC A accumulates minor area(0.35 acres)between POC A and the confluence with the unnamed natural drainage course. The accumulated area is much less than 50 percent of the area tributary to POC A(3.29 acres). Therefore, fourth bullet item will not govern over the third in establishing the downstream domain of analysis location for POC A.

The Study Area Exhibit indicates that the unnamed natural drainage course below POC B accumulates minor area between POC B and its downstream permanent grade control. The accumulated area is much less than 50 percent of the area tributary to POC B. Therefore,the fourth bullet item will not govern over the first in establishing the downstream domain of analysis location for POC A.

Based on the above information, the downstream domain of analysis location is established by separate criteria for POC A and POC B. For POC A, the location is based on the third bullet item.

The natural swale below POC A confluences with the much larger unnamed natural drainage course 90 feet downstream of POC A. This location is closer to POC A than the locations determined by the other bullet item criteria.

For POC B, the downstream domain of analysis location is based on the first bullet item. A permanent grade control occurs where the unnamed natural drainage course enters a roadway culvert below POC B. This is the first downstream domain of analysis point reached from the four bullet criteria. Per the first bullet item, the downstream domain of analysis location should be set one reach (656 feet) below the grade control. Therefore, the downstream domain of analysis location for POC B is 650 feet below the grade control.

Upstream Domain ofAnalysis
The hardened,non-erodible drainage facilities leading to the POC A outlet into the uppermost end of the receiving natural swale. Since the natural swale does not extend upstream of POC A, the upstream domain of analysis location for POC A is at POC A.

The North Santa Fe Avenue culvert extends upstream of POC B. In addition, the project's topographic mapping shows a rock outcropping in the unnamed natural drainage course immediately upstream of the culvert. These culvert and rocks are hard points that check headward 4 migration in the unnamed natural drainage course. Therefore, the upstream domain of analysis location for POC B is at POC B.

Study Reaches within Domain ofAnalysis
After the upstream and downstream domain of analysis locations are established for POC A and POC B, the study reaches associated with each POC are identified (see the Study Area Exhibit in the map pocket). For POC A, the entire domain of analysis extends from the upstream domain of analysis location at POC A to the downstream domain of analysis location at the confluence of the natural swale below POC A with the unnamed natural drainage course. This reach extends over 90 feet and is labeled Reach 1.

For POC B, the entire domain of analysis extends from the upstream domain of analysis location at POC B to the downstream domain of analysis location 656 feet below the permanent grade control created by a roadway culvert. The domain of analysis was analyzed as two study reaches, Reach 2 and Reach 3. Reach 2 extends 516 feet from the upstream domain of analysis location at POC B to the first permanent grade control below POC B. Reach 2 extends from the first permanent grade control to a point 656 feet below the grade control. All three study reaches are within the 656 foot(200 meters) maximum reach length recommended by SCCWRP.

INITIAL DESKTOP ANALYSIS
After the domain of analysis is established, SCCWRP requires an "initial desktop analysis" that involves office work. The initial desktop analysis establishes the watershed area, mean annual precipitation,valley slope, and valley width. These terms are defined in Form 1,which is included in Appendix A. SCCWRP recommends the use of National Elevation Data (NED) to determine the watershed areas, valley slopes, and valley widths. NED data is similar to USGS quadrangle mapping.

The Reach 1 watershed area is based on BHA, Inc's. proposed condition hydrology, which determined that 3.29 acres is tributary to POC A (see Appendix A for their Post-Development Hydrology exhibit). The Study Area Exhibit shows that an additional 0.35 acres is tributary to the natural swale below POC A, so the total Reach 1 watershed area covers 3.64 acres (0.0057 square miles).

The watershed areas associated with Reach 2 and 3 were delineated from the USGS' StreamStats program,which is based on their Digital Elevation Model and a digital representation of the stream network. The StreamStats results are included in Appendix A. The watershed delineations are consistent with current USGS quadrangle mapping. Streamstats shows that the watershed areas tributary to Reach 2 and 3 are 676.46 and 739.62 acres (1.0570 and 1.1557 square miles), respectively.

The mean annual precipitation was obtained from the rain gage closest to the site. This is the Western Regional Climate Center's Vista 2NNE gage (see Appendix A). The average annual rainfall measured at the Vista 2NNE gage for the period of record is 13.09 inches. 5 The valley slope and valley width for Reach 1,2, and 3 were obtained from 1-foot contour interval topographic mapping prepared for the project supplemented with SANGIS' 2014 2-foot contour interval topographic mapping. NED data was not used because it is not very accurate for these parameters. The valley slope is the longitudinal slope of the channel bed along the flow line, so it is determined by dividing the elevation difference within a study reach by the length of the flow line. The valley width is the valley bottom width dictated by breaks in the hillslope. The valley slope and valley width within Reach 1, 2, and 3 along with their watershed areas are included in Table 1.

Reach Tributary Watershed Valley Slope, Valley Width, Area, sq. mi. m/m In
F 1 7 0.0057 1 0.0722 2.44

1.0570 0.0099 9.14

1.1557 0.0136 9.14
Table 1. Summary of Watershed Area, Valley Slope, and Valley Width The above described values were input to a spreadsheet to calculate the simulated peak flow, screening index,and valley width index outlined in Form 1. The input data and results are tabulated in Appendix A. This completes the initial desktop analysis.

FIELD SCREENING
After the initial desktop analysis is complete, a field assessment must be performed. The field assessment is used to establish a natural channel's vertical and lateral susceptibility to erosion.

SCCWRP states that although they are admittedly linked, vertical and lateral susceptibility are assessed separately for several reasons.First,vertical and lateral responses are primarily controlled by different types of resistance, which, when assessed separately, may improve ease of use and lead to increased repeatability compared to an integrated, cross-dimensional assessment. Second, the mechanistic differences between vertical and lateral responses point to different modeling tools and potentially different management strategies. Having separate screening ratings may better direct users and managers to the most appropriate tools for subsequent analyses.

The field screening tool uses combinations of decision trees and checklists. Decision trees are typically used when a question can be answered fairly definitively and/or quantitatively (e.g., d50 < 16 mm). Checklists are used where answers are relatively qualitative (e.g., the condition of a grade control). Low,medium,high, and very high ratings are applied separately to the vertical and lateral analyses. When the vertical and lateral analyses return divergent values, the most conservative value shall be selected as the flow threshold for the hydromodification analyses.

Vertical Stability
The purpose of the vertical stability decision tree (Figure 6-4 in the County of San Diego HMP) is to assess the state of the channel bed with a particular focus on the risk of incision (i.e., down 6 cutting). The decision tree is included in Figure 10. The first step is to assess the channel bed resistance. There are three categories defined as follows:

1. Labile Bed—sand-dominated bed, little resistant substrate.

2. Transitional/Intermediate Bed — bed typically characterized by gravel/small cobble, Intermediate level of resistance of the substrate and uncertain potential for armoring.

3. Threshold Bed(Coarse/Armored Bed)—armored with large cobbles or larger bed material or highly-resistant bed substrate (i.e., bedrock).

Based on the photographs and site investigation,the bed material and resistance is generally within the transitional/intermediate bed category. There was no evidence of a threshold bed condition.

However, some bed areas contained smaller grain sizes typically found in a labile bed.

In addition to the material size and compaction, there are several factors that establish the erodibility of a channel such as the flow rate(i.e.,size of the tributary area),grade controls,channel slope, vegetative cover, channel planform, etc. The Introduction of the SCCWRP Hydromodification Screening Tools: Field Manual identifies several of these factors. When multiple factors influence erodibility, it is appropriate to perform the more detailed SCCWRP analysis, which is to analyze a channel according to SCCWRP's transitional/intermediate bed procedure. This requires the most rigorous steps and will generate the appropriate results given the range of factors that define erodibility. The transitional/intermediate bed procedure takes into account that bed material may fall within the labile category (the bed material size is used in SCCWRP's Form 3 Figure 4), but other factors may trend towards a less erodible condition. Dr.

Eric Stein from SCCWRP, who co-authored the Hydromodification Screening Tools: Field Manual in the Final Hydromodification Management Plan (HMP), indicated that it would be appropriate to analyze channels with multiple factors that impact erodibility using the transitional/intermediate bed procedure. Consequently, this procedure was used to produce more accurate results.

Transitional/intermediate beds cover a wide susceptibility/potential response range and need to be assessed in greater detail to develop a weight of evidence for the appropriate screening rating. The three primary risk factors used to assess vertical susceptibility for channels with transitional/intermediate bed materials are:

1. Armoring potential—three states (Checklist 1)

2. Grade control—three states (Checklist 2)

3. Proximity to regionally-calibrated incision/braiding threshold (Mobility Index Threshold —Probability Diagram)
These three risk factors are assessed using checklists and a diagram (see Appendix B), and the results of each are combined to provide a final vertical susceptibility rating for the intermediate/transitional bed-material group. Each checklist and diagram contains a Category A, 7 B, or C rating. Category A is the most resistant to vertical changes while Category C is the most susceptible.

Checklist 1 determines armoring potential of the channel bed. The channel bed along each of the three study reaches is within Category B, which represents intermediate bed material of unknown resistance or unknown armoring potential due to a surface veneer such as vegetation. The soil was probed and penetration was relatively difficult through the underlying layer. The dense, mature vegetative growth along the channel of Reach 1,2, and 3 serve to armor the channel bed and resist vertical erosion.

Checklist 2 determines grade control characteristics of the channel bed. This is established by the spacing of the grade controls along the channel. Category B on Checklist 2 is based on a spacing of 2/Sv or 4/5,, where Sv is the channel slope. The Sv value of Reach 1, 2, and 3 are included in Form I results in Appendix A and summarized in Table 2. Table 2 also summarizes the 2/Sv or 4/Sv of each reach along with the length. Reach 1 and Reach 2 are both shorter than their 2/Sv values, so are in Category A on Checklist 2. On the other hand, Reach 3 is between its 2/Sv and 4/Sv, so is in Category B.

Reach FS,, ft/ft I 2/Sv,feet I 4/Sv,feet I Length, feet Category

0.0722 1 91 1 182 1 90

0.0099 1 664 F 1,328 1 516

0.0136 1 484 F 967 1 656
Table 2. Checklist 2 Summary
The Screening Index Threshold is a probability diagram that depicts the risk of incising or braiding based on the potential stream power of the valley relative to the median particle diameter. The threshold is based on regional data from Dr. Howard Chang of Chang Consultants and others. The probability diagram is based on dso as well as the screening index (INDEX) value determined in the initial desktop analysis (see Appendix A). The Form 1 results in Appendix A determined an INDEX of 0.0147 and 0.0196 for Reach I and Reach 2, respectively. SCCWRP specifies use of a US SAH-97 half-phi template gravelometer to determine dso in a natural channel. This gravelometer allows a minimum dso measurement of 2 millimeters.The Screening Index Threshold diagram shows that the probability of incising or braiding is less than 50 percent for a dso of 2 millimeters if the INDEX value is 0.022 or less. Since the Reach 1 and Reach 2 Screening Index values are both less than the 50 percent INDEX value, Reach 1 and Reach 2 are both within Category A.

For Reach 3, dso had to be determined to assess the Screening Index Threshold. dso can be derived from a pebble count in which a minimum of 100 particles are obtained along transects at the site.

SCCRWP states that if fines less than 1/2-inch thick are at a sample point,it is appropriate to sample the coarser buried substrate. The dso value is the particle size in which 50 percent of the particles are smaller and 50 percent are larger. The pebble count results for Reach 3 are included in Appendix B. The results show a dso of 8 millimeters. Plotting the dso and screening index value on 8 the Mobility Index Threshold diagram shows Reach 3 has a less than 50 percent probability of incising or braiding,which falls within Category A.

The overall vertical rating is determined from the Checklist 1, Checklist 2, and Mobility Index Threshold results. The scoring is based on the following values:

Category A= 3, Category B = 6, Category C= 9
The vertical rating score is based on these values and the equation:

Vertical Rating= [(armoring X grade control)112 X screening index scoref2 Table 3 summarizes the Checklist 1, 2, and 3 values for each reach as well as their vertical rating.

The results show the vertical rating for all three study reaches is less than 4.5, so these reaches have a low threshold for vertical susceptibility.

Reach Checklist 1 Checklist 2 Checklist 3 Vertical (armoring) (grade control) (screening index) Rating 6 3 F- 3 3.6
2 6 3 3 3.6
6 6 3 4.2
Table 3. Overall Vertical Rating
Lateral Stability
The purpose of the lateral decision tree (Figure 6-5 from County of San Diego HMP included in Figure 11)is to assess the state of the channel banks with a focus on the risk of widening. Channels can widen from either bank failure or through fluvial processes such as chute cutoffs, avulsions, and braiding. Widening through fluvial avulsions/active braiding is a relatively straightforward observation. If braiding is not already occurring, the next logical step is to assess the condition of the banks. Banks fail through a variety of mechanisms; however, one of the most important distinctions is whether they fail in mass (as many particles) or by fluvial detachment of individual particles. Although much research is dedicated to the combined effects of weakening, fluvial erosion, and mass failure, SCCWRP found it valuable to segregate bank types based on the inference of the dominant failure mechanism(as the management approach may vary based on the dominant failure mechanism). A decision tree (Form 4 in Appendix B) is used in conducting the lateral susceptibility assessment. Definitions and photographic examples are also provided below for terms used in the lateral susceptibility assessment.

The first step in the decision tree is to determine if lateral adjustments are occurring. The adjustments can take the form of extensive mass wasting (greater than 50 percent of the banks are exhibiting planar, slab, or rotational failures and/or scalloping, undermining, and/or tension cracks). The adjustments can also involve extensive fluvial erosion(significant and frequent bank cuts on over 50 percent of the banks). Neither mass wasting nor extensive fluvial erosion was evident within either of the three reaches during a field investigation. As seen in the figures and 9 topographic mapping, the channel banks are mostly gentle and heavily vegetated confirming that mass wasting and extensive fluvial erosion has not occurred.

The next step in the Form 4 decision tree is to assess the consolidation of the bank material. The banks in Reach 1, 2, and 3 were moderate to well-consolidated. This determination was made because the ground surface was difficult to penetrate with a probe. The banks were densely vegetated and/or relatively level and stable as seen in the figures. In addition, the banks showed little evidence of crumbling and were composed of relatively well-packed particles.

Form 6 (see Appendix B) is used to assess the probability of mass wasting. Form 6 identifies a 10, 50, and 90 percent probability based on the bank angle and bank height. From the topographic mapping and site investigation, the average bank angles in all three reaches are 2:1 (26.6 degrees) or flatter.Form 6 shows that the probably of mass wasting and bank failure has less than 10 percent risk for a 26.6 degree bank angle or less regardless of the bank height.

The final two steps in the Form 4 decision tree are based on the braiding risk determined from the vertical rating as well as the Valley Width Index (VWI) calculated in Appendix A. If the vertical rating is high,the braiding risk is considered to be greater than 50 percent. Excessive braiding can lead to lateral bank failure. For Reach 1, 2, and 3 the vertical rating is low, so the braiding risk is less than 50 percent.Furthermore,a VWI greater than 2 represents channels unconfined by bedrock or hillslope and, hence, subject to lateral migration. The VWI calculations in the spreadsheet in Appendix A show that VWI for Reach 1, 2, and 3 are 1.40, 0.72, and 0.70,respectively,which are all less than 2.

From the above steps, the lateral susceptibility rating is low for Reach 1, 2, and 3 (colored circles are included on the Form 4:Lateral Susceptibility Field Sheet decision tree in Appendix B showing the decision path).

CONCLUSION
The SCCWRP channel screening tools were used to assess the downstream channel susceptibility for the Camino Largo single-family residential project being designed by BHA, Inc. Storm runoff from the project will be collected by proposed on-site drainage systems, treated by one of two on- site BMPs, and conveyed off-site by storm drain pipes. A channel assessment was performed for the natural streams below each POC based on office analyses and field work. The results indicate a low threshold for vertical and lateral susceptibilities for Reach 1, 2, and 3.

The HMP requires that these results be compared with the critical stress calculator results outlined in the County of San Diego HMP. The critical stress results are included in Appendix B for the study reach using the spreadsheet provided by the County. The channel dimensions were estimated from topographic mapping and Google Earth. Based on these values, the critical stress results returned a low threshold consistent with the SCCWRP channel screening results. Therefore, the SCCWRP analyses and critical stress calculator demonstrate that a low overall threshold is applicable to the project (i.e., 0.5Q2).
10 "r
x, e
-R�� _ �S'SFi d, .s. .g• .,,� $+yam.

W ,� � P✓ yS R da
r o
Figure 1. Looking Downstream towards Reach 1 from Upper End near Future POC A 42,
4 r
Ael
I
L
n s
� VA ^ f Ky � •^ � F.

Figure 2. North Santa Fe Avenue Culvert Outlet at POC B 11 P 6�
r.' � �x` �+.? � v?,f-T7•.y � "'�c£.��i E. .E'Y ��,. ",�^s c`�,�w Fel
ip
Figure 3. Looking Downstream towards Reach 2 from Upper End at POC B ..4 " i
IIAA
Fl b

AIR W
r
1 �
^. x W a_ { .. �� I .. � ?J�..-:� � � n��:'�• �6�.t�H� d s , 11` 1 Figure 4. Dense Vegetation within Middle of Reach 2
12 " r ,
ICI � � c a •- ��. F'�,�s _ I
Wa Ilk
t 4 ��1r 41 I , ik
�✓ 1
} r�' 111► � � � '��! I y yam' '�`,� � "�J �.� `
•yam � ' '„• � �`��*
IV
�jV
1 , t

C l
1 1 I 1 1 M[ MIMI
Ark
P
s T
i
ti "e r
�f
� • 1 1 � 1 1 1 1 1 1 �

y, r - .� �r;. �.
� �
9� � ire;
�`e'a o� F� �ari r w
f 1 o`y
�`�1, �w, adr�, � c
�� " R
`��.
+ „-
��pp k, 4
� � � ,� k -
IOW-� ��
s �� J-;
�. t
f ��
_ � ��: �
�`'� .�...: ... 1 L
2 � .� ��.
/F \ 4 t � � Y s ,.
� _ i �� `�
f 1� — � aF 'fir � � l
_� � �1 � i' l; -h. y 4
s � •.� F '
��``yl, �
� � - �':
�r t._
.� � ,
9j �
�` f , T v � {� ^wy' -. __ _ � l
.. o. .'
.,
,-
,.,.

Figure
$-2
CNAN11EL BED RESISTANCE
LABILE BED INTERMEDIATE BED CQARSPARMOREDBED
+San" minMd a hladarstAy-fin 1cxmA1t- a dso} 128 mm .&o c 16 mm packed cowls I grmal •Boulder i large cobble •%surface send 25% h Hardpan of uncertain .lightly-packed *Lo 1p-PadM Wpllti,-axiom(atxxJiSilty •-c:S9b sand *CQriUriu-PUs bedrock
•Continuous owomba
NIGH EXAMINE RISK FACTORS LOW
■grada Can tUl
+armoring potentarl
■pmximily ho indsion ffiffeishoW
Go to 90 to b$d 6PAibiRy {iQ ba
ripure
r6gure
checklists and incision
diagram check list
Fil out SiCCWRP
crlierla to detorrnlne if 117s
mueving rhpnnO hm-a HIQH
h1EDPLI M,or LOW suscaplibiW
C
a I P
ILIM LOIA�
Goto
Figure
Cy
figure". SCCWRP Vertica{Susceptih ty
Figure 10. SCCWRP Vertical Channel Susceptibility Matrix 16 FIQkrg
9�
1 LASEMAaY A.Cuu&TAOLE?
•Fuly srlmretl 1 bedrock oenh
1IF411ze4on in Q09r1 cchM4on YEf.
i Me midnnoe of dwia
rormaMn I awlnnnu
+ mASS WASTmG GR
FuIV cw5ned,direfdV RC LATERAL Y4$ EXTENSWE FLUVML corpiqcM 14 hIl4Id&WA-1 ADJUE]T
2INRi? ERb$16N-bR CHuiE

QOGURCUTOFF FORWATFIN
Np
Nane,arRrrvlvllykw"dIo MED HIGH
W%dl arrd flul�lGflGlDM VINI s 2 VM o-3
Go iQ
F yury fk3
e U'e
Dm mn
Inx
YE3 air BANK STRATA ND
Moderately ar wdl�n""'aled OMI9OLIdhTFD Pooiy ar uncon soldaled INCLLAING T6E7
Bulk he4hl Da-S-It!'M CAdr66 r F r•9 Fi'll tiDKlopahc a1lrY'�'4c rewstardl[a,d unooreoidaled urconsoldnlyd hdh rer'tr'�Ie rrNDV-- rU corn ANDVYA�F AND VWI�2 allibsMuedai AND VW 7 7
balk TBUuro
HIGH HIgH
GD to Go b
FIgUr95-3 Figum 3
41 m M"W
NCIOW DRDSN3n
fix Ir m
Bra[i}q &eldln0
risk k rek t
5Q%-; SO4L4
nr PTwr rlly to
braiding
L1V LAW ME4 HIGH
&sdmu F 0 HIGH 6rabi MED HFGH 6rar[Sf'g Bn 6ry nsk c[-04► hf a 2 Yr%I r 2 r�k� AX VWI 5 2 VVll r 2 ripr t r frak i 9J16 �n hx
F lg.rrro&a
or&m
Dmilon
klldlrx
Figure6-5. La[era!ChanneiSusceptlifity
Figure 11. SCCWRP Lateral Channel Susceptibility Matrix 17 APPENDIX A

SCCWRP INITIAL DESKTOP ANALYSIS

FORM 1 : INITIAL DESKTOP ANALYSIS
Complete all shaded sections.

IF required at multiple locations, circle one of the following site types:

Applicant Site/Upstream Extent/Downstream Extent
Location: Latitude: Longitude:

Description (river name, crossing streets, etc.):

GIS Parameters: The International System of Units(SI)is used throughout the assessment as the field standard and for consistency with the broader scientific community. However, as the singular exception, US Customary units are used for contributing drainage area (A)and mean annual precipitation (P)to apply regional flow equations after the USGS. See SCCWRP Technical Report 607 for example measurements and"Screening Tool Data Entry.xls"for automated calculations.

Form 1 Table 1. Initial desktop analysis in GIS.

Symbol Variable Description and Source Value A Area Contributing drainage area to screening location via published (mi) Hydrologic Unit Codes(HUCs)and/or<_30 m National Elevation Data F (NED), USGS seamless server
m a.
o P Mean annual Area-weighted annual precipitation via USGS delineated polygons using w precipitation records from 1900 to 1960 (which was more significant in hydrologic (in) models than polygons delineated from shorter record lengths) S Valley slope Valley slope at site via NED, measured over a relatively homogenous (m/m) valley segment as dictated by hillslope configuration,tributary a confluences, etc., over a distance of up to—500 m or 10%of the main- channel length from site to drainage divide
o
a_ W Valley width Valley bottom width at site between natural valley walls as dictated by a? (m) clear breaks in hillslope on NED raster, irrespective of potential i) armoring from floodplain encroachment, levees, etc. (imprecise measurements have negligible effect on rating in wide valleys where VWI is»2, as defined in lateral decision tree)
Form 1 Tabl a 2. Simplif ied peak flo w, screening index, and valley width index. Values for this table should be calculated in the sequence shown in this table, using values from Form 1 Table 1.

Symbol Dependent Variable Equation Required Units Value Q10cfs 10-yr peak flow (ft3/s) Qlocfs= 18.2*A 0.87*P 0.77 A(mi) P (in)
Q10 10-yr peak flow (m3/S) Q10=0.0283*Qlocfs Qlocfs(ft3/s) INDEX 10-yr screening index(m1.5/s.5) INDEX=Sv*Q10 0.5 Q 1 (M3/o(m S) Wref Reference width (m) Wref=6.99*Q10 0.438 Q10(m3/s) VWI Valley width index(m/m) VWI =W/Wref W,(m)
Wref(m)
(Sheet 1 of 1)
B - 3

SCCWRP FORM 1 ANALYSES
Area Mean Annual Precip. Valley Slope Valley Width 10-Year Flow 10-Year Flow Reach A, sq. mi. P, inches Sv, m/m Wv, m Q10cfs, cfs Q10,cros 1 0.0057 13.09 0.0722 2.44 1.5 0.04 2 1.0570 13.09 0.0099 9.14 138.4 3.92 3 1.1557 13.09 0.0136 9.14 149.5 4.23 10-Year Screening Index Reference Width Valley Width Index Reach INDEX Wref, m VWI, m/m
1 0.015 1.74 1.40
2 0.020 12.71 0.72
3 0.028 13.15 0.70

�i�'�ili�9�+ �� • �`�� 1, ri�i k � �� i IM�N��.•w�..�` \+r: + �v'—`ice —wal -�`��
KIN
milli
i . . •�. ��- �� Qom_. jo '✓11- \ S� 2 1.697
NO
rd
y
`j .L� ��l��i�i�\\\��,r �A�� ®�- �. '�hi� `• , � ,��• `` ��r.• ��,� �'�� III .:. i • -tip.•+��0�4 �i� �1► '�_�i�i� R o , %�' � �.b. .ice � �� M � 'i ,I .��1 ate• � �\� � I �A�A\� j- "�G:�� \ • �� ..o IIy,1 i/ � i � _� � �•��iw.�i �� Av_ �►��1�l� �w��RT!l�l��'�ps �� . . �� 1 r!� � � � _ I� � � __ �� V��j�\►�Z��i�� sue, �� rr� �Ie ��`'•� �� t �1��11��,�. I�.� � i � � �I� i �s��rw�c��A��ii � ��o� ��p� �� pq�jv► �� `1� v��, a1 ��%�� i� \.
vet �ii�i• �01 � � / i\r�\�� •"� ./ � �� ,B�il � (;� I �� '�`�yiit�i •� �` ��`2°�� ``a�ll��\��Z�v"�,,=�\sue��'=Q��1 � \� ��!..ic�%��' � ;' � ��i � ' �•,.'�O`� - �..� -��v��, may.��- — � i��►v��'.. � ICI �',�. 001111
11100
101.

TOM
7011
0 .
i la
i
ice\ �� wo
ft �It��\
\ �\�=��►iL
1 151
lal
c ♦,��I 1�, km
We 1:WN
�� /C ��.. .,o.�UL
WXIWJA
10Ie♦��i��'�c i
WO
.�N, "tray y'��)''.� , ,., '.:•.j e' r
+� %Q
` .' ��

StreamStats Report
Region ID: CA
Workspace ID: CA20210804003918730000
Clicked Point (Latitude, Longitude): 33.23230, -117.25114 Time: 2021-08-0317:39:35 -0700
%n,e
%& �
�
-
� -
\` « ®
\
6'q 9a v -
�
\ /
7 CL
fob c3 2 6 -v
} _
pm«2q
Basin Characteristic
Parameter Code Parameter Description Value Unit DRN AREA Area that drains to a point on a stream 1 .0570 square miles General Disclaimers

StreamStats Report
Region ID: CA
Workspace ID: CA20210804003221740000
Clicked Point (Latitude, Longitude): 33.23239, -117.25345 Time: 2021-08-03 17:32:38 -0700
"wAw
s�
`x
-IL JL -
wi
FarsLy St -
Carr}ind
r .4
xl C8{I13l'JEI � go
m
- CL:
y 4
514. c
ors Trl
.4jPCQ31i-
Basin Characteristics
Parameter Code Parameter Description Value Unit DRNAREA Area that drains to a point on a stream 1 .1557 square miles General Disclaimers

ON
Guajome .. '
Park
Hidden-'
kleadows
t
Vista y. JC ` t
' r * ► M
7 �+ F
,F.
wo
_A;
C

VISTA 2 NNE, CALIFORNIA (049378)
Period of Record Monthly Climate Summary
Period of Record : 08/01/1957 to 05/12/2016
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual Average Max. Temperature (F) 67.4 67.8 68.2 70.8 72.9 76.3 81.3 83.0 82.2 77.9 72.3 67.4 74.0 Average Min. Temperature (F) 44.0 45.0 46.3 48.5 53.5 56.6 60.3 61.6 60.0 55.0 48.3 44.0 51.9 Average Total Precipitation 2.76 2.55 2.24 1.05 0.22 0.11 0.06 0.07 0.25 0.54 1.40 1.83 13.09 (in.)
Average Total SnowFall (in.) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Average Snow Depth (in.) 0 0 0 0 0 0 0 0 0 0 0 0 0 Percent of possible observations for period of record.

Max. Temp.: 86.6% Min. Temp.: 87% Precipitation: 87.6% Snowfall: 87.7% Snow Depth: 87.3% Check Station Metadata or Metadata graphics for more detail about data completeness.

Western Regional Climate Center, iLrcc@&ri.edu

APPENDIX B

SCCWRP FIELD SCREENING DATA

Form 3 Support Materials
Form 3 Checklists 1 and 2, along with information recording in Form 3 Table 1, are intended to support the decisions pathways illustrated in Form 3 Overall Vertical Rating for Intermediate/Transitional Bed.

Form 3 Checklist 1: Armoring Potential
❑ A A mix of coarse gravels and cobbles that are tightly packed with 25% surface material of diameter<2 mm

ARMORING POTE
most resistant least resistant
at.

PP +i
Form 3 Figure 2. Armoring potential photographic supplement for assessing intermediate beds (16 < d50 < 128 mm) to be used in conjunction with Form 3 Checklist 1. (Sheet 2 of 4)
REACH 1, 29 AND 3 RESULTS
B - 7

Form 3 Checklist 2: Grade Control
❑ A Grade control is present with spacing 30 cm), no active mass wasting (analyst cannot say grade control sufficient if mass- wasting checklist indicates presence of bank failure), no exposed bridge pilings, no culverts/structures undermined
• Hard points in serviceable condition at decadal time scale, e.g., no apparent undermining, flanking, failing grout
• If geologic grade control, rock should be resistant igneous and/or metamorphic; For sedimentary/hardpan to be classified as `grade control', it should be of demonstrable strength as indicated by field testing such as hammer test/borings and/or inspected by appropriate stakeholder ❑ B Intermediate to A and C — artificial or geologic grade control present but spaced 2/Sv m to 4/Sv m or potential evidence of failure or hardpan of uncertain resistance
❑ C Grade control absent, spaced >100 m or >4/Sv m, or clear evidence of ineffectiveness
C)Ineffective Grade
. .-r. .C.r / •9F.

AP
36,
some undermining at road crossing 4M substantial underminin9� Form 3 Figure 3. Grade-control (condition) photographic supplement for assessing intermediate beds (16 < d5o < 128 mm)to be used in conjunction with Form 3 Checklist 2. (Sheet 3 of 4)
B - 8

Regionally-Calibrated Screening Index Threshold for Incising/Braiding For transitional bed channels (d5o between 16 and 128 mm) or labile beds (channel not incised past critical bank height), use Form 3 Figure 3 to determine Screening Index Score and complete Form 3 Table 1.
1 '
0 +X +
0 1 + 7 + 128 0.145
0 96 0.125
o 0.01 LO E 80 0.114
UJ m
� 64 0.101
U Al

0.001 y 48 0.087

0.1 1 d5n (mm) 10 100 0 32 0.070 16 0.049
• Stable - Braided -F Incising 8 0.031 10%risk 50%risk 90%risk 6 E
� E 4 0.026
- • f • - • • - `L) `9
2 0.022
V
Field-derived: r • 00 • -• • - • o 1 0.018

0.5 0.015
Form 3 Figure 4. Probability of incising/braiding based on logistic regression of Screening Index and d5o to be used in conjunction with Form 3 Table 1.

Form 3 Table 1. Values for Screening Index Threshold (probability of incising/braiding)to be used in conjunction with Form 3 Figure 4 (above)to complete Form 3 Overall Vertical Rating for Intermediate/Transitional Bed (below).. Screening Index Score: A= 50% probability of incising/braiding for current Q10, valley slope, and d50- d50 (mm) SV*Q100.5 (m1.5/50.5) o Sv*Q100.5 (m1.5/s0.5) Screening Index Score From Form 2 From Form 1 50/ risk of incising/braiding (A, B, C) from table in Form 3 Figure 3 above
Overall Vertical Rating for Intermediate/Transitional Bed Calculate the overall Vertical Rating for Transitional Bed channels using the formula below.

Numeric values for responses to Form 3 Checklists and Table 1 as follows: A= 3, B = 6, C = 9.

Vertical Rating armoring„grade controi x screening index score Vertical Susceptibility based on Vertical Rating: 7 = HIGH. (Sheet 4 of 4)
B - 9

PEBBLE COUNT
Reach 3
# Diameter, mm
1 2
2 2
3 2
4 2
5 2
6 2
7 2
8 2
9 2.8
10 2.8
11 2.8
12 2.8
13 2.8
14 2.8
15 2.8
16 2.8
17 2.8
18 2.8
19 2.8
20 2.8
21 4
22 4
23 4
24 4
25 4
26 4
27 4
28 4
29 4
30 4
31 4
32 4
33 4
34 4
35 4
36 4
37 4
38 4
39 4
40 4
41 5.6
42 5.6
43 5.6

Reach 3
# Diameter, mm
44 5.6
45 5.6
46 5.6
47 5.6
48 5.6
49 8
50 8
51 8
52 8
53 8
54 8
55 8
56 8
57 8
58 8
59 8
60 8
61 8
62 8
63 8
64 8
65 8
66 8
67 8
68 8
69 8
70 8
71 8
72 8
73 8
74 8
75 8
76 8
77 11
78 11
79 11
80 11
81 11
82 11
83 11
84 11
85 11
86 11
87 11
88 11

Reach 3
# Diameter, mm
89 11
90 11
91 11
92 11
93 11
94 16
95 16
96 16
97 16
98 16
99 16
100 16

O - LATERAL
Circle appropriate nodes/pathway for proposed site
OR use sequence of questions provided in Form 5.

LATERALLY AaJUSTABLE?
no yes
LOW
•Fullyarmared� Are lateral adjustr�ent5 occurring? bedrock bank nQ yes
stabilization in good
condition
•No evidence of IJone,ar fluvial only limited to bends and constrictions Mass wasting or extensive fluvial chute formation! erosion or chute cutoff formation avulsions
•Fully confined,directly All bank strata consolidated including toe?

HIGH VERY HIGH
ci ected to hillslape, yes I1Q VUVI 2
iy or
_ Probabilistic - - PDOflyl Or 11I1CDI15alldaied Bank he
10°�logistic 1096 logistic risk Coarse! Fine Fine risk for angle risk for angle forangle,AIJQ resistant toe, unconsolidated unconsolidated AND VNII 5 2 VWI�2 d�64 mm ANQ VWI 5 2 ANQ VWI �2 (Sheet I
Vertical Vertical MED HIGH HIGH VERY Vertical Vertical MEN HIGH HIGH VERY rating rating Vert. Vertical Vertical HIGH rating rating Vert_ Vertical Vertical HIGH �high �high _high _high �high �high �high Vertical >_high �high
LOW MEN AREA HIGH LOW MEG MEN HIGH VWI 5 2 VWI>2 VWI 5 2 VWI>2 V1M 5 2 VWI}2 VWI s 2 VWI>2 of
1 3 RESULTS
10 FORM 6: PROBABILITY OF MASS WASTING BANK FAILURE
If mass wasting is not currently extensive and the banks are moderately- to well-consolidated, measure bank height and angle at several locations (i.e., at least three locations that capture the range of conditions present in the study reach)to estimate representative values for the reach. Use Form 6 Figure 1 below to determine if risk of bank failure is >10% and complete Form 6 Table 1. Support your results with photographs that include a protractor/rod/tape/person for scale.

Bank Angle Bank Height Corresponding Bank Height for Bank Failure Risk (degrees) (m) 10% Risk of Mass Wasting (m) ( 10% Risk) Left Bank
Right Bank
(I O��Risk of t
Mass Wasting)
30 7.6
O Stable - 10%Risk 50%Risk 90%Risk X Unstable 35 4.7 4 40 3,7
l 3C
45 2.1
Q
10 X X so 1.5
3 X 55 1.1
} X x X 60 0.85
r �
2 0 • X 65 0.66
000 XX X 70 0.52
0 c0 � O X ` X X 80 0,34
G 00 0 (9
— ti 90 0.24
0q) 00 Qd p 0 —
0 30 40 50 60 70 80 90
Bank Angle(degrees) �
Form 6 Figure 1. Probability Mass Wasting diagram, Bank Angle:Height/% Risk table, and Band Height:Angle schematic.
(Sheet 1 of 1)
B - 12

Critical Flow Calculator Reach 1
enter all values in green cells
and drop down boxes
a
Inputs
a) Receiving channel width at top of 40.0
bank (ft)-see figure on right c
b) Channel width at bed (ft) 8.0
c) Bank height at top of bank (ft) 1.0
b
Channel gradient(ft/ft) 0.0722
Receiving channel roughness Same as above,but more stones and weeds n=0.035 Channel materials (use weakest of unconsolidated sandy loam 0.035 lb/sq ft bed or banks). If materials are varied alluvial silt(non coloidal)0.045 lb/sq ft use weakest material covering more medium gravel 0.12 lb/sq ft than 20% of channel. alluvial silt/clay 0.26 lb/sq ft

2.5 inch cobble 1.1 lb/sq ft
enter own d50(variable)
ve etation bed and banks 0.6 lb/sq ft
Select method of calculating Q2 Input own Q2
[calculate Q2 using USGS regression
Receiving water watershed annual 13.09 Receiving water watershed 0.0057 precip (inches) area at PoC (sq mi)
Project watershed annual 13.09 Project watershed area 0.0057 precipitation (inches) draining to PoC (sq mi)
Outputs - Flow control range
Point of Compliance low
Receiving water Q2 0.2 flow rate (cfs) 0.1 Project site Q2 0.2 Low flow class 0.502
Channel vulnerability

Critical Flow Calculator Reach 2
enter all values in green cells
and drop down boxes
a
Inputs
a) Receiving channel width at top of 38.0
bank (ft)-see figure on right c
b) Channel width at bed (ft) 30.0
c) Bank height at top of bank (ft) 2.0
b
Channel gradient(ft/ft) 0.0099
Receiving channel roughness Same as above,but more stones and weeds n=0.035 Channel materials (use weakest of unconsolidated sandy loam 0.035 lb/sq ft bed or banks). If materials are varied alluvial silt(non coloidal)0.045 lb/sq ft use weakest material covering more medium gravel 0.12 lb/sq ft than 20% of channel. alluvial silt/clay 0.26 lb/sq ft

2.5 inch cobble 1.1 lb/sq ft
enter own d50(variable)
ve etation bed and banks 0.6 lb/sq ft
Select method of calculating Q2 Input own Q2
[calculate Q2 using USGS regression
Receiving water watershed annual 13.09 Receiving water watershed 1.0570 precip (inches) area at PoC (sq mi)
Project watershed annual 13.09 Project watershed area 1.0570 precipitation (inches) draining to PoC (sq mi)
Outputs - Flow control range
Point of Compliance low
Receiving water Q2 9.4 flow rate (cfs) 4.7 Project site Q2 9.4 Low flow class 0.5Q2
Channel vulnerability •

Critical Flow Calculator Reach 3
enter all values in green cells
and drop down boxes
a
Inputs
a) Receiving channel width at top of 38.0
bank (ft)-see figure on right c
b) Channel width at bed (ft) 30.0
c) Bank height at top of bank (ft) 2.0
b
Channel gradient(ft/ft) 0.0136
Receiving channel roughness Same as above,but more stones and weeds n=0.035 Channel materials (use weakest of unconsolidated sandy loam 0.035 lb/sq ft bed or banks). If materials are varied alluvial silt(non coloidal)0.045 lb/sq ft use weakest material covering more medium gravel 0.12 lb/sq ft than 20% of channel. alluvial silt/clay 0.26 lb/sq ft

2.5 inch cobble 1.1 lb/sq ft
enter own d50(variable)
ve etation bed and banks 0.6 lb/sq ft
Select method of calculating Q2 Input own Q2
[calculate Q2 using USGS regression
Receiving water watershed annual 13.09 Receiving water watershed 1.1557 precip (inches) area at PoC (sq mi)
Project watershed annual 13.09 Project watershed area 1.1557 precipitation (inches) draining to PoC (sq mi)
Outputs - Flow control range
Point of Compliance low
Receiving water Q2 10.0 flow rate (cfs) 5.0 Project site Q2 10.0 Low flow class 0.5Q2
Channel vulnerability •

S
A-
PE S \;i PE 314.5
• ./l PE 347
• _
, ��' /I� �_�i�i / - \• E 341.1 P-'t '�• PE 314.5 � PE�30. I
., 1 � / �ii�i�� / \l\\ PE 3Mf. - ^�•L� A` PE 308.0 900 9P
(FROM BHA, INC. HYDROLOGY) 4141
AN re
GRAPHIC SCALE 1 �% POC AAT STORM DRAIN OUTFALL PE 336.,

FROM PROJECT UPSTREAM DOMAIN
\\
100 0 50 100 200 1 OF ANALYSIS 'LOCATION FOR `REACH 1
ALONG SW AL
ALE U.3�NATURAL S W y=`
E 319.0 \ p � E 328.5 PE 331.1 C _ - AC
/ \\ \ �E 3_3.5 \\ PE 321.1 1 t - :/, 1 INCH = 100 FEET
r/l E3190 1 E323.5 PE326.1EACH 1
•• „ = / PE 328.5 -
/ PE 3
t
PE 317. PE 323.5 1 / E 318.5 PE $21.1 /, ��• \, N MR
E 312.7 318.5 _� uOWNSTREAM DOMAIN OF ANALYSISP PE /.. LOCATION FOR REACH 1 AT CONFLUENCE

OF NATURAL SWALE WITH UNNAMED
\ PE 307.7 PE 313.5 I -,
:NATURAL DRAINAGE COURSE

PROPOSED STORM DRAIN
FROM PROJECT �; , r, i

POC B AT NORTH SANTA FIE AVENUE
CULVERT OUTFACE - UPSTREAM � :.,� ,1r .., � DOMAIN OF ANALYSIS LOCATION FOR � • 11110 REACH 2 ALONG UNNAMED NATURAL , _EXISTING NORTH SANTA DRAINAGE COURSE? \ 1�\ ` �„ ''' AVENUE ARCH CULVERT L� 2�
DOWNSTREAM DOMAIN OF ANALYSIS LEGEND:

LOCATION FOR REACH 3 ALONG-
: UNNAMED NATURAL DRAINA, E
DRAINAGE BASIN BOUNDARY TRIBUTARY TO REACH 1 RE 3.29 AC DRAINAGE BASIN AREA (�65N�3 DOWNSTREAM DOMAIN OF ANALYSIS LOCATION 6) , FOR REACH 2 AND UPSTREAM DOMAIN OF PROPOSED PROJECT ANALYSIS LOCATION FOR REACH 3 AT
ROADWAY CULVERT CROSSING.

PROPOSED DRAINAGE FACILITY
A17 EXISTING DRAINAGE FACILITY .0 • • STUDY REACH

CAMINO LARGO

STUDY AREA EXHIBIT

Project Number(s): PC P21-0300 LD GP

CITY OF VISTA
C A L I F 0 R N I A

PRIORITY DEVELOPMENT PROJECT

STORM WATER QUALITY MANAGEMENT PLAN (SWAMP)
FOR

CAMINO LARGO

VISTA, CA
PREPARED FOR:

Kyun Tae Kim
Frank Sohaei,Trustee of the Falor Family Trust
2359 Pio Pico Drive
Carlsbad, CA 92008
(760)420-1267
December 6, 2021
NOTE: This Priority Development Project SWQMP Template and Instructions are offered as a tool to assist users in complying with RWQCB Order No. R9-2015-0001 (Permit), and is not intended to warrant or guarantee Permit compliance, which is the independent and sole responsibility of the user. This template is subject to revision without notice, at any time.

CONTENTS
ENGINEER OF WORK CERTIFICATION STATEMENT...........................................................................................................3 PROJECT OWNER CERTIFICATION STATEMENT................................................................................................................4 CITY OF VISTA STAFF REVIEW.........................................................................................................................................5 PROJECT VICINITY MAP..................................................................................................................................................7 FORM 1—PROJECT CATEGORY DETERMINATION CHECKLIST...........................................................................................9 FORM 2—PROJECT OVERVIEW.....................................................................................................................................10 DESCRIPTION OF EXISTING SITE CONDITIONS......................................................................................................................11 DESCRIPTION OF EXISTING SITE DRAINAGE PATTERNS........................................................................................................13 DESCRIPTION OF PROPOSED SITE DEVELOPMENT...............................................................................................................14 DESCRIPTION OF PROPOSED SITE DRAINAGE PATTERNS.....................................................................................................15 POTENTIAL POLLUTANT SOURCE AREAS..............................................................................................................................16 IDENTIFICATION AND NARRATIVE OF RECEIVING WATER AND POLLUTANTS OF CONCERN...............................................17 HYDROMODIFICATION MANAGEMENT REQUIREMENTS....................................................................................................19 CRITICAL COARSE SEDIMENT YIELD AREAS..........................................................................................................................20 FLOW CONTROL FOR POST-PROJECT RUNOFF.....................................................................................................................21 OTHER SITE REQUIREMENTS AND CONSTRAINTS................................................................................................................22 FORM 3—SOURCE CONTROL BMPS FOR ALL DEVELOPMENT PROJECTS.........................................................................23 PROJECT IDENTIFICATION&SOURCE CONTROLS................................................................................................................23 FORM 4—SITE DESIGN BMPS FOR ALL DEVELOPMENT PROJECTS..................................................................................27 PROJECT IDENTIFICATION....................................................................................................................................................27 FORM 5—STRUCTURAL POLLUTANT CONTROL AND HYDROMODIFICATION MANAGEMENT BMPS...............................29 PROJECTIDENTIFICATION....................................................................................................................................................29 PDPSTRUCTURAL BMPS.......................................................................................................................................................29 FORM 6—STORMWATER BMP MAINTENANCE MECHANISM ........................................................................................31 PROJECT IDENTIFICATION....................................................................................................................................................31 MAINTENANCE REQUIREMENTS..........................................................................................................................................31 ATTACHMENT 1—POLLUTANT CONTROLS:SUPPORT DOCUMENT AND CHECKLIST........................................................32 ATTACHMENT 1A—DMA EXHIBIT CHECKLIST................................................................................................................33 ATTACHMENT 16—TEMPLATE TABULAR DMA SUMMARY....................................................Error! Bookmark not defined.

ATTACHMENT 2—HYDROMODIFICATION MANAGEMENT CONTROLS:SUPPORT DOCUMENTATION&CHECKLIST.........49 ATTACHMENT 2A—HYDROMODIFICATION MANAGEMENT EXHIBIT..............................................................................50 ATTACHMENT 3-BMP MAINTENANCE INFORMATION..........................................................Error! Bookmark not defined.

ATTACHMENT 3A—MAINTENANCE PLAN REQUIREMENTS............................................................................................56 ATTACHMENT 3B—MAINTENANCE AGREEMENT..........................................................................................................69 ATTACHMENT 4-REQUIREMENTS FOR CONSTRUCTION PLANS.....................................................................................73

Page 2 of 73 ends

Vista City CouncilAugust 23, 2022

Vista City Council
August 23, 2022