2. Final Environmental Impact Report (FEIR No. 357) with Appendices — Anaheim City Council, December 9, 2025 (part 4 of 4)

United States Geological Survey, 2024a, Unified Hazard Tool; https://earthquake.usgs.gov/hazards/interactive/.

United States Geological Survey, 2024b, Quaternary Fault and Fold Database of the United States, https://www.usgs.gov/natural-hazards/earthquakehazards/hazards.

United States Geological Survey and Southern California Earthquake Center, 2021, Open Seismic Hazard Analysis, Version 1.5.2, released June 3, http://www.opensha.org/.

URS Corporation, 2006, Feasibility Study for the Burris Pit Recharge Basin Reconfiguration Project, dated July 6.

Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C., Marcuson, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R.B., and Stokoe, K.H., II., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering: American Society of Civil Engineering 124(10), pp. 817-833.

Youd, T.L., Hansen, C.M., and Bartlett, S.F., 2002, Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement, Journal of Geotechnical and Geoenvironmental Engineer, Vol. 128, No. 12, American Society of Civil Engineers, December 1.

Ninyo & Moore | OC River Walk, Anaheim and Orange, California | 212076001 | October 11, 2024

FIGURES
SITE
Geotechnical & Environmental Sciences Consultants
1_212076001_SL.dwg 10/09/2024 (October 2024) GK,

SITE LOCATION
FIGURE 1
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: USGS, 2022. 0 FEET 2,000 4,000

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24
N
I
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£ WASHINGTON :4
57 FREEWAY

WEST ORANGEWOOD AVENUE

MAIN STREET

WEST KATELLA AVENUE

WEST COLLINS AVENUE

EAST BALL ROAD
B-16
TD=30.0 B-14
TD=100.0 B-11
TD=100.0 B-13
TD=100.0 B-15
TD=100.0
TD=100.0 B-12
B-10
TD=60.0 B-8
TD=30.0 TD=60.0 B-9
TD=30.0 B-7
B-6
TD=60.0 B-5
TD=60.0 B-3
TD=60.0 B-4
TD=60.0 B-2
TD=30.0 B-1
TD=30.0
2_212076001_BL.dwg 10/09/2024 (October 2024) GK

PROPOSED BORING LOCATIONS
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: GOOGLE EARTH, 2023. 0 FEET 1,200 2,400
LEGEND
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24
N
FIGURE 2
PROPOSED BORING (NINYO & MOORE);
TD=TOTAL DEPTH IN FEET B-16
TD=30.0
B-5
TD=101.0 B-4
TD=51.0 H-15
TD=51.5 CPT-D1
TD=49.6
H-17
TD=51.1 H-18 CPT-D2
TD=51.0 DYB-10-02
TD=5.5 DYB-10-04
TD=15.0 DYB-10-01
TD=5.0 DYB-10-08
TD=5.5
TD=83.5 DYB-10-09
DYB-10-12
TD=101.5 H-12
TD=51.5 H-5
TD=51.5 TD=38.1
TD=51.5
TD=56.7 TD=81.5 DYB-10-13
TD=120.5
TD=99.0 DYB-10-15
DYB-10-17
TD=5.0
B-4
TD=21.5 B-3
TD=51.5
B-1 B-2
TD=21.5 R-18-001
TD=120.3 A-18-002
TD=100.5 A-18-003
TD=100.8 A-18-004
TD=100.3 R-18-005
TD=110.5
TD=51.5
B-1
TD=61.0 B-3
TD=67.0
B-2
TD=55.0 B-1
TD=57.0
TD=51.5
B-16
TD=30.0
B-12
TD=100.0 B-15
TD=100.0 B-14
TD=100.0 B-13
TD=100.0B-11
TD=100.0
TD=46.0 W-1
TD=61.5A'
A
B-10
TD=60.0
CPT-7
CPT-3
CPT-1
W-2
TD=60.0 B-6
B-3
TD=60.0
TD=30.0 B-1
B-2
TD=30.0 B-4
TD=60.0
B-5
TD=60.0 B-X
B-9
TD=60.0B-7
TD=30.0 B-8
TD=30.0
B-3
GW-2
TD=41.5 GW-1
TD=51.5
GW-3
TD=46.5
3_212076001.dwg 10/09/2024 (October 2024) GK
0 260 320
FEET

SITE PLAN WITH BORING AND CPT SOUNDING LOCATIONS
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: PACE, 2023, MASTER PLAN ORANGEWOOD AVENUE TO BALL ROAD, DATED MARCH 13. 0 Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24
FIGURE 3
N
LEGEND
H-17 BORING (NMG, 2020); TD=51.5 TD=TOTAL DEPTH IN FEET B-3 BORING (KLEINFELDER, 2009); TD=81.5 TD=TOTAL DEPTH IN FEET DYB-10-17 BORING (DIAZ YOURMAN, 2010); TD=5.0 TD=TOTAL DEPTH IN FEET B-5 BORING (HARRINGTON, 2020); TD=101.0 TD=TOTAL DEPTH IN FEET CPT-D2 CONE PENETROMETER TEST (LANGAN, 2019); TD=51.1 TD=TOTAL DEPTH IN FEET B-X
38 EXPLORATIONS B-1 THROUGH B-38
(CALTRANS, 1976); SEE LOG OF

TEST BORINGS (LOTB) IN APPENDIX
B-4 BORING (HARRINGTON, 2021); TD=21.5 TD=TOTAL DEPTH IN FEET B-16 PROPOSED BORING (NINYO & MOORE); TD=30.0 TD=TOTAL DEPTH IN FEET R-18-005 BORING (EMI, 2019); TD=110.5 TD=TOTAL DEPTH IN FEET B-3 LOG OF TEST BORINGS (ORANGE COUNTY ROAD
TD=67.0 DEPARTMENT, 1967);
TD=TOTAL DEPTH IN FEET
B-1 BORING (NINYO & MOORE, 2021); TD=61.0 TD=TOTAL DEPTH IN FEET W-2 MONITORING WELL (KLEINFELDER, 2009); TD=51.5 TD=TOTAL DEPTH IN FEET TD=56.7 CPT-7 CONE PENETROMETER TEST (KLEINFELDER, 2009); TD=TOTAL DEPTH IN FEET

A A' GEOLOGIC CROSS SECTION LOCATION
MW-3 MONITORING WELL (NMG, 2023); TD=46.5 TD=TOTAL DEPTH IN FEET - -------- - ------VM-BDY-BM
________________ PROP. RECORDED TIES
_________ - PROP RECORDE,OSUBDIV
---- - - - -~ C/1.RIW
____ __ --RECORDEDRNI
INST. 92-~8316 SCE
_____ _ _ __ ___ C/1.SANTAANARIVER
_ T0PIB0TT0M0FRIPRAP

EDGE OF ASPHALT
EXIST. FENCE
WATER SURFACE !EL. 145,00& 15Hl0)
__________ TOPOFRIPRAP
========= 66' RECYCLED WATER LINE
______ PROPERTY BOUNDARY
- - SANTAANA RIIIER 1NTERCEPTOR(SAR.L)
SITE
4_212076001_RG.dwg 10/09/2024 (October 2024) GK

REGIONAL GEOLOGY
0 FEET 6,000 12,000
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24

WASH DEPOSITS (LATE HOLOCENE)
LEGEND

GEOLOGIC CONTACT
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: MORTON AND MILLER, 2006.

Qw
Qyf
Qof N YOUNG ALLUVIAL FAN DEPOSITS
(HOLOCENE AND LATE PLEISTOCENE)

OLD ALLUVIAL FAN DEPOSITS
(LATE TO MIDDLE PLEISTOCENE)
FIGURE 4
1 Qo~
l -, -
Qofsa ~ J I
1 _e --~Oof ag -
+- -
~ --.=-=,,-------------__,,,
--f--'-'--;,:--+---1-1,Jl.r4-!-l---r--!-.-\ I (:}range ·

ELEVATION (FEET)
N 70° W
100
50 0
150
200A A'

ELEVATION (FEET)
100
50 0
150
200 W-1
TD=61.5
Projected 110' NW
Af
Af
Qal
? ? ? ? ? ?
B-10
TD=60.0
Projected 90' NW
Qal PROPOSED IMPOUNDMENT WATER SURFACE ELEVATION = 154 FEET ABOVE MSL 5_212076001_CSA.dwg 10/09/2024 (October 2024) GK

CROSS SECTION A-A'
NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. 0 FEET 50 100
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24
FIGURE 5
LEGEND

ARTIFICIAL FILL
GEOLOGIC CONTACT;

GROUND SURFACE
W-1
TD=61.5

GROUNDWATER LEVEL
Af
Qal
MONITORING WELL (KLEINFELDER, 2009);
TD=TOTAL DEPTH IN FEET
? QUERIED WHERE INFERRED
B-10
TD=60.0
PROPOSED BORING (NINYO & MOORE);
TD=TOTAL DEPTH IN FEET
Qal
ALLUVIUM (COARSE GRAINED SOILS [MEDIUM DENSE])
ALLUVIUM (COARSE GRAINED SOILS [DENSE])
Qal
Qal ALLUVIUM (FINE GRAINED SOILS)
.......___
l I
I I
l ----
-

ELSINORE FAULT ZONE

CHINO - CENTRAL

AVENUE FAULT

CUCAMONGA FAULT

RED HILL-ETIWANDA

AVENUE FAULT
10 10
110
105
405
405
5 5
91 91
91 605 710 57
210
210
60 60
22 42
2 39
90 1
1 55
74 71
83 66
19 72 NEWPORT INGLEWOOD FAULT ZONE

FERNANDO FAULT

PALOS VERDES FAULT

CABRILLO FAULT

ON THRUST FAULT
SAN
Orange
C ounty
Riverside
C ounty
Los A ngeles
C ounty
San Bernard in o
C ounty
Irvine
Ontario
Anaheim
Torrance
Glendale
Riverside
Long
Beach
Los Angeles
Dana
Point

PELICAN

HILL FAULT

HOLLYWOOD FAULT

NORTHRIDGE

LIND THRUST
EAGLE
ROCK
FAULT
WATE

SAN GABRIEL FAULT ZONE

CLEGHORN FA

ICEHOUSE
CANYON

FAULT ZONE

RAYMOND FAULT

SIERRA MADRE FAULT ZONE

SAN JOSE FAULT
INDIAN
HILL
FAULT

VERDUGO FAULT
LOS

ALAMITOS
FAULT

PERALTA
HILLS

STRUCTURE
WALNUT
CREEK
FAULT

LOWER ELYSIAN PARK THRUST FAULT PUENTE

HILLS BLIND

THRUST SYSTEM

SAN JOAQUIN HILLS THRUST

THUMS-HUNTINGTON BEACH UNSPECIFIED
212076001_FL.mxd 2/26/2024 GK
NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE.

FAULT LOCATIONS

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 | 10/24
0 8 16
MILES
FIGURE 6
SOURCES: QUATERNARY FAULTS DATABASE - U.S. GEOLOGICAL SURVEY AND

CALIFORNIA GEOLOGICAL SURVEY, QUATERNARY FAULT AND FOLD DATABASE FOR THE UNITED STATES, ACCESSED FEBRUARY 27, 2024, AT:
https://www.usgs.gov/programs/earthquake-hazards/faults, ESRI, 2023.

HISTORICALLY ACTIVE

CALIFORNIA FAULT ACTIVITY
LEGEND
SITE

HOLOCENE ACTIVE

LATE QUATERNARY (POTENTIALLY ACTIVE)

QUATERNARY (POTENTIALLY ACTIVE)

STATE/COUNTY BOUNDARY
/ J
Geotechnical & Environmental Sciences Consultan1s
NOTES:
1 SITE LATITUDE = 33.80732 DEGREES
SITE LONGITUDE = -117.87417 DEGREES
2 AVERAGE SHEAR WAVE VELOCITY IN THE UPPER 30 METERS (ASSUMED) = 228 METERS/SECOND 3 THE ACCELERATION RESPONSE SPECTRUM REPRESENTS THE 2014 USGS 5% IN 50 YEARS (975 YEAR RETURN PERIOD) HAZARD AT 5% DAMPING. 4 THE ACCELERATION RESPONSE SPECTRUM INCLUDES NEAR-FAULT EFFECTS AND BASIN AMPLIFICATION EFFECTS. 5 PEAK GROUND ACCELERATION (PGA) = 0.51g
6 MEAN MOMENT MAGNITUDE (M) = 6.58

4.00 0.83

5.00 0.19

0.14 2.00

3.00 0.75 1.02

0.43 0.27

DESIGN SPECTRAL

ACCELERATION
Sa (g)

1.20 1.34

0.51 0.88

1.00 0.50 1.26
PERIOD
(seconds)
PGA

0.10 0.20

0.30 0.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 1.6
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
SPECTRAL ACCELERATION, Sa (g)
PERIOD, T (seconds)
FIGURE 7

CALTRANS ACCELERATION RESPONSE SPECTRUM

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 | 10/24
0 \
, \
\~
"' "' "'-.
,..............
----...... r---...__
-
Geotechnical & Environmental Sciences Consultants
SITE
8_212076001_SHZ.dwg 10/09/2024 (October 2024) GK

SEISMIC HAZARD ZONES
0 FEET 2,000 4,000
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24

LIQUEFACTION LEGEND
Areas where historic occurrence of liquefaction, or local geological, geotechnical and groundwater conditions indicate a potential for permanent ground displacements such that mitigation as defined in Public Resources Code Section 2693(c) would be required. N NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: CDMG, 1998a and b.

FIGURE 8
I
I
I
I
J /
,.

Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24

LATERAL EARTH PRESSURES FOR BRACED EXCAVATION

BELOW GROUNDWATER
Pp
h
Pa
+
Ps

APPARENT LATERAL EARTH PRESSURES, P AND P
P = 26h psf

1. CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P
P = 120 psf

2. 3.

4. 5.
12 INCHES OR MORE
+ 2
h1
2 P
Pa1
1 1 P = 13h psf

PASSIVE PRESSURE, P
P = 170D psf
D

6. GROUNDWATER TABLE
2 12 INCHES OR MORE

7. H, h , h AND D ARE IN FEET 21

GROUND SURFACE
a a2 a
a
s
p
p
s

SHORING
BRACES
H
2 1

8. w2
P
+
w2
w1

HYDROSTATIC PRESSURE, P & P
P = 62.4(H - h) psf w1 P = 62.4D psf w2
w1 w2
NOTES:

NOT TO SCALE

THE EMBEDMENT DEPTH OF SHORING

SHOULD BE EVALUATED BASED ON

FORCE AND MOMENT EQUILIBRIUM,
A FACTOR OF SAFETY OF 1.5, AND

MINIMUM REQUIREMENTS OF LOCAL
JURISDICTION, IF ANY.

SURCHARGES FROM EXCAVATED SOIL OR

CONSTRUCTION MATERIALS ARE NOT INCLUDED

P IS APPLICABLE WHEN DEWATERING IS TO BE PERFORMED

FROM INSIDE OR OUTSIDE OF THE EXCAVATION
9_212076001.dwg_LEP-BEBG(GS) 10/09/2024 (October 2024) GK FIGURE 9
.. 1
T
1 LATERAL EARTH PRESSURES FOR TEMPORARY

CANTILEVERED SHORING BELOW GROUNDWATER
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24
p P
D
H
Pa

ACTIVE LATERAL EARTH PRESSURE, P
P = 40h psf;

4. 1.

P = 170D psf

PASSIVE LATERAL EARTH PRESSURE, P

6. H, h AND D ARE IN FEET

GROUND SURFACE
a
a
p
p

SHORING
Ps

2. s
s P = 72 psf

CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P
GROUNDWATER TABLE 7.
+
2 Pa1
+
w1 P
h
1 P = a2
HYDROSTATIC PRESSURE, P & P 3.

P = 62.4(H - h) psf w1

5. 1 aP +20(H - h) psf
w2 P
+
P = 62.4D psf w2
w1 w2

8. w2
NOTES:

NOT TO SCALE
JURISDICTION, IF ANY.

MINIMUM REQUIREMENTS OF LOCAL
A FACTOR OF SAFETY OF 1.5, AND

FORCE AND MOMENT EQUILIBRIUM,

SHOULD BE EVALUATED BASED ON

THE EMBEDMENT DEPTH OF SHORING

MATERIALS ARE NOT INCLUDED

SURCHARGES FROM EXCAVATED SOIL OR CONSTRUCTION

OR MORE
12 INCHES

FROM INSIDE OR OUTSIDE OF THE EXCAVATION

P IS APPLICABLE WHEN DEWATERING IS TO BE PERFORMED
10_212076001.dwg_LEP-CSBG 10/09/2024 (October 2024) GK
FIGURE 10
T
1 T
t r
1 Geotechnical & Environmental Sciences Consultants
FIGURE 11

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24

KEYING AND BENCHING DETAIL

NOT TO SCALE

NON-PERFORATED OUTLET PIPE

T-CONNECTION DETAIL
2% OR MORE
12 INCHES OR MORE

SUBDRAIN DETAIL
CAP
4 INCHES OR MORE
2 GEOFABRIC
1 2% MIN.

OUTLET PIPE

NATURAL GROUND
2% MIN.

NOTES: IN ACCORDANCE WITH CALIFORNIA BUILDING CODE 2022 FIGURE J107.3.

AS AN ALTERNATIVE, AN APPROVED GEOCOMPOSITE DRAIN SYSTEM MAY BE USED.

NON-PERFORATED

OUTLET PIPE

PERFORATED PIPE SLOPED
AT 1% OR MORE TOWARD

OUTLET PIPE
10 FEET

OR MORE

EACH SIDE
PERFORATED PIPE, 4 INCHES OR LARGER
SCHEDULE 40 PVC OR EQUAL WITH
CRUSH STRENGTH OF 1000 PSI OR MORE
INSTALLED WITH PERFORATIONS DOWN.
3/4-INCH OPEN-GRADED GRAVEL

WRAPPED IN AN APPROVED GEOFABRIC

T-CONNECTION
(SEE DETAIL)
15' MIN.

LOWEST BENCH
(KEY) 2' MIN. KEY
DEPTH
1 TO 1 MAXIMUM FROM

TOE OF SLOPE TO

APPROVED GROUND
4' MIN.

BENCH
(HORIZONTAL TO

SLIGHTLY

INCLINED INTO
SLOPE)

VERTICAL BENCH

HEIGHT VARIES
REMOVE

UNSUITABLE

MATERIAL

COMPACTED
FILL
1 2 11_212076001.dwg_KB 10/09/2024 (October 2024) GK
f
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24

LATERAL EARTH PRESSURES FOR

YIELDING RETAINING WALLS
aP pP
D

FINISHED GRADE

BACKFILL
H/3
D/3

1. 2.

3. 7.

RECOMMENDED GEOTECHNICAL DESIGN PARAMETERS
Equivalent Fluid Pressure (lb/ft /ft) 2 (1)
(2) (2) Pa
Pp 350D 130D
37H 57H
Level Ground 2H:1V Descending Ground

8. SETBACK
2 1

6. NOTES:

NOT TO SCALE

5. E
H
EP
H/3
+
PE 20H 26H

RESULTANT

RETAINING
WALL

PASSIVE

PRESSURE

DYNAMIC

PRESSURE
ACTIVE

PRESSURE

RESULTANT

ASSUMES NO HYDROSTATIC PRESSURE BUILD-UP

BEHIND THE RETAINING WALL

STRUCTURAL, GRANULAR BACKFILL MATERIALS

AS SPECIFIED IN GREENBOOK SHOULD BE USED

FOR RETAINING WALL BACKFILL

DRAINS AS RECOMMENDED IN THE RETAINING

WALL DRAINAGE DETAIL SHOULD BE INSTALLED

BEHIND THE RETAINING WALL

P IS CALCULATED IN ACCORDANCE WITH THE

RECOMMENDATIONS OF MONONOBE AND MATSUO
(1929), AND ATIK AND SITAR (2010)

SURCHARGE PRESSURES CAUSED BY VEHICLES

OR NEARBY STRUCTURES ARE NOT INCLUDED

H AND D ARE IN FEET

SETBACK SHOULD BE IN ACCORDANCE WITH

THE CURRENT VERSION OF THE APPLICABLE

BUILDING CODE
2H:1V Sloping Backfill
with Granular Soils
Level Backfill with
Granular Soils
Lateral
Earth
Pressure
12_212076001.dwg_LEP-YRW1 10/09/2024 (October 2024) GK
FIGURE 12

4. DYNAMIC LATERAL EARTH PRESURE IS BASED ON

A MAPPED DESIGN PEAK GROUND ACCELERATION
OF 0.67g
/__________..
---;=_~1 ----- ~~ ~ -- -i ~ ~ 1 --- ~ ~
----- --f
--~1 ~~
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24
H
oP PP
D

FINISHED GRADE

BACKFILL
H/3
D/3

RECOMMENDED GEOTECHNICAL DESIGN PARAMETERS
Equivalent Fluid Pressure (lb/ft /ft) 2 (1)
(2) (2) POPP 350D 130D
57H 82H
Level Ground 2H:1V Descending Ground
SLAB

RETAINING
WALL

1. 2.

3. 6.

5. NOTES:

NOT TO SCALE

LATERAL EARTH PRESSURES FOR

RESTRAINED RETAINING WALLS
Level Backfill with
Granular Soils
2H:1V Sloping Backfill
with Granular Soils

AT-REST

PRESSURE

PASSIVE

PRESSURE

ASSUMES NO HYDROSTATIC PRESSURE

BUILD-UP BEHIND THE RETAINING WALL

STRUCTURAL, GRANULAR BACKFILL MATERIALS

AS SPECIFIED IN GREENBOOK SHOULD BE USED

FOR RETAINING WALL BACKFILL

DRAINS AS RECOMMENDED IN THE RETAINING

WALL DRAINAGE DETAIL SHOULD BE

INSTALLED BEHIND THE RETAINING WALL

SURCHARGE PRESSURES CAUSED BY VEHICLES

OR NEARBY STRUCTURES ARE NOT INCLUDED

H AND D ARE IN FEET
Lateral
Earth
Pressure

RESULTANT

4. DYNAMIC LATERAL EARTH PRESSURE IS IGNORED

AND DEEMED INAPPLICABLE DUE TO THE

AT-REST CONDITION OF THE RETAINING WALL
13_212076001.dwg_LEP-RRW1 10/09/2024 (October 2024) GK
FIGURE 13
------ -----·f
__ ___,, l
r- ---1
Geotechnical & Environmental Sciences Consultants

OC RIVER WALK

ANAHEIM AND ORANGE, CALIFORNIA
212076001 I 10/24

RETAINING WALL DRAINAGE DETAIL
3 INCHES

WALL FOOTING

FINISHED GRADE

RETAINING WALL
12 INCHES
6 INCHES OR MORE
12 INCHES VARIES

GEOFABRIC
*BASED ON ASTM D1557

NOT TO SCALE
RELATIVE COMPACTION *
SOIL BACKFILL COMPACTED TO 90%

OR MORE TO A SUITABLE OUTLET
WITH PERFORATIONS DOWN; 1% GRADIENT
40 PVC PIPE OR EQUIVALENT INSTALLED
4-INCH-DIAMETER PERFORATED SCHEDULE
IN AN APPROVED GEOFABRIC.
3/4-INCH OPEN-GRADED GRAVEL WRAPPED
14_212076001.dwg_RWDD2 10/09/2024 (October 2024) GK
FIGURE 14
Ninyo & Moore | OC River Walk, Anaheim and Orange, California | 212076001 | October 11, 2024

APPENDIX A
Previous Boring Logs and CPT Soundings
Surface: Parking lot, 4" of asphaltic concrete over base.

Artificial Fill (Af)
@ 1': Olive brown fine to medium SAND, moist, medium dense to dense, micaceous, trace silt, scattered cobbles, friable. @ 5': Olive brown SAND with few to little silt, moist to wet, very dense, micaceous, scattered cobble, slightly friable.

Alluvium (Qal)
@ 9': Olive brown silty SAND, moist, micaceous.
@ 10': Light olive brown SAND, moist, loose, scattered subrounded pebbles, upperrings contain laminated sandy SILT with pebbles. @ 13': Large cobbles in cuttings.
@ 15': No Recovery, abundant cobbles and pebbles.
@ 16': Dark yellowish brown coarse SAND, moist, dense,
micaceous, trace silt, scattered pebbles, friable.
@ 20': Dark yellowish brown medium to coarse SAND, moist, very dense, micaceous, 2"-diameter pebbles, friable.

SP
SW
SM
SP
GP
SP
SP
95/10"
10 57
62 D-1
D-2
D-3
D-4
SB-1
124.0
114.8
110.7
115.7
SB-1 @ 20-25'

11.7 6.9

5.0 4.4
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California, Bulk
CME 95 Hollow Stem
BC2 Environmental
1/30/23 Logged
By
Drill Bit
Size/Type
Hammer
Data
8"
TD/DDK
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 51.5
175.0 msl
Sheet 1 of 2
GW-1
Groundwater at 26.6 Feet.

Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
170
160
150
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 2/10/23 -
I
· .. ·. · ....
· .. ·. · ....
· .. ·. ~11---------------------------------
IJ:-.J.
kl~~:-- - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - · .. ·. ·. · .. ·.
· .. ·.
~----~---------------------------
•• ·•· ,i
-
-·· •• ·•· ,i ~"l"'_---~--------------------------- - · .. ·. · .... .. · ...
.. · ...
.. · ...
.. · ...
.. · ...
iii
NMG
@ 25': Pale brown medium to coarse SAND, moist, medium dense, friable, blebs of dark gray plastic silty CLAY in top rings. @ 30': Very dark gray to dark olive brown CLAY, wet to saturated, medium stiff, micaceous, highly plastic.
@ 35': Grayish brown coarse SAND with some silt, saturated, loose, micaceous, 1/4"-diameter pebbles, friable.
@ 40': No Recovery. Medium to coarse SAND, saturated,
disturbed.
@ 45': Olive brown medium SAND with trace silt, saturated, medium dense, micaceous, scattered pebbles, friable.
@ 50': Reddish brown clayey fine to medium SAND/sandy CLAY, saturated, medium dense/very stiff, scattered pebbles, 2"-diameter pebble in tip.

Notes:

Total Depth: 51.5 Feet.

Groundwater at 26.6 Feet on 2/3/2023.

Installed 30 Feet of Screen and 20 Feet of Solid Well Casing.

Backfilled Annular Space with 32 Feet of #3 Sand, 3.5 Feet of Bentonite, and 14.5 Feet of Cement Slurry.

Installed a Traffic Rated Well Cover.

CL
SP
CH
SP
SP
SC/CL
38 10
13 4?
26 42
D-5
D-6
D-7
D-8
D-9
D-10
102.2

73.8 106.8
116.9
Sample disturbed.

Sample disturbed.

4.5 46.7

22.8 20.6

14.7 AREP/OC Vibe Anaheim, CA GW-1 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 2/10/23 Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 150
140
130
120
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 2/10/23 I
I
I
-- ---------------------------- /<./ ~
/
. · .. . -- ----------------------------
ii
{
{
{
i -- ----------------------------
iii
NMG
Surface: Parking lot, 5" of asphaltic concrete over 4-6" of aggregate base.

Artificial Fill (Af)
@ 1.5': Olive brown medium SAND with gravel, moist, friable.

Alluvium (Qal)
@ 5': Olive brown to dark olive brown SAND with silt, moist, loose, scattered gravel, friable, upper rings contain brown sandy SILT with gravel, shell fragments.
@ 10': Olive brown to grayish brown medium to coarse SAND, moist, dense, scattered rounded pebbles, friable.
@ 15': Light gray coarse SAND, saturated, medium dense, micaceous, scattered gravel, medium grained sand in upper rings, free water at tip.
@ 20': Light olive gray medium to coarse SAND, saturated, loose, trace pebbles, friable.

SP
SP-SM
SP-SM
SP
SP
14 66
24 12
B-1
D-1
D-2
D-3
D-4
113.6
118.1
103.4
109.9
B-1 @ 1-5'

9.9 5.2

17.9 15.3
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California, Bulk
CME 95 Hollow Stem
BC2 Environmental
1/31/23 Logged
By
Drill Bit
Size/Type
Hammer
Data
8"
TD/DDK
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 41.5
162.2 msl
Sheet 1 of 2
GW-2
Groundwater at 15 Feet.

Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
160
150
140
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 2/10/23 - -:': -:-:·· · . ..
-:·:-:-:·. · . ..
-:·:-:-:·. · . ..
::-:::-:·. ~ - · . ..
-:·:-:-:·. · . ..
-:·:-:-:·. · . . .
: ... .
~ :..:: .... - - -~ - - - - - - - - - - - - - - - - - - - - - - - - - - · .. ·. · .... ::·:::-.:"·:: - · ....
iii
NMG
@ 25': Light olive gray medium to coarse SAND, saturated, loose, micaceous, layered, friable.
@ 30': Olive gray medium SAND, saturated, loose, micaceous, friable.
@ 35': Olive brown very fine sandy SILT with clay, saturated, very stiff, micaceous.
@ 40': Strong brown silty CLAY, saturated, stiff, plastic, micaceous.

Notes:

Total Depth: 41.5 Feet.

Groundwater at 15 Feet on 2/3/2023.

Installed 20 Feet of Screen and 20 Feet of Solid Well Casing.

Backfilled Annular Space with 20 Feet of #3 Sand, 6 Feet of Bentonite, and 14 Feet of Cement Slurry.

Installed a Traffic Rated Well Cover.

SP
SP
MH
CL-CH
10 11
23 15
D-5
D-6
D-7
D-8
103.5
102.4
100.9
106.0

18.7 19.4

25.3 20.8
AREP/OC Vibe Anaheim, CA GW-2 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 2/10/23 Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 130
120
110
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 2/10/23 I · .. ·.
·. · .. ·. · .. ·.
-
••• ---~--------------------------- -
- -
- -
iii
NMG
Surface: Parking lot, 4" of asphaltic concrete over 6" of aggregate base.

Alluvium (Qal)
@ 1': Olive brown silty very fine SAND, moist, micaceous. @ 4': Olive brown SILT, moist, plastic, micaceous.
@ 5': Light gray medium SAND, wet, loose to medium dense, micaceous, friable, more silty in upper rings.
@ 10': Light olive brown silty fine to medium SAND, moist to wet, medium dense, micaceous, trace pinhole pores (±1%), scattered gravel.
@ 15': Light olive brown SILT, moist to wet, medium stiff, micaceous, trace pinhole pores (±1%), silty sand in upper rings, friable.
@ 20': Light olive brown silty SAND, moist, loose to medium dense, micaceous, trace pinhole pores (<1%), scattered pebbles, friable.

SM
MH
SP
SM
ML
SM
11 20
10 14
B-1
D-1
D-2
D-3
D-4
101.4
115.4

98.7 104.8
B-1 @ 1-5'

9.1 8.9

8.6 4.6
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California, Bulk
CME 95 Hollow Stem
BC2 Environmental
1/31/23 Logged
By
Drill Bit
Size/Type
Hammer
Data
8"
TD/DDK
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 46.5
168.3 msl
Sheet 1 of 2
GW-3
Groundwater at 35.5 Feet.

Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
160
150
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 2/10/23 -
.. .. ·.•.· . . . .
. . . . ·.•.· . . . .
][ ·---~--------------------------- . .. .. ---~--------------------------- - . · ... · .. ·. ·. · .. · . . · ... · .. ·.
·. · .. · . . · ... · .. ·.
~~~---~---------------------------
· .. · .
·. · .. ·.
· .. · .
·. · .. ·.
· .. · .
·. · .. · . • ·· ---~--------------------------- -
"'· . . ---~--------------------------- - · .. ·.
·. · .. ·. · .. ·.
·. · .. ·.
· .. ·.
·. · .. ·.
iii
NMG
@ 25': Olive brown silty fine to medium SAND, moist, loose to medium dense, micaceous, trace pinhole pores (<1%), friable. @ 30': Light olive brown to dark grayish brown silty very fine to fine SAND to sandy SILT, moist, medium dense/stiff, micaceous. @ 35': Light gray medium SAND with trace silt, saturated, medium dense, micaceous, highly friable.
@ 40': Olive gray fine SAND to silty fine SAND, saturated, medium dense, micaceous, highly friable.
@ 45': Olive brown very fine sandy clayey SILT/silty CLAY, saturated, medium stiff, micaceous, thinly laminated, slightly plastic.

Notes:

Total Depth: 46.5 Feet.

Groundwater at 35 Feet on 2/3/2023.

Installed 20 Feet of Screen and 26 Feet of Solid Well Casing.

Backfilled Annular Space with 23.5 Feet of #3 Sand, 3.5 Feet of Bentonite, and 18.5 Feet of Cement Slurry.

Installed a Traffic Rated Well Cover with 1 Foot of Concrete Backfill.

SM
SM-ML
SP
SP-SM
ML/CL
15 18
33 19
12 D-5
D-6
D-7
D-8
D-9
108.4

98.3 104.9

89.8 Sample disturbed.

6.9 14.7

18.1 23.7

33.7 AREP/OC Vibe Anaheim, CA GW-3 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 2/10/23 Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 140
130
120
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 2/10/23 I
-
... ·.
· .. ·.
·. · .. ·.
· .. ·.
·. · .. ·. · .. • . . . .
. . : .. ·. · .. ·. r~·· ------------------------------- ,:,: .. ... - -~ - · .. ·.
· .. ·. · ....
· .. ·. · ....
~ .•.• .---~--------------------------- - . ..
· . ..
. . . .. · . ..
. . . ..
· . ..
. . ~ - • ·-------------------------------
-
iii
NMG
MBI, Orangewood Avenue Bridge Over Santa Ana
River
Project Number: 17-126
ORGANIC SILT ORGANIC SILT with SAND ORGANIC SILT with GRAVEL SANDY ORGANIC SILT SANDY ORGANIC SILT with GRAVEL GRAVELLY ORGANIC SILT SP
SW-SC
SP-SM
SP-SC
SC
SC-SM

GROUP SYMBOLS AND NAMES
GW-GM
GC
SW-SM
SM
PT

BORING RECORD LEGEND
Date: 2-1-19 SHEET
1 of 2
WA Wash Analysis (ASTM D 1140-97)

SAMPLER GRAPHIC SYMBOLS

FIELD AND LABORATORY TESTS
Consolidation (ASTM D 2435-04)
CP
CR
CU
DS
EI
M
OC
P
PA
PI
PL
PM
PP
R
Compaction Curve (CTM 216 - 06)
Corrosion, Sulfates, Chlorides (CTM 643 - 99; CTM 417
- 06; CTM 422 - 06)
Consolidated Undrained Triaxial (ASTM D 4767-02)
Direct Shear (ASTM D 3080-04)
Expansion Index (ASTM D 4829-03)
Moisture Content (ASTM D 2216-05)
Organic Content (ASTM D 2974-07)
Permeability (CTM 220 - 05)
Particle Size Analysis (ASTM D 422-63 [2002])
VS
Unconfined Compression - Soil (ASTM D 2166-06)
Unconfined Compression - Rock (ASTM D 2938-95)
Unconsolidated Undrained Triaxial
(ASTM D 2850-03)
Unit Weight (ASTM D 4767-04)
Vane Shear (AASHTO T 223-96 [2004])

DRILLING METHOD SYMBOLS WATER LEVEL SYMBOLS
Auger Drilling Rotary Drilling Dynamic Cone
or Hand Driven Diamond Core
First Water Level Reading (during drilling)
Static Water Level Reading (short-term)
Static Water Level Reading (long-term)
Standard Penetration Test (SPT)
Standard California Sampler
Modified California Sampler
NX Rock Core
Shelby Tube
Bulk Sample
C
Piston Sampler
HQ Rock Core
Other (see remarks)
Graphic / Symbol Group Names Graphic / Symbol Group Names GW
GP
CL
Well-graded GRAVEL
Poorly graded GRAVEL
Well-graded GRAVEL with SAND
Poorly graded GRAVEL with SAND
Lean CLAY
Lean CLAY with SAND
Lean CLAY with GRAVEL SANDY lean CLAY
SANDY lean CLAY with GRAVEL GRAVELLY lean CLAY GRAVELLY lean CLAY with SAND GW-GC
GP-GM
GP-GC
Well-graded GRAVEL with SILT and SAND
Well-graded GRAVEL with CLAY (or SILTY CLAY)
Well-graded GRAVEL with CLAY and SAND
(or SILTY CLAY and SAND)
Poorly graded GRAVEL with SILT
Poorly graded GRAVEL with SILT and SAND
Poorly graded GRAVEL with CLAY
(or SILTY CLAY) ML
OL
SILT with GRAVEL SANDY SILT SANDY SILT with GRAVEL GRAVELLY SILT SILTY CLAY with SAND
SILTY CLAY with GRAVEL SANDY SILTY CLAY
SANDY SILTY CLAY with GRAVEL GRAVELLY SILTY CLAY GRAVELLY SILTY CLAY with SAND GM
GC-GM
SW

SILTY GRAVEL
SILTY GRAVEL with SAND

CLAYEY GRAVEL
CLAYEY GRAVEL with SAND

SILTY, CLAYEY GRAVEL
SILTY, CLAYEY GRAVEL with SAND Well-graded SAND
OL
CH
GRAVELLY SILT with SAND ORGANIC lean CLAY ORGANIC lean CLAY with SAND ORGANIC lean CLAY with GRAVEL SANDY ORGANIC lean CLAY SANDY ORGANIC lean CLAY with GRAVEL GRAVELLY ORGANIC lean CLAY GRAVELLY ORGANIC lean CLAY with SAND Well-graded GRAVEL with SILT
PEAT
COBBLES COBBLES and BOULDERS

BOULDERS
CL-ML
ORGANIC SOIL ORGANIC SOIL with SAND ORGANIC SOIL with GRAVEL SANDY ORGANIC SOIL SANDY ORGANIC SOIL with GRAVEL GRAVELLY ORGANIC SOIL GRAVELLY ORGANIC SOIL with SAND ORGANIC elastic SILT
GRAVELLY ORGANIC elastic SILT GRAVELLY ORGANIC elastic SILT with SAND ORGANIC fat CLAY
Poorly graded GRAVEL with CLAY and SAND
(or SILTY CLAY and SAND)
Well-graded SAND with GRAVEL
Poorly graded SAND
Poorly graded SAND with GRAVEL
Well-graded SAND with SILT
Well-graded SAND with SILT and GRAVEL
Well-graded SAND with CLAY (or SILTY CLAY)
Well-graded SAND with CLAY and GRAVEL
(or SILTY CLAY and GRAVEL)
Poorly graded SAND with SILT
Poorly graded SAND with SILT and GRAVEL
Poorly graded SAND with CLAY (or SILTY CLAY)
Poorly graded SAND with CLAY and GRAVEL
(or SILTY CLAY and GRAVEL)

SILTY SAND
SILTY SAND with GRAVEL

CLAYEY SAND
CLAYEY SAND with GRAVEL

SILTY, CLAYEY SAND
SILTY, CLAYEY SAND with GRAVEL
MH
OH
OH
OL/OH
ORGANIC elastic SILT with SAND ORGANIC elastic SILT with GRAVEL SANDY ORGANIC elastic SILT with GRAVEL
ORGANIC fat CLAY with SAND ORGANIC fat CLAY with GRAVEL SANDY ORGANIC fat CLAY SANDY ORGANIC fat CLAY with GRAVEL GRAVELLY ORGANIC fat CLAY GRAVELLY ORGANIC fat CLAY with SAND Elastic SILT Elastic SILT with SAND
Elastic SILT with GRAVEL SANDY elastic SILT SANDY elastic SILT with GRAVEL GRAVELLY elastic SILT GRAVELLY elastic SILT with SAND Fat CLAY

SILTY CLAY
Fat CLAY with SAND
Fat CLAY with GRAVEL SANDY fat CLAY
SANDY fat CLAY with GRAVEL GRAVELLY fat CLAY GRAVELLY fat CLAY with SAND SILT SILT with SAND
GRAVELLY ORGANIC SILT with SAND
SANDY ORGANIC elastic SILT
Collapse Potential (ASTM D 5333-03)
Liquid Limit, Plastic Limit, Plasticity Index
(AASHTO T 89-02, AASHTO T 90-00)
Sand Equivalent (CTM 217 - 99)
Specific Gravity (AASHTO T 100-06)
Shrinkage Limit (ASTM D 427-04)
Swell Potential (ASTM D 4546-03)
Pocket Torvane
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
Point Load Index (ASTM D 5731-05)
Pressure Meter
Pocket Penetrometer
R-Value (CTM 301 - 00)
CL
SE
SG
SL
SW
TV
UC
UU
UW
--.- ~, .. •.•:
1D\J"
ooooc
(:) OQo
00 D /s C
·-. ~. •1
i~
•.i~
1g lqc
oc
OD
0 1" Dg~
oc
0 0 D 01/c
1; JP'
cco 0 Do C
~o
~
n~
''
' ''
..... ' -· ' .. .. . . .. . . . .. .
.. . . .. .
'
' ;/4
'
' -· 1 ..
....
. .
. .
. . . . . .
/-
.. 1 . . .. .. .. . . . . . . .. . . .. . . . . . .
0-·,:--
·0·-:-·- -·::/
.. /-
9 ,\Ir,\,,\
--
r, ,\Ir ,11r --
,\Ir ,\r, ,\ --
I \I II
g~
1 nnc
½
~ [j
~ I~
tB
t~~
~
~
vrr?
~ if" r?
~r?"'r?
~r?"'r?
~r?"'r?
~~~
11 I)

II I ( I

II )) ))

II I ( I

II )) ))

II I ( I
II\\
~ ~¾= =::'f:

I]
[I]
B
[I] [II]
[] []
I] ~
MBI, Orangewood Avenue Bridge Over Santa Ana
River
Project Number: 17-126

APPARENT DENSITY OF COHESIONLESS SOILS

CONSISTENCY OF COHESIVE SOILS

MOISTURE

PERCENT OR PROPORTION OF SOILS SOIL PARTICLE SIZE

PLASTICITY OF FINE-GRAINED SOILS

CEMENTATION
Descriptor Unconfined Compressive Strength (tsf)
Pocket
Penetrometer (tsf) Torvane (tsf) Field Approximation
Very Soft < 0.25 < 0.12 Easily penetrated several inches by fist Medium Stiff
Stiff
Very Stiff
> 4.0

0.25 - 0.50

0.50 - 1.0 0.25 - 0.50

0.50 - 1.0

1.0 - 2.0
Readily indented by thumb but penetrated only with great effort

2.0 - 4.0 Readily indented by thumbnail

1.0 - 2.0

2.0 - 4.0
Soft
Hard

0.25 - 0.50

0.50 - 1.0
< 0.25
> 4.0

0.12 - 0.25
> 2.0
Easily penetrated several inches by thumb
Can be penetrated several inches by thumb with moderate effort Indented by thumbnail with difficulty
Descriptor SPT N60 - Value (blows / foot)
Very Loose 0 - 4
Loose
Medium Dense
Dense
Very Dense
5 - 10
11 - 30
31 - 50
> 50
Descriptor
Descriptor Descriptor
Descriptor
Descriptor
Criteria
Criteria
Criteria
Criteria
Dry Absence of moisture, dusty, dry to the touch
Wet
Damp but no visible water
Visible free water, usually soil is below
water table
Moist
Trace Particles are present but estimated
to be less than 5%
Few
Little
Some
Mostly
5 to 10%
15 to 25%
30 to 45%
50 to 100%
Boulder
Cobble
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse
Medium
Fine
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
Size
> 12 inches
No. 10 Sieve to No. 4 Sieve
3 to 12 inches
3/4 inch to 3 inches
No. 4 Sieve to 3/4 inch
No. 40 Sieve to No. 10 Sieve
No. 200 Sieve to No. 40 Sieve
Passing No. 200 Sieve
Nonplastic A 1/8-inch thread cannot be rolled at any water content.

Low

BORING RECORD LEGEND
Medium
High
The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit.

It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.

Weak Crumbles or breaks with handling or little
finger pressure.

Moderate
Strong
Crumbles or breaks with considerable
finger pressure.

Will not crumble or break with finger
pressure.

SHEET
2 of 2

1.0 - 2.0
Date: 2-1-19
NOTE: This legend sheet provides descriptors and associated criteria for required soil description components only. Refer to Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010 Edition), Section 2, for tables of additional soil description components and discussion of soil description and identification.

REF = Refusal; During drilling seating interval (first 6-inch interval) is not achieved.
-
-
I I
Surface: Parking lot, 4" of asphaltic concrete over base.

SP
SW
SM
SP
GP
SP
SP
95/10"
10 57
62 D-1
D-2
D-3
D-4
SB-1
124.0
114.8
110.7
115.7
SB-1 @ 20-25'

11.7 6.9

5.0 4.4
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

Notes:

Total Depth: 51.5 Feet.

Groundwater at 26.6 Feet on 2/3/2023.

Installed 30 Feet of Screen and 20 Feet of Solid Well Casing.

Backfilled Annular Space with 32 Feet of #3 Sand, 3.5 Feet of Bentonite, and 14.5 Feet of Cement Slurry.

Installed a Traffic Rated Well Cover.

CL
SP
CH
SP
SP
SC/CL
38 10
13 4?
26 42
D-5
D-6
D-7
D-8
D-9
D-10
102.2

73.8 106.8
116.9
Sample disturbed.

Sample disturbed.

4.5 46.7

22.8 20.6

Artificial Fill (Af)
@ 1.5': Olive brown medium SAND with gravel, moist, friable.

SP
SP-SM
SP-SM
SP
SP
14 66
24 12
B-1
D-1
D-2
D-3
D-4
113.6
118.1
103.4
109.9
B-1 @ 1-5'

9.9 5.2

17.9 15.3
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

Notes:

Total Depth: 41.5 Feet.

Groundwater at 15 Feet on 2/3/2023.

Installed 20 Feet of Screen and 20 Feet of Solid Well Casing.

Backfilled Annular Space with 20 Feet of #3 Sand, 6 Feet of Bentonite, and 14 Feet of Cement Slurry.

Installed a Traffic Rated Well Cover.

SP
SP
MH
CL-CH
10 11
23 15
D-5
D-6
D-7
D-8
103.5
102.4
100.9
106.0

18.7 19.4

SM
MH
SP
SM
ML
SM
11 20
10 14
B-1
D-1
D-2
D-3
D-4
101.4
115.4

98.7 104.8
B-1 @ 1-5'

9.1 8.9

8.6 4.6
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California, Bulk
CME 95 Hollow Stem
BC2 Environmental
1/31/23 Logged
By
Drill Bit
Size/Type
Hammer
Data
8"
TD/DDK
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 46.5
168.3 msl
Sheet 1 of 2
GW-3
Groundwater at 35.5 Feet.

Type
Elevation (ft) SAMPLES OTHER
TESTS
and
REMARKS USCS Depth (ft) Moisture Content (%) Dry Density (pcf) MATERIAL DESCRIPTION Number Blows per foot Graphic Log
Anaheim, CA
PROJECT NO. 20065-01

Notes:

Total Depth: 46.5 Feet.

Groundwater at 35 Feet on 2/3/2023.

Installed 20 Feet of Screen and 26 Feet of Solid Well Casing.

Backfilled Annular Space with 23.5 Feet of #3 Sand, 3.5 Feet of Bentonite, and 18.5 Feet of Cement Slurry.

Installed a Traffic Rated Well Cover with 1 Foot of Concrete Backfill.

SM
SM-ML
SP
SP-SM
ML/CL
15 18
33 19
12 D-5
D-6
D-7
D-8
D-9
108.4

98.3 104.9

89.8 Sample disturbed.

6.9 14.7

18.1 23.7

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 140
130
120
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 2/10/23 I
-
... ·.
· .. ·.
·. · .. ·.
· .. ·.
·. · .. ·. · .. • . . . .
. . : .. ·. · .. ·. r~·· ------------------------------- ,:,: .. ... - -~ - · .. ·.
· .. ·. · ....
· .. ·. · ....
~ .•.• .---~--------------------------- - . ..
· . ..
. . . .. · . ..
. . . ..
· . ..
. . ~ - • ·-------------------------------
-
iii
NMG
61 67
50 61
8 11
11 25
23 18
10 8
7 21
20 14
4 3
2 1
DS
19 48
18 41

19.2 9.7

17.5 10.4
119.2
114.5
few nonplastic fines; weak cementation.
very dark grayish brown; moist; medium to fine SAND;
Poorly graded SAND with SILT (SP-SM); medium dense;
Dark olive brown; weak cementation.
dia.; weak cementation.

Medium dense; few coarse to fine GRAVEL, max. 3/4 in.

SAND; little nonplastic fines; weak cementation.

SILTY SAND (SM); very dark brown; moist; coarse to fine ASPHALT CONCRETE - 4"/AGGREGATE BASE - 6".

TOTAL DEPTH OF BORING
120.3 ft

LOGGED BY
RA

BEGIN DATE
12-10-18 R-18-001

HOLE ID COMPLETION DATE
12-10-18

DRILLING CONTRACTOR
SoCal Drilling

DRILLING METHOD
Rotary Wash Mayhew 1000

DRILL RIG BOREHOLE DIAMETER
4"
Mod Cal (2.4"), SPT (1.4")

SAMPLER TYPE(S) AND SIZE(S) (ID) SPT HAMMER TYPE
Automatic Hammer, 140lbs, 30inch drop
HAMMER EFFICIENCY, ERi
80%
GROUNDWATER DEPTH:DURING DRILLING

23.0 ft

BOREHOLE BACKFILL AND COMPLETION
Neat cement slurry

SURFACE ELEVATION
149.0 ft
BOREHOLE LOCATION (Lat/Long or Station/Offset and Line) Longitude: -117.52' 47.7"
Latitude: 33.47' 45.1"
ELEVATION (ft)
125.00
127.00
129.00
131.00
133.00
135.00
137.00
139.00
141.00
143.00
145.00
147.00
Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
1 of 5
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
R-18-001

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

12.2 11.2

20.8 27.1

16.2 130.4
109.1
103.9
PP = 2.0
Poorly graded SAND with SILT (SP-SM)
cementation.

Dark brown; about 95% SAND; about 5% fines; weak
(continued).
cementation.
some coarse to fine SAND; little low plasticity fines; weak yellowish brown; moist; fine GRAVEL, max. 1/2 in. dia.; CLAYEY GRAVEL with SAND (GC); very dense; dark
cementation.
in. dia.; coarse to fine SAND; few nonplastic fines; weak very dark brown; moist; some coarse GRAVEL, max. 3/4
Poorly graded SAND with SILT and GRAVEL (SP-SM);
cementation.
coarse to fine SAND; little low plasticity fines; weak
dark brown; moist; fine GRAVEL, max. 1/2 in. dia.; some CLAYEY GRAVEL with SAND (GC); very dense; very
some fine SAND; low plasticity fines.

SANDY SILT (ML); very stiff; very dark brown; moist;
fine SAND; low plasticity fines.

SANDY lean CLAY (CL); dark grayish brown; moist; some
ELEVATION (ft)

95.00 97.00

99.00 101.00
103.00
105.00
107.00
109.00
111.00
113.00
115.00
117.00
119.00
121.00
123.00
Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
2 of 5
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
R-18-001

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 55 . 54
53 52
51 50
49 48
47 46
45 44
43 42
41 40
39 38
37 36
35 34
33 32
31 30
29 28
27 26
25 .

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---,,,,,,- ---,,,,,,-
50 100
56 89
61 67
9 10
10 3
3 4
28 36
39 2
4 5
9 11
11 18
15 12
11 12
13 14
15 16
UU
C
20 7
75 9
22 27

19.7 22.1

9.8 19.1

21.3 17.7
104.0
128.2
103.7
UU = 0.85
PP = 2.25
SANDY lean CLAY (CL); dark yellowish brown; moist;
some fine SAND; low plasticity fines.

SILTY SAND with GRAVEL (SM); dark yellowish brown;
moist; some fine GRAVEL, max. 1/2 in. dia.; coarse to fine SAND; little nonplastic fines; weak cementation.

SANDY lean CLAY (CL); dark brown; moist; trace fine
GRAVEL, max. 1/5 in. dia.; little fine SAND; low plasticity fines.

SANDY SILT (ML); very stiff; dark brown; moist; some fine SAND; low plasticity fines.

SILTY SAND (SM); dense; dark brown; moist; fine SAND;
some nonplastic fines; weak cementation.

ELEVATION (ft)

93.00 91.00

89.00 87.00

85.00 83.00

81.00 79.00

77.00 75.00

73.00 71.00

69.00 67.00

65.00 Sample LocationSample NumberBlows per 6 in.Recovery (%)RQD (%)

PROJECT NAME
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
3 of 5
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks

HOLE ID
R-18-001
(continued)
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Shear Strength(tsf)Drilling Method

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 - =0 ~ ~~
~~
~~
~~ ~~
~~ X
~~
~~ ~~ = /j
-.
~ -·
-.
=:
-
- . . .. -
- . . .. -·
=· -·
-.
=0 X
~~
~~ ~~ =V/V/ = 1/ ~
-
-. 1:-::- -·
-- X -. 1.-::- -·
-- .. -
-· 1.-::- .. -
-· 1.-::- -·
=· 1.- ... -· 1.-::-
=· 1.- ... -· .. -- ..
-
100
67 78
67 100
67 17
11 8
14 11
8 16
11 9
10 9
7 2
2 2
5 3
3 22
21 20
19 18
17 28
25 27
19 4
8 21.8

20.6 21.1

19.1 27.4

23.6 107.1
111.7
102.8
low plasticity fines.

Trace fine GRAVEL, max. 1/5 in. dia.; some fine SAND;
low plasticity fines.

SANDY SILT (ML); dark brown; moist; some fine SAND;
nonplastic fines; weak cementation.

SILTY SAND (SM); dark brown; moist; fine SAND; some
SAND; low plasticity fines.

SANDY lean CLAY (CL); dark brown; moist; some fine
ELEVATION (ft)

35.00 37.00

39.00 41.00

43.00 45.00

47.00 49.00

51.00 53.00

55.00 57.00

59.00 61.00

63.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
4 of 5
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
R-18-001

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111111111111111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111111111111111 I I I I I I I I I I I I I I I I I I I I I I I I ..................
'I .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
-= ---,,,,,,- -= ---,,,,,,- -= ---,,,,,,-
--
0 67
50/4"
85/6"
24 23

8.9 8.1
Notes:

Bottom of borehole at 120.3 ft bgs.

Very dense; dark olive brown; weak cementation.
cementation.
dia.; coarse to fine SAND; few nonplastic fines; weak
dark brown; moist; some coarse GRAVEL, max. 3/4 in.

Poorly graded SAND with SILT and GRAVEL (SP-SM);
ELEVATION (ft)

5.00 7.00

9.00 11.00

13.00 15.00

17.00 19.00

21.00 23.00

25.00 27.00

29.00 31.00

33.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
5 of 5
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
R-18-001

HOLE ID
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 145
144
143
142
141
140
139
138
137
136
135
134
133
132
131
130
129
128
127
126
125
124
123
122
121
120
119
118
117
116
115

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ...
. ......... .
. . . ......... .
. . . . . . . . . . . .

I:< y
67 78
67 100
100
33 23
14 6
6 5
6 4
3 3
13 4
4 3
2 1
0 CR
PA
56 12
10 16

6.9 20.4

27.3 17.2

2.3 127.7

95.5 PP = 0.25
SAND; little low plasticity fines; weak cementation.
coarse GRAVEL, max. 3/4 in. dia.; some coarse to fine
CLAYEY GRAVEL with SAND (GC); dark brown; moist;
SAND; low plasticity fines.

SANDY SILT (ML); dark olive brown; moist; some fine
fine SAND; low plasticity fines.

SILT with SAND (ML); soft; dark olive brown; moist; little about 1% fines; weak cementation.

Medium dense; about 10% GRAVEL; about 89% SAND;
nonplastic fines; weak cementation.
fine GRAVEL, max. 3/4 in. dia.; coarse to fine SAND; trace Poorly graded SAND (SP); brown; moist; few coarse to

TOTAL DEPTH OF BORING
100.5 ft

LOGGED BY
RA

BEGIN DATE
12-19-18 A-18-002

HOLE ID COMPLETION DATE
12-19-18

DRILLING CONTRACTOR
2R Drilling

DRILLING METHOD
Hollow-Stem Auger

DRILL RIG
CME 75

BOREHOLE DIAMETER
8"

SAMPLER TYPE(S) AND SIZE(S) (ID)
Bulk, Mod Cal (2.4"), SPT (1.4")

SPT HAMMER TYPE
Automatic Hammer, 140lbs, 30inch drop
HAMMER EFFICIENCY, ERi
80%
GROUNDWATER DEPTH:DURING DRILLING

6.3 ft

BOREHOLE BACKFILL AND COMPLETION
Neat cement slurry

SURFACE ELEVATION
133.0 ft
BOREHOLE LOCATION (Lat/Long or Station/Offset and Line) Longitude: -117.52' 46.4"
Latitude: 33.47' 45.2"
ELEVATION (ft)
109.00
111.00
113.00
115.00
117.00
119.00
121.00
123.00
125.00
127.00
129.00
131.00
Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
1 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-002

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 25 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0

I I I I I
,----

I J I I I I I I
72 78
67 100
67 67
33 31
12 12
7 3
26 24
15 3
2 2
16 15
46 48
27 12
10 9
8 7
6 5
DS
64 19
50 5
31 75

12.0 15.6

14.4 24.5

18.5 6.5
120.7
113.8
109.9
nonplastic fines; weak cementation.

GRAVEL, max. 3/4 in. dia.; coarse to fine SAND; some
SILTY SAND (SM); dark brown; moist; few coarse to fine
SAND; low plasticity fines.

SANDY lean CLAY (CL); dark brown; moist; some fine
nonplastic fines; weak cementation.

GRAVEL, max. 3/8 in. dia.; medium to fine SAND; little
SILTY SAND (SM); dark yellowish brown; moist; few fine
Dark yellowish brown.
nonplastic to low plasticity fines; weak cementation.

GRAVEL, max. 1/2 in. dia.; little medium to fine SAND;
Lean CLAY with SAND (CL); dark brown; moist; fine
cementation.
coarse to fine SAND; little nonplastic fines; weak
brown; moist; coarse GRAVEL, max. 3/4 in. dia.; some
SILTY GRAVEL with SAND (GM); very dense; dark olive
ELEVATION (ft)

79.00 81.00

83.00 85.00

87.00 89.00

91.00 93.00

95.00 97.00

99.00 101.00
103.00
105.00
107.00
Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
2 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-002

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

I I I I I I I I I 111111111111111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111111111111111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .................. . ................. ,'-'o nh D'-'O nh D'-'O nh DL 'I ·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·. .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·. ,~ '-.) ,~ '-.) ,~ '-.) .................. . .................
. . . . . . . . . . . . . . . . . .
..................
.
.
.................
.................
cu I._ ,-_ cu I._ ,-_ cu I._ ,-_
---,,,,,,- ---,,,,,,- ---,,,,,,-
--
78 67
100
78 100
73 16
29 38
8 12
14 5
7 11
7 7
14 3
5 8
13 36
50/4.5"
11 12
13 14
15 16
PI, PA
67 26
18 21
13 6.9

24.7 24.0

15.2 15.6

18.9 100.8
112.3
112.1
PP = 0.25
Very dense; weak cementation.

SILTY SAND (SM) (continued).

SANDY SILT (ML); soft; dark brown; moist; some fine
SAND; low plasticity fines.

SANDY lean CLAY (CL); dark brown; moist; some fine
SAND; low plasticity fines.

SILTY SAND (SM); dark brown; moist; about 3% fine
GRAVEL, max. 1/5 in. dia.; about 71% medium to fine
SAND; about 26% nonplastic fines; weak cementation.

SANDY SILT (ML); dark brown; moist; trace coarse
GRAVEL, max. 3/4 in. dia.; some fine SAND; low plasticity fines.

SILTY SAND (SM); dark brown; moist; fine SAND; some
nonplastic fines; weak cementation.

ELEVATION (ft)

77.00 75.00

73.00 71.00

69.00 67.00

65.00 63.00

61.00 59.00

57.00 55.00

53.00 51.00

49.00 Sample LocationSample NumberBlows per 6 in.Recovery (%)RQD (%)

PROJECT NAME
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
3 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks

HOLE ID
A-18-002
(continued)
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Shear Strength(tsf)Drilling Method

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 -
-
=
=
=
=t//
~~
~~
~~ =V/V/ = 1/
-·
_.
-.
-.
=
=
~:1:•:::
- ... =-1--.,:
=.1.-.,:
=:1::::
=-1:. ·:
=:1.-::- =·1.- .. • -·
--
X
X
X
100
100
67 100
50 26
12 22
44 29
22 15
9 50/4" 20
19 18
17 76
66 37

7.4 13.7

20.2 22.2
109.6
Notes:

Bottom of borehole at 100.5 ft bgs.
cementation.
dia.; coarse to fine SAND; few nonplastic fines; weak
very dark brown; moist; some fine GRAVEL, max. 1/2 in.

Poorly graded SAND with SILT and GRAVEL (SP-SM);
little nonplastic fines; weak cementation.
few fine GRAVEL, max. 1/2 in. dia.; coarse to fine SAND; SILTY SAND (SM); very dense; very dark brown; moist;
Strong brown.

SAND; low plasticity fines.

SANDY SILT (ML); dark olive brown; moist; some fine
ELEVATION (ft)

19.00 21.00

23.00 25.00

27.00 29.00

31.00 33.00

35.00 37.00

39.00 41.00

43.00 45.00

47.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
4 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-002

HOLE ID
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

I .. . . .. . . . . . . . . . .
. . . . . . . . . . . . .
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . .
-
-
I~ ---,,,,,,-
I
--
100
67 100
39 0
17 11
7 2
1 1
2 1
1 9
8 5
4 3
2 1
0 PI, PA
28 3
3 17

9.4 25.5

11.3111.7
little low plasticity fines; weak cementation.
coarse GRAVEL, max. 3/4 in. dia.; coarse to fine SAND;
CLAYEY SAND (SC); dense; dark brown; moist; some
fine SAND; low plasticity fines.

SANDY lean CLAY (CL); dark olive brown; moist; some
weak cementation.

About 4% GRAVEL; about 92% SAND; about 4% fines;
max. 1/2 in. dia.; coarse to fine SAND; nonplastic fines.

Poorly graded SAND (SP); brown; moist; fine GRAVEL,

TOTAL DEPTH OF BORING
100.8 ft

LOGGED BY
RA

BEGIN DATE
1-23-19 A-18-003

HOLE ID COMPLETION DATE
1-23-19

DRILLING CONTRACTOR
2R Drilling

DRILLING METHOD
Hollow-Stem Auger

DRILL RIG
CME 75

BOREHOLE DIAMETER
8"

SAMPLER TYPE(S) AND SIZE(S) (ID)
Bulk, Mod Cal (2.4"), SPT (1.4")

SPT HAMMER TYPE
Automatic Hammer, 140lbs, 30inch drop
HAMMER EFFICIENCY, ERi
80%
GROUNDWATER DEPTH:DURING DRILLING

2.8 ft

BOREHOLE BACKFILL AND COMPLETION
Neat cement slurry

SURFACE ELEVATION
133.0 ft
BOREHOLE LOCATION (Lat/Long or Station/Offset and Line) Longitude: -117.52' 45.3"
Latitude: 33.47' 45.2"
ELEVATION (ft)
109.00
111.00
113.00
115.00
117.00
119.00
121.00
123.00
125.00
127.00
129.00
131.00
Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
1 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-003

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19

25. 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
I I I I I I I I I 111111111111111 I I I I I I I I I 111111111111111 I I I I I I I I I 111111111111111 I I I I I I I I I 111111111111111 1111111111111.U.111111111111 61 100
67 89
67 100
29 33
33 4
4 4
6 6
9 6
8 11
14 18
18 4
5 6
5 6
7 8
9 10
C
CR
66 8
15 19
36 11

6.6 20.2

25.3 17.3

13.3 18.7
125.6

95.6 121.0
PP = 0.5
PP = 2.5
Poorly graded GRAVEL with SILT and SAND (GP-GM);
dark olive brown; moist; coarse GRAVEL, max. 1.5 in.
dia.; some coarse to fine SAND; few nonplastic fines;
weak cementation.

SANDY lean CLAY (CL); dark brown; moist; some fine
SAND; low plasticity fines.

Lean CLAY with SAND (CL); medium stiff; dark brown;
moist; little fine SAND; nonplastic fines.

SILT with SAND (ML); dark brown; moist; little fine SAND; low plasticity fines.

SANDY lean CLAY (CL); very stiff; dark brown; moist;
trace fine GRAVEL, max. 1/5 in. dia.; some fine SAND;
nonplastic fines.

Lean CLAY with SAND (CL); dark yellowish brown; moist;
little fine SAND; low plasticity fines.

ELEVATION (ft)
107.00
105.00
103.00
101.00

99.00 97.00

95.00 93.00

91.00 89.00

87.00 85.00

83.00 81.00

79.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.Sample Number

PROJECT NAME
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
2 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks

HOLE ID
A-18-003
(continued)
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 --
=:a:::: = =:a:::: = =:a:::: =
,;:ouO Dt,0°;:ouO Dt,0°;:ouO Dt,oo;:'
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111111111111111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111111111111111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111111111111111 I
.
100
67 94
67 6
100
50/2.5"
12 9
8 24
14 10
17 13
19 12
17 30
42 28
47 16
15 14
13 12
11 21
38 30
29 70

16.9 19.6

25.3 28.1

5.7 20.6
111.3

94.8 104.1
PP = 1.0
fines.

GRAVEL, max. 1/5 in. dia.; some fine SAND; nonplastic
SANDY SILT (ML); very dark brown; moist; trace fine
cementation.
coarse to fine SAND; few low plasticity fines; weak
dark brown; moist; trace fine GRAVEL, max. 1/5 in. dia.; Poorly graded SAND with SILT (SP-SM); dense; very
plasticity fines.
fine GRAVEL, max. 1/5 in. dia.; little fine SAND; low
Lean CLAY with SAND (CL); stiff; dark brown; moist; trace weak cementation.
in. dia.; some coarse to fine SAND; few nonplastic fines; dense; dark olive gray; moist; coarse GRAVEL, max. 3/4
Poorly graded GRAVEL with SILTY CLAY (GP-GC); very
nonplastic fines.
trace fine GRAVEL, max. 1/5 in. dia.; little fine SAND; SANDY lean CLAY (CL); dark yellowish brown; moist;
ELEVATION (ft)

49.00 51.00

53.00 55.00

57.00 59.00

61.00 63.00

65.00 67.00

69.00 71.00

73.00 75.00

77.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
3 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-003

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 85 . 84
83 82
81 80
79 78
77 76
75 74
73 72
71 70
69 68
67 66
65 64
63 62
61 60
59 58
57 56
55 .

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --- --
I
100
75 100
28 14
9 6
36 36
12 50/4"
38 50/4"
20 19
18 17
23 72

9.4 11.9

19.6 19.8
129.8
105.7

SANDY SILT (ML)
Dark brown.
(continued).

Notes:

Bottom of borehole at 100.8 ft bgs.
fine SAND; trace nonplastic fines; weak cementation.
moist; some coarse GRAVEL, max. 3/4 in. dia.; coarse to Poorly graded SAND with GRAVEL (SP); very dense;
little nonplastic fines; weak cementation.
coarse GRAVEL, max. 3/4 in. dia.; coarse to fine SAND;
SILTY SAND with GRAVEL (SM); dark brown; moist; little
SAND; low plasticity fines.

SANDY lean CLAY (CL); dark brown; moist; some fine
ELEVATION (ft)

19.00 21.00

23.00 25.00

27.00 29.00

31.00 33.00

35.00 37.00

39.00 41.00

43.00 45.00

47.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
4 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-003

HOLE ID
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111111111111111 I I I I I I I I I I I I I I I I I I I I I I I I ..................
'I .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· .
...
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
--.....
><' IY -= ___,,,.,...

I
--
47 83
67 83
100
49 9
6 2
4 4
4 6
7 5
50/2.5"
4 3
2 1
0 CR 15
8 13

14.8 17.9

27.2 20.9

93.8 PP = 0.25
little nonplastic fines; weak cementation.
little fine GRAVEL, max. 1/2 in. dia.; coarse to fine SAND; SILTY SAND with GRAVEL (SM); dark olive brown; moist;
SAND; little nonplastic fines; weak cementation.
moist; few fine GRAVEL, max. 1/5 in. dia.; medium to fine SILTY SAND (SM); medium dense; dark olive brown;
fine SAND; low plasticity fines.

SANDY SILT (ML); soft; dark olive brown; moist; some
Medium dense.
nonplastic fines; weak cementation.

GRAVEL, max. 1/2 in. dia.; coarse to fine SAND; little
SILTY SAND (SM); dark olive brown; moist; few fine

TOTAL DEPTH OF BORING
100.3 ft

LOGGED BY
RA

BEGIN DATE
1-24-19 A-18-004

HOLE ID COMPLETION DATE
1-24-19

DRILLING CONTRACTOR
2R Drilling

DRILLING METHOD
Hollow-Stem Auger

DRILL RIG
CME 75

BOREHOLE DIAMETER
8"

SAMPLER TYPE(S) AND SIZE(S) (ID)
Bulk, Mod Cal (2.4"), SPT (1.4")

SPT HAMMER TYPE
Automatic Hammer, 140lbs, 30inch drop
HAMMER EFFICIENCY, ERi
80%
GROUNDWATER DEPTH:DURING DRILLING

4.9 ft

BOREHOLE BACKFILL AND COMPLETION
Neat cement slurry

SURFACE ELEVATION
133.0 ft
BOREHOLE LOCATION (Lat/Long or Station/Offset and Line) Longitude: -117.52' 44"
Latitude: 33.47' 45.2"
ELEVATION (ft)
109.00
111.00
113.00
115.00
117.00
119.00
121.00
123.00
125.00
127.00
129.00
131.00
Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
1 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-004

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 25 . 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
I I I I I 111111111111111 111 I I I I I I I I I 111111111111111 I I I I I I I I I 111111111111111 I I I I I I I I I 111111111111111 I.U..I I I I I I I 111111111111111 .................................... . .................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................................... . [
83 67
100
67 100
67 19
16 9
4 6
7 3
4 6
21 31
33 4
4 5
10 16
18 5
6 7
8 9
10 PI, UU
25 13
10 64
9 34

10.7 25.4

24.9 4.3

18.9 22.4

95.9 104.5

98.4 UU = 0.38
Poorly graded SAND with SILT and GRAVEL (SP-SM);
dense; dark brown; moist; little coarse GRAVEL, max. 3/4 in. dia.; coarse to fine SAND; few nonplastic fines; weak cementation.

SANDY lean CLAY (CL); dark yellowish brown; moist;
some fine SAND; low plasticity fines.

Lean CLAY (CL); dark yellowish brown; moist; few fine
SAND; medium plasticity fines.

Poorly graded SAND with SILT (SP-SM); dark brown;
moist; trace fine GRAVEL, max. 1/5 in. dia.; coarse to fine SAND; few nonplastic fines; weak cementation.

Lean CLAY with SAND (CL); dark brown; moist; little fine SAND; low plasticity fines.

ELEVATION (ft)
107.00
105.00
103.00
101.00

99.00 97.00

95.00 93.00

91.00 89.00

87.00 85.00

83.00 81.00

79.00 Sample LocationSample NumberBlows per 6 in.Recovery (%)RQD (%)

PROJECT NAME
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
2 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks

HOLE ID
A-18-004
(continued)
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Shear Strength(tsf)Drilling Method

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - _.· ... -.·:.··
=:-:-:-. X -.·:.·.
=:-:-:-.
- .... -·:.· .. -··· -.·:.··
- .... =:-:-:-.
-.·:.··
- .... =:-:-:-.
=-:-:-::
=:-:-:-.
=v:; ~ ~r: ~r: ~r: =V/V/ = 1/ =0 X ~r: ~r: ~r: =V/V/ = 1/ -•·· -.·:.··
~ - .... _ ... __ •:.·.
=-:-:-::
=:-:-:-.
=-:-:-::
=:::::::
=:-:-:-.
-.·:.··
=:-:-:-.
-.·:.·.
=:-:-:-.
=V X ~r: ~r: ~r: ~r: ~r: ~r: ~
~r: ~r: ~r: - =½
97 86
100
67 100
22 23
46 50/4.5"
37 50/4.5"
8 20
21 10
19 50
10 11
13 23
26 28
11 12
13 14
15 16
41 69
24 54

11.6 7.1

16.1 18.3

15.9 14.2

21.1 111.1
111.0
103.7
Poorly graded SAND with SILT and GRAVEL (SP-SM);
very dense; dark brown; moist; some coarse GRAVEL,
max. 3/4 in. dia.; coarse to fine SAND; little nonplastic fines; weak cementation.

Poorly graded SAND (SP); dark brown; moist; few fine
GRAVEL, max. 1/2 in. dia.; coarse to fine SAND; trace
nonplastic fines; weak cementation.

Very dense; very dark brown; about 4% fine GRAVEL,
max. 1/2 in. dia.; about 90% coarse to fine SAND; about 6% fines; weak cementation.

SANDY lean CLAY (CL); dark brown; moist; few fine
GRAVEL, max. 3/8 in. dia.; some fine SAND; medium
plasticity fines.

Poorly graded SAND with SILT and GRAVEL (SP-SM);
dense; dark brown; moist; few fine GRAVEL, max. 1/2 in. dia.; coarse to fine SAND; few nonplastic fines; weak
cementation.

SANDY SILT (ML); dark brown; moist; few fine GRAVEL,
max. 3/8 in. dia.; some fine SAND; low plasticity fines.

SILTY SAND (SM); dark yellowish brown; moist; few fine
GRAVEL, max. 1/5 in. dia.; fine SAND; some nonplastic
fines; weak cementation.

ELEVATION (ft)

77.00 75.00

73.00 71.00

69.00 67.00

65.00 63.00

61.00 59.00

57.00 55.00

53.00 51.00

49.00 Sample LocationSample NumberBlows per 6 in.Recovery (%)RQD (%)

PROJECT NAME
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
3 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks

HOLE ID
A-18-004
(continued)
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Shear Strength(tsf)Drilling Method

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 -
-
_.· .. -.·:.··
=:-:-:-.
-.·:.·.
=.·:.·.
- .... _.· .. -.·:.··
- .... =:-:-:-.
-.·:.··
- .... =:-:-:-.
=-:-:-::
=:-:-:-
_.· ... -.·:.·.·
- ... . _ ... . __ •:.·.·
=-:-:-:-:
=:-:-:-:-
=-:-:-:-:
=:::::::_
=:-:-:-:-
__ •:.·.·
-.·:.·.·
=.·:.·.·
_.· ... -.·:.·.·
- .... =>:-:-:-
__ •:.·. - .... =:-:-:-:
=-:-:-:-:
=:-:-:-:
=-:-:-:-:
=:::::::.
-.·:.·.·
-.·:.·
=
=
~:1:•:::
- ... =.1:.,:
=.1: .. :
=:1::::
=.I: .. :
=:1.-::-
=·1: . . • -·
-.

X
X
\ IX '---------------------------'
67 100
67 100
14 8
5 50/4.5"
50/3"
50/5"
20 19
18 17 22

7.9 8.9

9.7 20.4
137.4
120.4

SILTY SAND (SM)
Medium dense; weak cementation.
(continued).

Notes:

Bottom of borehole at 100.3 ft bgs.
cementation.
dia.; coarse to fine SAND; few nonplastic fines; weak
dark olive brown; moist; little fine GRAVEL, max. 1/2 in.

Poorly graded SAND with SILT and GRAVEL (SP-SM);
cementation.
in. dia.; coarse to fine SAND; trace nonplastic fines; weak olive brown with black; moist; little fine GRAVEL, max. 1/2 Poorly graded SAND with GRAVEL (SP); very dense;
Coarse to fine SAND; little fines; weak cementation.

ELEVATION (ft)

19.00 21.00

23.00 25.00

27.00 29.00

31.00 33.00

35.00 37.00

39.00 41.00

43.00 45.00

47.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
4 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
A-18-004

HOLE ID
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 115
114
113
112
111
110
109
108
107
106
105
104
103
102
101
100
99 98
97 96
95 94
93 92
91 90
89 88
87 86
85 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ...................................................
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

IX
.
22 39
44 39
12 15
15 12
9 7
19 15
13 9
9 7
4 3
2 1
PI, PA
DS
27 21
34 18

16.7 10.7

10.3 9.9
103.3
107.0
SAND; about 14% nonplastic fines; weak cementation.

GRAVEL, max. 1/5 in. dia.; about 84% coarse to fine
SILTY SAND (SM); olive brown; moist; about 2% fine
Medium dense; weak cementation.

SAND; few nonplastic fines; weak cementation.
moist; trace fine GRAVEL, max. 1/5 in. dia.; coarse to fine Poorly graded SAND with SILT (SP-SM); olive brown;
Medium dense; weak cementation.
fine SAND; little nonplastic fines; stratified.

SILTY SAND (SM); dark olive brown; moist; medium to
ASPHALT CONCRETE - 3"/AGGREGATE BASE - 6".

TOTAL DEPTH OF BORING
110.5 ft

LOGGED BY
RA

BEGIN DATE
12-7-18 R-18-005

HOLE ID COMPLETION DATE
12-7-18

DRILLING CONTRACTOR
SoCal Drilling

DRILLING METHOD
Rotary Wash Mayhew 1000

DRILL RIG BOREHOLE DIAMETER
4"
Mod Cal (2.4"), SPT (1.4")

SAMPLER TYPE(S) AND SIZE(S) (ID) SPT HAMMER TYPE
Automatic Hammer, 140lbs, 30inch drop
HAMMER EFFICIENCY, ERi
80%
GROUNDWATER DEPTH:DURING DRILLING

22.0 ft

BOREHOLE BACKFILL AND COMPLETION
Neat cement slurry

SURFACE ELEVATION
149.0 ft
BOREHOLE LOCATION (Lat/Long or Station/Offset and Line) Longitude: -117.52' 43.2"
Latitude: 33.47' 45.1"
ELEVATION (ft)
125.00
127.00
129.00
131.00
133.00
135.00
137.00
139.00
141.00
143.00
145.00
147.00
Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
1 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
R-18-005

HOLE ID
(continued)
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 25 . 24
23 22
21 20
19 18
17 16
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
I
I I I I I I I I I I I I I lii....lal 111111 11 111 11 111 1111111111 1111111 111 11 111 .............
. . . . . . . . . . . . .
. . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . .. .
33 67
56 44
56 0
12 14
11 7
5 2
8 12
12 38
32 27
16 11
10 15
18 19
5 6
7 8
9 10
UU
CR
25 7
24 59
21 37

24.6 27.3

14.0 20.3

19.0 95.7
108.6
PP = 0.5
UU = 0.25
PP = 2.5
Poorly graded SAND with SILT (SP-SM); dense; olive
brown; moist; trace fine GRAVEL, max. 1/5 in. dia.; coarse to fine SAND; few nonplastic fines; weak cementation.

SANDY SILT (ML); medium stiff; dark brown; moist; some
fine SAND; low plasticity fines.

CLAYEY SAND (SC); dense; dark brown; moist; few fine
GRAVEL, max. 1/2 in. dia.; medium to fine SAND; little
low plasticity fines; weak cementation.

SILTY SAND with GRAVEL (SM); very dense; olive
brown; moist; some coarse GRAVEL, max. 3/4 in. dia.;
coarse to fine SAND; little nonplastic fines; weak
cementation.

SANDY lean CLAY (CL); strong brown; moist; trace fine
GRAVEL, max. 1/5 in. dia.; little fine SAND; low plasticity fines.

ELEVATION (ft)
123.00
121.00
119.00
117.00
115.00
113.00
111.00
109.00
107.00
105.00
103.00
101.00

99.00 97.00

95.00 Sample LocationSample NumberBlows per 6 in.Recovery (%)RQD (%)

PROJECT NAME
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
2 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks

HOLE ID
R-18-005
(continued)
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Shear Strength(tsf)Drilling Method

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 - ........ ____________________ _ -.· .•· -·. • .. -.· .•· => :-- - ... -·. • .. =:- :-- - ...
=> :-- - ... ·· - .. . => :--
=-: -::
=> :--
-•···
-. : .. · - .. _ .... -· : .. •
=··>-:
_ .... -. : .. · =··>-:
-··.··
=··.·-:
=::-::-
-. : .. ·
=::-::-
-. : .. •
=::-::-
X
X
X
100
56 78
67 30
55 5
6 6
14 21
16 4
5 5
60/6"
44 50/4.5"
38 50/5"
11 12
13 14
15 16
12 37
10 21.3

17.4 21.0

7.1 10.1

11.0 105.8
121.5
PP = 1.0
Lean CLAY with SAND (CL); dark brown; moist; little fine SAND; low plasticity fines.

SILTY SAND (SM); dark brown; moist; medium to fine
SAND; little nonplastic fines; weak cementation.

Lean CLAY with SAND (CL); stiff; dark brown; moist; little fine SAND; low plasticity fines.

Poorly graded GRAVEL with CLAY and SAND (GP-GC);
dark brown; moist; coarse GRAVEL, max. 3/4 in. dia.;
some coarse to fine SAND; few low plasticity fines; weak cementation.

SILTY SAND with GRAVEL (SM); very dense; dark
yellowish brown; moist; some coarse GRAVEL, max. 3/4
in. dia.; coarse to fine SAND; little nonplastic fines; weak cementation.

Poorly graded SAND with SILT and GRAVEL (SP-SM);
dark yellowish brown; moist; little coarse GRAVEL, max. 3/4 in. dia.; coarse to fine SAND; few nonplastic fines; weak cementation.

ELEVATION (ft)

93.00 91.00

89.00 87.00

85.00 83.00

81.00 79.00

77.00 75.00

73.00 71.00

69.00 67.00

65.00 Sample LocationSample NumberBlows per 6 in.Recovery (%)RQD (%)

PROJECT NAME
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
3 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks

HOLE ID
R-18-005
(continued)
Earth Mechanics, Inc.

Geotechnical and Earthquake Engineering
DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Shear Strength(tsf)Drilling Method

DESCRIPTION
CALTRANS BORING RECORD MET+ENG FIXED 17-126 ORANGEWOOD AVENUE IMPROVEMENT.GPJ EMI CALTRANS 2013.GLB 7/23/19 55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 -
1---- ••••
~ .. =-::-::-
~--:--:
1----. •••••
=-. -:- -: 1----· •••••
~ .. I--.·.··.
- .... -. : .. · ~ .. ~ .. 1---- ••••
I-- ••••
- .. - ..
;:= : :: : : :
;:::: . -:- -: r- .•..
~::::::
::=- -:--: 1----. •••••
;:=. -:- -: ;::::: :-::- r:= • -:- -: 1----• •••
1---- ••••
1---- : ••• 1---- •••
r- ....
;::::::::-.:
1---- .·: •
i-- •••
~:-:- . r-- .... .
;:::: . ... . 1---- .·: •
r- . ... • - .. . ~-·
I • •.' •
E:::: :
'
)
)
_ _§.:::: ~§t::]:: fi:
____________ ...lLL..1...L==::::::=~~~==;:::===~
l
50 100
67 67
56 100
28 26
17 31
23 18
27 18
14 15
12 19
11 9
3 77/6" 22
21 20
19 18
17 54
54 45
27 20

10.1 21.1

19.6 13.6

21.5 111.5
111.0
119.1
PP = 3.5
Notes:

Bottom of borehole at 110.5 ft bgs.
cementation.
in. dia.; coarse to fine SAND; few nonplastic fines; weak dark olive brown; moist; some coarse GRAVEL, max. 3/4
Poorly graded SAND with SILT and GRAVEL (SP-SM);
SAND; some nonplastic fines; weak cementation.
moist; few fine GRAVEL, max. 1/5 in. dia.; medium to fine SILTY SAND (SM); very dense; dark yellowish brown;
some fine SAND; low plasticity fines.

SANDY SILT (ML); very stiff; dark yellowish brown; moist; SAND; little nonplastic fines; weak cementation.
coarse to fine GRAVEL, max. 1 in. dia.; medium to fine
SILTY SAND (SM); dark yellowish brown; moist; few
little fine SAND; medium plasticity fines.

Lean CLAY with SAND (CL); dark yellowish brown; moist;
ELEVATION (ft)

35.00 37.00

39.00 41.00

43.00 45.00

47.00 49.00

51.00 53.00

55.00 57.00

59.00 61.00

63.00 Sample LocationRQD (%)Recovery (%)Blows per 6 in.

PROJECT NAME
Sample Number
MBI, Orangewood Avenue Bridge Over Santa Ana River

PREPARED BY
DN
SHEET
4 of 4
DATE
5-1-19

REPORT TITLE

BORING RECORD
MaterialGraphicsCasing Depth
Remarks
R-18-005

HOLE ID
Geotechnical and Earthquake Engineering
Earth Mechanics, Inc.

DEPTH (ft)
Blows per footMoistureContent (%)Dry Unit Weight(pcf)Drilling MethodShear Strength(tsf)

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -
-
y
1590 NORTH BRIAN STREET, ORANGE, CA. 92867

SOIL CLASSIFICATION CHART
DRAWN BY: BBC USCS CHECKED BY: MVD
T: (714) 637-3093 F: (714) 637-3096 JUNE 22, 2017 HGEI Project No.: 17-01-3590 PLATE B-9

MAJOR DIVISIONS
COARSE

GRAINED
SOILS
MORE THAN 50%

OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
FINE

GRAINED
SOILS
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE SIZE
GRAVEL
AND

GRAVELLY
SOILS
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4SIEVE
SAND
AND
SANDY
SOILS
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4SIEVE
SILTS
AND
CLAYS
SILTS
AND
CLAYS
CLEAN

GRAVELS
(LITTLE OR NO FINES)

GRAVELS WITH
FINES
(APPRECIABLE AMOUNT

OF FINES)

CLEAN SANDS
(LITTLE OR NO FINES)

SANDS WITH
FINES
(APPRECIABLE AMOUNT

OF FINES)

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS

SYMBOLS

GRAPH LETTER
GW
GP
GM
GC
SW
SP "' ~.. . •~ • r/ . '. . •• - -. I • r
: I ·~ - 0 ,r~ T-
• • • • s • • r SM : M ~ ,- '• ~a ■
SC
ML
CL
- - -~~-
---- -~~-
- --- OL ----
----
MH
CH
PT
I
I

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

POORLY-GRADED GRAVELS,

GRAVEL-SAND MIXTURES, LITTLE

OR NO FINES
SIL TY GRAVELS. GRAVEL- SAND -

SILT MIXTURES
CLAYEY GRAVELS, GRAVEL- SAND·

CLAY MIXTURES

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SIL TY SAND. SAND - SI LT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SIL TY OR

CLAYEY FINE SANDS OR CLAYEY

SIL TS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SIL TY

CLAYS, LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SIL TY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SIL TS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
I
I
, LOG OF BORING B-4
Project: Angels Stadium Master Plan Surface Elev.:

Job No.: 20-01-3950
Location: Anaheim, CA
Coordinates:
... -
... -
,- - 135.0 ,.. 5 -
... -
... -
130.0 ,.. 10 -
-
-
-
-
125.0 15-
-
. ·,.
120,0 ... 20- 1-::'.{}
...
... - H1
•': ,.
115.0 25 •
110.0 1-30
... . ... -
Top of Casing Elev.:

Drilling Method:

Sampling Method:

MATERIAL DESCRIPTION
SAND (SP), light-medium brown, moist, medium dense, trace silt @7.5' medium to coarse grained, loose
@10' medium dense
@17.5' dense
SAND (SP), light-medium brown, moist, medium dense
SILTY SAND (SM), medium brown, moist, medium dense
@27.5' loose
@29' wet, perched water
SANDY SILT (ML), medium brown, moist to very moist, medium dense 140.0
N.A.

Hollow Stem Auger
Cal-Mod and SPT
r
]
~ a
55 19
15 14
20 20
28 53
46 22
23 11
17 :gt
~~
·El~
;:i :9
g
94 96
98 97
91 99
98 99
106
101
97 105
105.0 ,._ 35 • b"-
o[S SANDY GRAVEL (GW), gray brown gravel, little to no fines, fracturing, moist very dense 38 125 t'i0/5" ... -
... - ... -
~o C
p0I
•CS
j
i::I
8~
~
1ii
~
a
6 3
3 3
3 3
4 13
12 25
20 6
Do C ---~40-'---'L...L.-.L..l...,....,.,___. _________ r-_____________________ .J.__L.._--1._-I Completion Depth: 51.0 Remarks:
...

Date Boring Started: 2/24/20 Groundater was not encountered. Type of auger used prevented caving.

Date Boring Completed: 2/24/20 Backfilled with auger cuttings. Pavement patch with cold-mix asphalt concrete.

Logged By: BC
Drilling Contractor: OWD
The stratification lines represent approximate
boundaries. The transition may be gradual. Harrln~ton h . 1 ueotEc r11ca . ngmeermg, Inc . r
Project: Angels Stadium Master Plan
Jab No.: 20-01-3950
Location: Anaheim, CA
Coordinates:
1i5 -~ Cl]
tJ ~ 11 u •• o
~ Cl] 0'
.f t/:l ~ ~ ;; 5· ··- 0 £ -i"' 'f ·.;:;, 0 s ~ fr 'j3 ..0 ., ~ 0 [ iii C/J ~ ~ Vl 1/l
LOG OF BORING B-4
Surface Elev.:

Tap of Casing Elev,:

Drllllng Method:

Sampling Method:

MATERIAL DESCRIPTION
140.0
N.A.

Hollow Stem Auger
Cal-Mod and SPT
i
§
n
u
:cf
0 1:i:i
i
:pct:: I ~ 0
~ ,:I U'if. "i:l C.)
~ :e t;
~· ~
---+-40 -+---+-+:-.,.......1----1--,--,---,--------,--,-----------------------l--..j.--t---l ~ ~D~ SANDY GRAVEL (GW), gray brown gravel, little to no fines, fracturing, moist, very dense 50/5" 4 h D )0 (
:CY - -
- .
95,0 .... 45 • -J/
X •.
~~
SILTY GRAVEL(GM), medium brown, moist, very dense 150/6" 4 ,-. - .... -
... -

90.0 50
•• •I,
.... ~-
Completion Depth: 51.0
Date Boring Started: 2/24/20
Date Boring Completed: 2/24/20
Logged By: BC
Drilling Contractor: OWD
The stratification lines represent approxlmate
boundaries. The transition may be gradual.
101 4
Remarks:

Groundater was not encountered. Twe of auger usGCI prevented caving.

Backfilled with auger cuttings. Pavemant patch with cold-mix asphalt concrete.

HarrinGton eotEchriical. ngineenng, Inc. PLATE A-4b ... r LOG OF BORING B-5
Project: Angels Stadium Master Plan
Job No.: 20-01-3950
Location: Anaheim, CA
Coordinates:

Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

MATERIAL DESCRIPTION
140.0
NA
Hollow Stem Auger
Cal-Mod and SPT
E ' 0 ~~ I u '""';:I u '#,
it' ·a~ tl
~ ::::> :S 'id
a ~
---+- 0 +-i-.-t--+-=:::-:-:::-=:-:-:-:--:::--:=-c::-:-;===-=-:-:--:==-::::-:=------------------+- ~.:::.·.~.,.. r-.5" ASPHALT CONCRETE PAVEMENT
,.. .
... - ,.. -
135.0 - 5
I- •
-
130.0 10
125.0 15 -
120.0 -20-
,-.. -
,.. -
t- -
115.0t--25·
t- •
,- .
... .
t110.0 - 30-
I- -
,- -
... -
105,0 - 35
...

I-
.
k: ,',
.........
1-·:::.-::. 1::·: .•,
._,.·::
[:. -:·
E •.•,.•
) •·•·•· ♦ ♦ •
fo- ::::::
♦
... ••
........
........
. . . •,•.•,
I'
ALLUVIUM (Qall:

SJL TY SAND (SM), light-medium brown, moist, medium dense, trace gravel 46 116 11
41 102 5
SAND (SP) with silt, light-medium brown, moist, medium dense 14 94 5
14 97 3
16 93 3
SAND (SW), light-medrum brown, moist, medium dense, trace silt 26 101 3 34 96 3
42 97 3
SAND (SP), light brown, moist. medium dense 40 8
~~C_LA_Y_E_Y~S_I_LT_(~M_L~),_6_-l_nc_h_l_ens__:._,_m_o_~~t,_ve_~-<--st_lff _____________ __,.r 43 26 SAND (SP), light brown, moist, medium dense
36 102 17
SAND (SW), light-medium brown, moist, dense, trace silt ~0/4" 11 --~40..J....---'-'-'0'c.:'•c...:'•1----L..--------"T"""----------------------'--..L..-l.---l Completion Depth: 101.0 Remarks:
...

Date Boring Started: 2/20/20 Grollldater was not encountered. Type of auger used prevented caving.

Date Baring Completed: 2/20/20 Backfilled with auger cuttings, Pavement patch v.ith cold-mix asphalt concrete.

Logged By: BC
Drilling Contractor: OW D
The stratification lines represent approximate
boundaries. The transition may be gradual. Harrin~ton h . 1 \,;lleOtEo n,oa . . ngmeenng, Inc . PLATE A-5a ...

Project: Angels Stadium Master Plan
Job No.: 20-01-3950
Location: Anaheim, CA
Coordinates:
.,, t, Cl Cl}
ci 1 u ~ * t, Cl}
i:f ~ z ~
0 s -B ..!cl ·i:i --- i~ l ;. Oj if 0
t Cl ul Cl} i ~ 00 Cl}
LOG OF BORING B-5
Surface Elev.:

Top of Casing Elev.:

Drilllng Method:

Sampling Method:

MATERIAL DESCRIPTION
140.0
N.A.

Hollow Stem Auger
Cal-Mod and SPT
l-----+40+--1-X+-~-.-,-.__,-1--+-----------b--------d---l-l-----------+---+--+--------11 ~ SANDY GRAVEL (GW), gray rown gravel, moist, very ense, itt e to no fines 86 6 r - o[:/ ,... - - - - -

95.0 - 45 -
- - -
- - - -

90.0 - 50-
- -
-

85.0 ,... 55 -
-

80.0 60
,_
,... -

75.0,... 65-
,... -
... -

70.0 - 70-
... -
-
- -
- -

65.0 - 75 -
- -
-
-
-
)0 t
oO (
o['j<
Do t
r>OI
1 li~:

X
- ..
) -:_:\-:::
----· :_.:· · ..

X
X
X
86 18
SAND (SW) with gravel, medium brown/gray, wet, very dense CLAYEY SILT (ML), medium brown, wet, very stiff 18 23
SIL TY SAND (SM) with gravel, medium broVvTI, wet, very dense 50/6" 14 SIL TY SAND (SM) with gravel, medium brown, wet, medium dense 12 17 CLAYEY SILT (ML), medium brown, wet, medium stiff 6 19
6 23
@75' stiff 11 27
----~ao~~~~~~----------.----------------------~~~~--
completion Depth: 101.0 Remarks:
...

Date Boring Started: 2/20/20 Groundater was not encountered. Type of auger used prevented caving.

Date Borlng Completed: 2/20/20 Backfilled with auger cuttings. Pavement patch with cold-mix asphalt concrete.

Logged By: BC
Drilling Contractor: OWD
The stratification lines represent approximate
boundaries. The transition may be gradual. HarrinGton h . 1 eotec ruca . ngIneenng, Inc . PLATE A-5b ,. r
Project:

Job No.:

Location:

Coordinates:
] z
d ~
0 1 'J:1
G "' 0 6l
BO
-
-

55.0 85-
-
-
f--

50.0 r 9Q
tr
,_ .

45.0 - 95
t- -
t- -
t- -
t- -

40.0 >--100-
t- -
Angels Stadium Master Plan
20-01-3950
Anaheim, CA
'~ t) (/)
0 :E u Q 0~ (/) z "' ;::i s H <I) 0 -
l t l (/) l"i: ] §
Zl :/l
LOG OF BORING 8-5
Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

MA Tl::RIAL DESCRIPTION
iX : CLAYEY SILT (ML), rnedium brown, very moist to wet, stiff, trace sand ~
){
-
140.0
NA
Hollow Stem Auger
Cal-Mod and SPT
- f------------------------------·----
x -:· :, SIL TY SAND (SM), medium brown, very moist, medium dense ,, ,· ·,
',
,•',
.,
.:···
~
J!I
§
8 ~ 0
c:l
13 14
13 X I - --------------------------• 36
'"\<::LAYEY SILT (ML), 6" lens, very moist, very stiff r - ·- .. .',·,• SILTY SAND (SM), 'vVith gravel, medium brown, very moist, dense ,, •, ..
•'
•'
1-- -· :,q \/> ('q; 0')..05
SIL TY SAND (SW), medium brown, very moist lo wet, dense Remarks:
+J'
'B1
·r;
•·· ,.t:! ~-
·a ;:l
.!:)
;::i ~
r'..'
A
Completloo Depth: 101.0
Date Boring Started: 2/20/20
Date Boring Completed: 2/20/20
Groundater was not encountered. Type of auger used prevented caving.

Backfilled with auger cuttings. Pavement patch with cold-mix asphalt concrete.

Logged By: BC
Drilling Contractor: OWD
The stratification lines represent approximate
boundaries. The transition may be gradual.
..,
fl
i=l
0 u;;-~
l
::::
19 22
16 19
11 .. HarrinGto~ . 1 eo chruca
ngmeering, Inc . PLATE A-5c
4 1
2 2
2 8
3 103
102
100
104
98 105
101
14 13
16 26
21 21
22 ALLUVIUM (Qal):

Gravelly Sand (SW), tan/brown, moist, loose to medium dense, coarse grained, angular @ 12.5' increased grain size
Sand (SP), tan, moist, medium dense, medium to very fine grained MATERIAL DESCRIPTION % Water Content lb/cu ft. Dry Unit Weight, Blow Counts 0 5
10 15
20 Elevation, feet
Depth, feet
Sample No.

Sampler Graphics
Symbol / USCS
Recovery %
Project:

Job No.:

Location:

Coordinates:

Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

Remarks:

The stratification lines represent approximate
boundaries. The transition may be gradual.

Anaheim Riverwalk
Ana-0491
Anaheim Hollow Stem Auger
Ring

21.5 6/2/21
6/2/21
SBM
OWD
Groundwater was not encountered. No caving due to type of auger used.

PLATE A-1
LOG OF BORING B-1
Engineering, Inc. Geot chnical H tonarrin
3 3
3 2
26 4
1 5
21 24
24 19
102
99 102
101
88 111
99 102
102
102
102
115
10 15
24 17
17 27
38 31
26 13
11 50/6"
ALLUVIUM (Qal):

Sand (SW), brown/tan, moist, loose to medium dense, coarse to fine grained, angular @ 5' decreased moisture
Silty Sand (SM), olive/brown/gray, moist to wet, medium dense, minor oxidation Sand (SW), tan/light brown, damp to moist, medium dense, medium grained, angular Sand (SW), brown/olive, saturated, medium dense, medium to fine grained Sand (SW), brown/olive, saturated, loose, very fine grained, minor oxidation Clayey Sand (SC)with gravel, olive/brown, saturated, dense, large well round gravel and cobbles
MATERIAL DESCRIPTION % Water Content lb/cu ft. Dry Unit Weight, Blow Counts 0 5
10 15
20 25
30 35
40 Elevation, feet
Depth, feet
Sample No.

Sampler Graphics
Symbol / USCS
Recovery %
Project:

Job No.:

Location:

Coordinates:

Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

Remarks:

The stratification lines represent approximate
boundaries. The transition may be gradual.

Anaheim Riverwalk
Ana-0491
Anaheim Hollow Stem Auger
Ring

51.5 6/2/21
6/2/21
SBM
OWD
Perched water at 22.5'. No caving due to type of auger used.

PLATE A-2a
LOG OF BORING B-2
Engineering, Inc. Geot chnical H tonarrin
. . .
... . .
. . . . .
. . . . .
. . . . .
. . . . .
. . H . . .
...
. .
. . . . .
. . . . .
. . . . .
. . H . . .
...
. .
. . . . .
. . . . .
. . ..... ·.·.· M . . .
...
. .
. . . . .
-- : : :: :

M ... •••••
. . . . . -. . . ..
. .
........ ~~~
":--:-::.-.
39 13
10 93
114
125
50/2"
50/3"
50/5"
Sandy Silt (ML), olive/brown, saturated, stiff
Silty Sand (SM), olive/brown, moist dense
MATERIAL DESCRIPTION % Water Content lb/cu ft. Dry Unit Weight, Blow Counts 40 45
50 Elevation, feet
Depth, feet
Sample No.

Sampler Graphics
Symbol / USCS
Recovery %
Project:

Job No.:

Location:

Coordinates:

Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

Remarks:

The stratification lines represent approximate
boundaries. The transition may be gradual.

Anaheim Riverwalk
Ana-0491
Anaheim Hollow Stem Auger
Ring

51.5 6/2/21
6/2/21
SBM
OWD
Perched water at 22.5'. No caving due to type of auger used.

PLATE A-2b
LOG OF BORING B-2
Engineering, Inc. Geot chnical H tonarrin
-~~~ ~;~
16 2
2 2
11 21
2 10
24 23
25 7
98 88
98 111
94 93
99 100
95 102
94 128
32 28
30 27
24 23
39 34
16 15
16 52
ALLUVIUM (Qal):

Silty Sand (SM), tan/brown/black, moist, medium dense, fine to very fine grained, angular Gravelly Sand (SW), tan/brown, damp, medium dense, coarse grained, large angular gravel
@ 12.5' Clayey Sand (SC) lenses
Clayey Sand (SC),brown/light brown, wet medium dense, very fine grained Silty Sand (SM), tan/light brown, moist, medium dense, fine grained, angular Clayey Sand (SC), light brown/olive, wet, medium dense, very fine grained, minor oxidation Clayey Sand (SC), red/orange, moist, dense, angular gravel, well oxidized MATERIAL DESCRIPTION % Water Content lb/cu ft. Dry Unit Weight, Blow Counts 0 5
10 15
20 25
30 35
40 Elevation, feet
Depth, feet
Sample No.

Sampler Graphics
Symbol / USCS
Recovery %
Project:

Job No.:

Location:

Coordinates:

Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

Remarks:

The stratification lines represent approximate
boundaries. The transition may be gradual.

Anaheim Riverwalk
Ana-0491
Anaheim Hollow Stem Auger
Ring

51.5 6/2/21
6/2/21
SBM
OWD
Perched water at 22.5'. No caving due to type of auger used.

PLATE A-3a
LOG OF BORING B-3
Engineering, Inc. Geot chnical H tonarrin
:\~(
'"" :• .....
( :::~-:
: .. ..... '"" :::~-:

M .. .....
'"" :•
:::~-:
'""
,-~.~.;-
M ...
. . . .. -.
. .
. . . . . . . '"" . .

M •,•,•
. . .
... . .
. . -· . . . . '"" . . .
. . . . .
. . M . . .
...
. .
. . '"" . . . . .
'""
-· "~ .. i
'"" M .....
:::.:::. -.
'""
'"" ~m '7
'"" M~
'"" "~
'"" r.&
'"" ~ '"" ~~
'"" ~ Mi '""
'"" r.&
~
8 5
6 121
131
113
44 50/4"
50/4"
Silty Sand (SM), red/orange, moist, dense
MATERIAL DESCRIPTION % Water Content lb/cu ft. Dry Unit Weight, Blow Counts 40 45
50 Elevation, feet
Depth, feet
Sample No.

Sampler Graphics
Symbol / USCS
Recovery %
Project:

Job No.:

Location:

Coordinates:

Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

Remarks:

The stratification lines represent approximate
boundaries. The transition may be gradual.

Anaheim Riverwalk
Ana-0491
Anaheim Hollow Stem Auger
Ring

51.5 6/2/21
6/2/21
SBM
OWD
Perched water at 22.5'. No caving due to type of auger used.

PLATE A-3b
LOG OF BORING B-3
Engineering, Inc. Geot chnical H tonarrin
5 2
2 2
33 3
2 3
103
97 99
101
82 103
94 101
24 11
15 17
11 35
21 28
ALLUVIUM: (Qal)
Sand (SW), tan/light brown, damp, medium dense, medium to fine grained, angular @ 5' less dense
Clayey Sand (SC), olive/brown, wet, loose, very fine grained, minor oxidation Sand (SW), tan/light brown, damp, medium dense, medium to fine grained, angular, minor oxidation
MATERIAL DESCRIPTION % Water Content lb/cu ft. Dry Unit Weight, Blow Counts 0 5
10 15
20 Elevation, feet
Depth, feet
Sample No.

Sampler Graphics
Symbol / USCS
Recovery %
Project:

Job No.:

Location:

Coordinates:

Surface Elev.:

Top of Casing Elev.:

Drilling Method:

Sampling Method:

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

Remarks:

The stratification lines represent approximate
boundaries. The transition may be gradual.

Anaheim Riverwalk
Ana-0491
Anaheim Hollow Stem Auger
Ring

21.5 6/2/21
6/2/21
SBM
OWD
Groundwater was not encountered. No caving due to type of auger used.

PLATE A-4
LOG OF BORING B-4
Engineering, Inc. Geot chnical H tonarrin
. . .
... . .
. . . . .
. . . . .
. . . . .
. . . . .
. . H . . .
...
. .
. . . . .
. . . . .
. . . . .
. . H . . .
...
. .
. . . . .
. . . . .
. . ..... ·.·.· M . . .
...
. .
. . . . .
-- : : :: :

M ... •••••
. . . . . -. . . ..
"m M • • • " . . . ..
. . . . .
. . . . .
..... •:•:• M . . .
...
. . ..... . . . . .
. . . . .
. . . . .
. . M . . .
...
. .
---~
E.1-220
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SOIL CLASSIFICATION SYSTEM-ASTM D248'7
COAASE•GRAINED
SOk.S
tlOH£ t~"t Yt' gr:
'-'"l ~Rt.a.L.15 L""11(3[.A l1 I
SINE•GRAINED
SOILS
~.L h •M 50'Q~
•.-.i. Thllt"!. 1$ S:t.i.Al..L!.ll
r.. ' tfO. ,u0 SltVl $illi:

MAJOR DIVISIONS
GRAVEL "'+D

GRAYELLV
S01LS
SANDJ\NO
SN<OV
SOltS
~l,tJlH iO'Co:l~ l"IU,""nON
PA.S$f•GO,,.NO•~

SILTS MID
CLAYS
SILTSI\ND
Ct.AYS
>-!IGHL V Qo:iGANIC SOILS
I "Push" Sampler
O.EAN GRAVELS
1LITTU Olll'NOf ...... S,
;SANOS WITH FINES
lJ()UIO .Mt .BS
LIQul'iJ Ll',t,P C.,~ T'E.R
~ Split Barrel "Drive" Sampler With Liner
~ Standard Penetration Test (SPT) Sampler
I] Hand Auger
~ Concrete/Rock Core
'S:l_ Groundwater Surface
SPT "N" : 0.65 x modified California blows per foot

SYMBOLS
GRAPH
• • • • .. ♦ •
.. . . . . . - 6 4 • I • • •
... .... . -.. .. . • ~ ♦ . ... -
♦ •• f • ••
LETTER
GW
GM
Ge
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT

TYPICAL

DESCRIPTIONS
Wf.ll...G~ OG~ VH:S. GAAIJQ SAXOMOO\IH.ES
IIT'l\E OR' ~0 FlN!E;.S
(fQOf.'1_\.· ~~D GRA"\/B. S-, QU~ 4 SA'+.)
lwll1CTUM£S Ll1'TL.£ OR NO rtPES
~"iEU..~OED SANO$, CRAVtl t.Y s.t.NOS unl( OR
uo ~•--le:.s
POOH.LY m-v.l)l_:Qo;:ANU.~. GHAI.IH1. v S;.NI~ unu:oR
tJ~C"J.14f$ ~'J!\'lffi'lfl~(SNfOS ROCK
FLOl~ Slt.T"l'MCl.AvEVFtfill:.SNCS.ORc;LA~V
~ l.15 VttiN -suotT PtASlk.·uv
tNC)(OM't: CLA,.-s Of t..ON 10 vmw PV1s11::,rv
'lRA~WVCl,A,,,, SAICJYCl.1-,,,, Sll..iYC'L.~VS
1(~0 -AVS
O~ G,1,,M'C$11S ;,J,l)~~•\CSJ.. -YQ..A~0fl01'11
i"'LM!P1...iTV
1N~GANICSIHS MICACEOlJSOR OV.rtlit.1.ACEOUS.
t ll°'IE SAND OR Sl. T'f SOILS
OllO,&MC: CA,AVS()f '-4EC4UM fOl'ttGl-1 PLAStlCl l"i
l)RGANIC S\tl.. r S
NP = Nonplastic
El = Expansion Index Test
SG = Specific Grav(ty
SE = Sand Equivalent
UC = Unconfined Comp.

CD = Consol. Drained Triaxial.

CU = Consol. Undrained Triaxial.

UU = Undrained, Unconsol. Triax.ial.

RV = R-Value
CA = Chemical Analysis
OS = Direct Shear
CN = Consolidation
CP = Collapse Potential
SA = Grain size: HD = Hydrometer
MD = Compaction Test
HC = Hydraulic Conductivity Test
CBR = California Bearing Ratio
[PIO] Reading in ppm above background
PLATE
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021 B1
======='1-
E.1-221
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a..
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..
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Iii
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'i:
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rr:
rr:
0 u
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E
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l!i
t
!
BORING LOCATION: See Figure 2 ELEVATION AND DATUM (feet): 164 MSL LAMUDE: 33" 48' 20.4" N LONGITUDE: 117" 52' 33.4" W
DRILLING EQUIPMENT: CME-75 DRILLING METHOD: Hollow Stem Auger BORING DIAMETER (inches): 8 BORING DEPTH (feet): 5
DATE STARTED: 2-24-10 COMPLETED: 2-24-10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: 2R Drilling, Inc HAMMER DROP: 30inches WT: 140 lbs LOGGED BY: ss CHECKED BY: KV DRIVE SAMPLER DIAMETER (inches) ID:2.4 OD: 3 c:- 0
0 !. u.. • .l:i C Ji !~ t gen 0
~ CL ;:; Z U1 :::J ci. 111- =- CL >- 2- 5g ii J E li:1 EE .!I GI .!!! 0 w~ 0~ >, Cl) --CD ID en CD u.. u
::O·
-I : .. '
... 22 44
: : ... 28 .. / .. .... 40 -
~Tl: 160- J 28 47
38 -- 35
155-
10-
150·
15-
-
-
145
20-
140-
25-
135-
DI
C
c:- iii
~ UI
~ u Ill GI
.e CD - ~ tl ~-~ GI
~ ~ 1: I- DESCRIPTION CU,
UI - GI 'D- :::: )( ~g me ~ii "58 ·s= Ill GI
:3' :5 Ill 'D a: =a: o ::Eu ..5 ~ ~ 0-
ASPHALT CONCRETE (AC): 4 inches r
n POORLY GRADED SAND with SILT and GRAVEL 119 13 (SP-SM): dark brown, moist, medium dense, fine- lo \ medium-grained sand, fine gravel, BASE: 4 Inches j
MD
\
SIL TY SAND (SM): gray, moist, dense, fine-grained sand, FILL f 105 2 5 RV
POORLY GRADED SAND with SILT (SP-SM): light brown,
\
moist, dense, fine- lo medium-grained sand, trace
coarse-grained sand f
Bottom of boring at 5 feet.

Groundwater not encountered during drilling.

Boring backfilled with pea gravel.

Surface patched with cold patch asphalt
LOG OF BORING DYB10-01 PLATE

Page 1 of 1 ends

Anaheim Regional Transportation lntermodal Center B 2
Project No. 2009-021
======='1-=
E.1-222
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2 ~
j
2 9
"C'
"-
z
a:
a:
8 z
::>
§
►
C
.!i
.!!I
..

E
.. IBORING LOCATION: See Figure 2 ELEVATION AND DATUM (feet): 163 MSL LAmUDE: 33" 48' 19.2" N LONGITUDE: 117" 52' 33.7" W
DRILLING EQUIPMENT: CME-75 DRILLING METHOD: Hollow Stem Auger BORING DIAMETER (inches): 8 BORING DEPTH (feet): 5.5
DATE STARTED: 2-24-10 COMPLETED: 2-24-10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: 2R Drilling, Inc HAMMER DROP: 30inches WT: 140 lbs LOGGED BY: SS CHECKED BY: KV DRIVE SAMPLER DIAMETER (inches) ID:2.4 OD: 3 8 ,;::-
II.. ~
... C: !. ll ai u-
,g ai C. C: 1/) :s z"' ::, . m- =~ "§ j~ C.
ii m iii E E ti :g E m >- .!!! 0 iii~ a!. en en mm 1/) IJl II.. u ":' ,.. -
~ 16 65 4
160- 5016"
J ): · .. 40 58
5- .. 40
• 50
155-
10-
150-
-
15-
-
145-
20-
140-
25-
- - 135-
-
-
0,
C:

Cjj' ·u;
~ :g GI J!! .e GI ::- fl ~-; "' ~ GI
DESCRIPTION ~ .. C: c: en I- .,, .a m -a- TA li1 ~o aj- ... - ·s~ ~i ·- C: .cC ~8 c- E lll "t:I mo cc :::i:::i ii:.5 D.. ~ 0~ ASPHALT CONCRETE (AC): 3 inches
SIL TY SAND with GRAVEL (SM): brown, moist, medium
dense, fine- to medium-grained sand, fine gravel, BASE: 3 127 7 NP NP \ inches
SANDY SILT (ML): grayish brown, moist, hard, nonplastic, fine-grained sand, trace roots, FILL
POORLY GRADED SAND with SILT (SP-SM): brown, moist, 114 3 very dense, line- to medium-grained sand, trace
I"\ coarse-grained sand r
Bottom of boring at 5.5 feet.

Groundwater not encountered during drilling.

Boring backfilled with pea gravel.

Surface patched with cold patch asphalt.

LOG OF BORING DYB10-02 PLATE

Page 1 of 1 ends

Anahe!m Regional Transportation lntermodal Center B 3
Project No. 2009-021
=======-1'1-=
E.1-224
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9 'C"
D.
z
a:
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iii .l!i
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E
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BORING LOCATION: See Figure2 ELEVATION AND DATUM (feet}: 159 MSL LATITUDE: 33• 48' 17.3" N LONGITUDE: 117° 52' 34.9" W
DRILLING EQUIPMENT: CME-75 DRILLING METHOD: Hollow Stem Auger BORING DIAMETER (inches): 8 BORING DEPTH (feet}: 15
DATE STARTED: 2-24-10 COMPLETED: 2-24-10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: 2R Drilling, Inc HAMMER DROP: 30inches wr: 140Ibs LOGGED BY: ss CHECKED BY: RA DRIVE SAMPLER DIAMETER (inches) ID: 2.4 OD:3 i 0
if
uJ:: ... ... C a, Ill a,
8 ~ 0 a. a, a. C fn
Z Ill ::, . ni-=- a .0 Ill .I:. a.
~g :,, 1i I- :S J2 E 5½<D E E
.!! J!! ~ :,,. a. .2
W- c~ rn -- CD ID 00 CD ~8 ~
J 13 31 · ...
:: ·:. ::
23 25
! ·: . : .. 15 44 ... 27 ... · 155- : : . ' 40
5-J :::·::.·.-:-
18 57
38 •, .. 49
•,·.
! :. ·:. -': 21 41 ... '
26 150-
- 37
10-
~ ,• .. 12 21
-:·:->. 15 '• . 18 - ~-:"" .. -
I
:•.··. 145- 5 9
: : :.-_:. 6
15 ... 8
140-
20-
135-
25-
-
130-
DI
C
0::-
~ i u Ill Ill a,
E. '5~ a. :,, iii
~ e-- ~ - .!! ~ DESCRIPTION ::IC CU,
'ii> - a, -c- = ,c ~o :u- ,,,_ ·5.:t::: ~i •- C Ill a, ,sQ j8 .!l.~ m-c 00 ..J ..J -c a._ ~ ~ o!!:. r-,,.ASPHAL T CONCRETE (AC): 4 inches r
\
POORLY GRADED SAND with SILT and GRAVEL I 123 10
RV (SP-SM): brown, moist, medium dense, line- to 126 11 13 SA coarse-grained sand, line gravel, BASE: 3 inches SIL TY SAND (SM): light brownish gray, moist, dense, line- 127 7 17 SA MD to medium-grained sand, FILL
SIL TY SAND (SM): light brownish gray, moist, dense, fineto medium-grained sand very dense, trace fine gravel, trace shell fragments 128 9 18 brown, dense, no gravel, no shell fragments 24
POORLY GRADED SAND with SILT (SP-SM): brown, moist, 115 4 medium dense, fine- to medium-grained sand, trace
coarse-grained sand
POORLY GRADED SAND (SP): light yellowish brown,
moist, loose, line- to medium-grained sand, few 102 2 1 coarse-grained sand Bottom of boring at 15 feet.

Groundwater not encountered during drilling.

Boring setup for percolation tests at 10 feet and 15 feet.

Surface patched with cold patch asphalt.

LOG OF BORING DYB10-04 PLATE

Page 1 of 1 ends

Anaheim Regional Transportation lntermodal Center B 5
=============P=ro=~=ect=N=o=. 2=0=0=9=-0=2=1==================-1\1- E.1-228
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...

11. Cl
N
;
C,
N
e
-c11.
z
a:
a:
8 ::i:
::,
;;
...
r:;
!!
.!!
...

E
.. ,-.

BORING LOCATION: See Figure 2 ELEVATION AND DATUM (feet): 156 MSL LATITUDE: 33" 48' 13.9" N LONGITUDE: 117" 52' 35.9" W
DRILLING EQUIPMENT: CME-75 DRILLING METHOD: Hollow Stem Auger BORING DIAMETER (inches): 8 BORING DEPTH (feet): 5.5
DATE STARTED: 2-24-10 COMPLETED: 2-24-10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: 2R Drilling, Inc HAMMER DROP: 30inches WT: 140lbs LOGGED BY: ss CHECKED BY: KV DRIVE SAMPLER DIAMETER pnches) ID: 2.4 OD:3 0 ,;::-
~ e "' ... C iii "' iii u- .. cen ,g .!! 0 Q. Q) Q.
::, ci m,=- ~--- a. .0 .. ~ z"' '6.:; ! [ Ju I- J !! E i; GI a.E ll. .9 GI 0 w!. ~~ en iii 10 tll lD iI'.U ~:;:
155·
. I : ... 8 10
. -: :- .. 9 · .. 6
! :. . ~
. : 3 8
5- 6
6 150-
10-
145-
-
15-
140-
20-
135-
25-
130-
-
CD
C
"iii ,;::- # "' "' u m a, ;;; a - '5'l ll. > I!!- # -.!!! (!!. DESCRIPTION ~ :::, C C en "iii - GI :g~ :K rn- flo iii~ rn GI ~~ •- C ::,·- :;9 ~8 er E £~ .. 0 GIN cc ::::i::::i ll. :a: OE!:.

ASPHALT CONCRETE (AC): 3 Inches 1 POORLY GRADED GRAVEL with SILT and SAND (GP-GM): brown, moist, medium dense, fine to coarse
I gravel, fine- to medium-grained sand, BASE: 3 inches 110 5 POORLY GRADED SAND wilh SILT (SP-SM): brown, moist,
loose, fine- to medium-grained sand
trace fine gravel 109 7
Bottom of boring at 5.5 feet.

Groundwater not encountered during drilling.

Boring backfilled with pea gravel.

Surface patched with cold patch asphalt.

LOG OF BORING DYB10-08 PLATE

Page 1 of 1 ends

Anaheim Regional Transportation lntermodal Center B 9
Project No. 2009-021
========J\1=
E.1-229
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i BORING LOCATION:
i LAfflUDE:

See Figure 2
33° 48' 13.2" N
ELEVATION AND DATUM (feet): 156 MSL
LONGITUDE: 117" 52' 36.8" W
DRILLING EQUIPMENT: CME-75/Mayhew 1000 DRILLING METHOD: Hollow Stem Auger/ Rotary Wash BORING DIAMETER (inches): 8 BORING DEPTH (feet): 83.5
DATE STARTED: 2-26-10 COMPLETED: 3+10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: 2R Drilling/ Socal Drilling HAMMER DROP: 30 inches WT: 140 lbs LOGGED BY: WD/SS CHECKED BY: KV DRIVE SAMPLER DIAMETER (inches) ID: 2.4 OD: 3 155-
150
145-
140-
135-
130-
..

G) Ill
] ~.!
E ii ~ i'iir.o
: ...
•.·.
9 10
11 8
s-lY ::::_:-:_·.. 190
-~.: .• 4 - :: ..... • 4
15-
. . . 6
-
X.: .· 9
... : . 6 -. 7
i. ...... •. 11
·ij . ·: ··. 13 . : . 15 -
-
20-
25-
- ..

X.: .· ,• .. · ...
-
5 6
3 14
12 10
6 13
18 9
9 2.5

DESCRIPTION
"\ASPHALT CONCRETE (AC): 3 inches ,.

POORLY GRADED GRAVEL wi1h SILT and SAND
(GP-GM): strong brown, moist, medium dense, fine to
coarse gravel, fine- to medium-grained sand, BASE: 5
1 inches
POORLY GRADED SAND (SP): light brown, moist, medium
dense, medium-grained sand, trace coarse-grained sand,
trace fine gravel, FILL
few fine gravel
loose, fine-grained sand
POORLY GRADED SANO with GRAVEL (SP): grayish
brown, moist, loose, coarse-grained sand, fine to coarse gravel
POORLY GRADED SAND (SP): light yellowish brown,
moist, medium dense, fine-grained sand
fine- to medium-grained sand
loose, fine-grained sand
SIL TY SAND (SM): strong brown, moist, loose, fine-grained sand
SANDY SILT (ML): olive brown, moist, very stiff, nonplaslic, fine-grained sand, slightly micaceous
105
109
97 4
3 23
107 5
111 16
3 NP NP 51
SA
CA
LOG OF BORING DYB10-09 PLATE
page 1 of3
Anaheim Regional Transportation lntermodal Center B 1 0 Project No. 2009-021
=======~-
E.1-230
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~ 0 "iii C" 'ii Ill N LL
aj Ill ai . ~ .e:
u ca GI ~ ~'ii ~-~ q C u- I!!= 'ii a, 0 GI ai C. GI C. C r/l 0 .:, 0 ~ I- z"' ::::, ci DESCRIPTION 0 m- ::> C ·u- cu, .c- C. .c Ill .C Ill ]i~ "D- ; ,c ~g N ai ~ im E :ii: u I- :ii: :!:! E ·3:t:: 111 GI I e >- E 2:-~ GI GI .cC Ill >, o.5 ll. .2 ~8 Oo crE Ill "D w:!. c~ iii C0 cc :::ii:U ::J::J ~~ 5~ "C" u, u, mm -c ... ll.- z POORLY GRADED SAND with SILT and GRAVEL rr: 125 (SP-SM): reddish brown, moist, dense, fine- to rr:
0 12 34 9 coarse-grained sand, fine to coarse gravel I u z 12 ::> 22 9
►
0 s
I .!!
... 35 E SIL TY GRAVEL with SAND (GM): strong brown, moist, very ~ 120 dense, fine to coarse gravel, fine-grained sand 97 120 5 I
WELL-GRADED GRAVEL with SILT and SAND (GW-GM):

I 115 22 57 dark grayish brown, moist, very dense, fine to coarse 7 SA 25 gravel, fine- to coarse-grained sand
32 I LEAN CLAY with SAND (CL): strong brown, moist, medium 110 5 8 0.75 stiff, medium plasticity, fine-grained sand 102 23 29 12 I 5
7 I 105 4 8 0.5
4 I 4
-wet
I 100
no recovery
I
95 I 2 6 0.75
2 4
I 90
I
I LOG OF BORING DYB10-09 PLATE

Page 2 of 3 ends

B11 I Anaheim Regional Transportation lntermodal Center Project No. 2009-021
~
--- I
E.1-231
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85· ~ POORLY GRADED SAND (SP): grayish brown, wet, very -!': •. 24 dense, fine- to medium-grained sand, trace fine gravel I
x . 56 ..
.. 27 :..,_ ~·· 29
I I ~ 75- ..
80- ·.•. · .
. .

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POORLY GRADED SANO with SILT (SP.SM): grayish .. brown, wet, very dense, fine- to medium.grained sand, 80- I': .... trace line gravel
I 75 . . ..
- ..
...
l'X .. 28 66 .. 31
I 35 . Bottom of boring at 83.5 feet.

Groundwater encountered at 53 feel
85- Boring backfilled with cemenllbentonite grout
70- Surface patched with cold patch asphalt
I NOTE:

Upper 52.5 feet of subsurface soil was drilled using hollow - stem auger technique. Rotary wash technique was used from 52.5 feet to 83.5 feet.

I 90-
65· -
-
I .
95-
I 60· .
-
I -
100-
55- .

I .

I 105-
50· .
.

I .
.

I
I LOG OF BORING DYB10-09 PLATE·
I
I

Page 3 ends

Anaheim Regional Transportation lntennodal Center B 12
Project No. 2009-021
==============-\1-
E.1-238
I
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i BORING LOCATION: See Figure 2 ELEVATION AND DATUM (feet): 156 MSL I LATITUDE: 33" 48' 11.2" N LONGITUDE: 117" 52' 37.3" W g
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DRILLING EQUIPMENT: Mayhew 1000 DRILLING METHOD: Rotary Wash BORING DIAMETER (inches): 5 BORING DEPTH (feet): 101.5
DATE STARTED: 3-5-10 COMPLETED: 3-5-10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: Socal Drilling, Inc. HAMMER DROP: 30 inches WT: 140Ibs LOGGED BY: SS CHECKED BY: KV DRIVE SAMPLER DIAMETER (inches) ID: 2.4 OD: 3 155-
150
145-
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135
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8 47
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DESCRIPTION
ASPHALT CONCRETE (AC): 3 inches
POORLY GRADED GRAVEL with SILT and SAND
(GP-GM): brown, moist, medium dense, fine to coarse
\ gravel, fine- to medium-grained sand, BASE: 3 inches 1 POORLY GRADED SAND (SP): light brown, moist, very
dense, fine- to medium-grained sand, trace fine gravel, FILL
dense
SIL TY SAND (SM): grayish brown, moist, dense, fine- to medium-grained sand, FILL
POORLY GRADED SAND with SILT (SP-SM): light brown,
moist, loose, fine- to medium-grajned sand
POORLY GRADED SAND (SP): light brown, moist, dense,
fine-grained sand
POORLY GRADED SAND (SP): grayish brown, moist,
medium dense, fine-grained sand, trace medium-grained
sand
SANDY SILT (ML): grayish brown, moist, medium stiff,
nonplastic, fine-grained sand
115
110
108
107
2 3
8 4
~l
:::: )(
Ill GI Ill "C
ii: .5
13 MD
RV
93 26 NP NP 56 CN I 0.75
- ............... ___.____.__.______ ____.___..______,______~ LOG OF BORING DYB10-12 PLATE

Page 1 of 3 ends

Anaheim Regional Transportation lntermodal Center B 19
Project No. 2009-021
======='1-
E.1-239
I
I ., 01 Q ~ .5 i 0 ti Ill u... 'ii Ill GI I im 4) • .ti g(IJ .:!; >,- :, f?:::' a. ::::> d. DESCRIPTION ~ .a C: 'ii '5~ cm ~ 1-5 z"' "' .. .!I ii 'i; = ~o .! □ N I- ~ BE I g _g.5 a. ~~ ·- C: .s! GI C co l~ ti 0~ . .,. ... ID m (IJ ID ~u 00 ::i:O ..1..1
z 125 ,r:
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8 Q
.ii 9 I ' 120 {!
POORLY GRADED GRAVEL wth SILT and SAND
(GP•GM): grayish brown, moist, very dense, fine to coarse I gravel, fine- to coarse-grained sand
19 64
31 33
I 115 . wet
24 100
I 50/5"
110
SANDY LEAN CLAY (CL): olive brown, wet, stiff, medium
I plasticity, fine-grained sand
8 12 101 23 29 11 uu
9 I 10
105 96 31 27 10 56
I POORLY GRADED GRAVEL IMth SILT and SAND 20 52 (GP-GM): grayish brown, wet. very dense, fine to coarse 24 gravel, fine- to coarse-grained sand 28 I 100
LEAN CLAY (CL): strong brown, wet, stiff, medium plasticity 6 10 1.5
I 7
8 95
I
LEAN CLAY wth SANO (CL): strong brown, wet, medium
stiff, medium plasticity, fine-grained sand
2 5 0.5
2 I 3
90 I 7
9 12 stiff, no recovery
10 I LOG OF BORING DYB10-12 PLATE
Page2 of3
B20 I Anaheim Region·a1 Transportation lntermodal Center Project No. 2009-021
\1
--- I
E.1-240
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BB

DESCRIPTION
no recovery
SANDY SILT (ML): strong brown, wet, stiff, nonplastic,
line-grained sand, micaceous
POORLY GRADED SAND (SP): dark grayish brown, wet,
medium dense, fine- to medium-grained sand
SANDY LEAN CLAY (CL): olive brown, wet, very stiff,
medium plasticity, fine-grained sand
POORLY GRADED GRAVEL with SILT and SAND
(GP-GM): grayish brown, wet, very dense, fine to coarse gravel, fine- to coa~e-grained sand
Bottom of boring at 101.5 feet.

Groundwater measured at 41 feet after drilling.

Boring backfilled with cementlbentonite grout.

Surface patched with cold patch asphalt.

LOG OF BORING DYB10-12

Page 3 ends

ctJ
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Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
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PLATE
B21
E.1-241
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BORING LOCATION: See Figure 2 ELEVATION AND DATUM (feet): 156 MSL LATITUDE: 33° 48' 9.3" N LONGITUDE: 117° 52' 37.8" w
DRILLING EQUIPMENT: Mayhew1000 DRILLING METHOD: Rotary Wash BORING DIAMETER (Inches): 5 BORING DEPTH (feet): 120.5
DATE STARTED: 2-23-10 COMPLETED: 2-23-10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: Socal Drilling, Inc. HAMMER DROP: 30 inches WT: 140Ibs LOGGED BY: KV CHECKED BY: WO DRIVE SAMPLER DIAMETER (inches) ID:2.4 OD:3 ... C a, ti) i .2 0 a. QI
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ITT.· 155- I :. : .. 12
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26 z 12
19 24
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150- - 8 X ,· . 9 .... 10
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cc ::::!Eo ::::l::::l a.~ =- o!!::.
"\.ASPHALT CONCRETE (AC): 3 inches r
~
!SIL TY SAND with GRAVEL (SM): brown, moist, medium .; 117 5 ~ense, fine- to medium-grained sand, fine gravel, BASE: 8 inches
POORLY GRADED SAND (SP): grayish brown, moist, 116 7 medium dense, fine-grained sand, trace medium- to coarse-grained sand, trace fine to coarse gravel, FILL
.
very dense 117 9
POORLY GRADED SAND (SP): grayish brown, moist,
medium dense, fine- to coarse-grained sand, trace fine to coarse gravel
4 112 7
POORLY GRADED SAND (SP): olive brown, wet, medium
dense, fine- to coarse-grained sand
Sl
SANDY SILT (ML): light brown, wet, medium stiff,
nonptastlc, fine-grained sand
LOG OF BORING DYB10-13 PLATE

Page 1 ends

Anaheim Regional Transportation lntermodal Center B22
Project No. 2009-021
=======\1-=
E.1-242
I
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8 i C IL ·;;; C! u.. '6 ~ Ill Ill ;;; 111 CD ai ., ~ o!:i E, tl '=·; iii l C I!!= ~ GI ,g J! "'6 C1 GI C1 C Cl) ?:- I- :::> ci. DESCRIPTION .C C C Cl) l;l Ill~ .s;;;- Q. .Cl ;.s::; z; ·;;; 111!! :si= = ,c Bo ~~ I ii li ii. 'ii E [ C ~ :s E c:-c •- C :::i·- ., QI e .s;;;O li:.9 er E ..!!!~ .. 0 GI CD 111 .!II 0 0 C m!. ~~ 5~ -- 0~ :::io ::::i::::i .... oe rn en III ca Cl) III u.. 0 Q._ IL z 3 5 0.5 93 28
f:! 125 3 0 4 0.75 104 22 NP NP 61 CN I u
:ac
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4 I
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6 I SANDY LEAN CLAY (CL): brown, wet, medium stiff,
medium plasticity, fine-grained sand, trace fine gravel 4 8 no recovery
110 6
I 7
I 2 4 0.25 soft
105 2
2 no recovery
I POORLY GRADED GRAVEL with SAND (GP): brown, wet,
55/6" 71 very dense, fine to coarse gravel, fine- to coarse-grained 129 9 sand I 100 0 0 0
0 0
I 0
0 60 2 5 LEAN CLAY with SANO (CL): reddish brown, wet, medium 25 32 16 95 2 stiff, medium plasticity, fine-grained sand
I 3
I 8 16 2 very stiff, few fine to coarse gravel
90 11
14 I
I LOG OF BORING DYB10-13 PLATE

Page 2 of 4 ends

B23 I Anaheim Regional Transportation lntermodal Center Project No. 2009-021 \1- I
E.1-243
I
I i 0 C
0 £! ·i
! ! LI. • ,I:: ;; .. it ~ i tl C .. CD en g I'll !! := * {!!. .e I 0 Cl. Q) 8 DESCRIPTION ~ c ·- z, :::::, Ii ac }ir fo ~~ .a II) .r:. "' II) J!! ,,- ; )( 8 .. §' N :!:: u ll E it I e ~ li:a &!':'ii ID ID •- C "' a, c?.l
o.5 if B oo -J!! .!! ~ IDO og, i.iilO 00 :Eu 'i': ::; ::; a.ill e.. w_. rn mm Cl.- z 2 4 0.5 soft, no gravel a: 85 2 a:
0 2 I u
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.. 11 19 3 SANDY LEAN CLAY (CL): dark brown, wet, very stiff, 106 20 27 8 69 SA E ~ 80 12 medium plasticity, fine-grained sand
17 I SIL TY SANO (SM): brown, wet, very dense, fine-grained sand
18 51
I 75 24
27 POORL V GRADED SAND (SP): grayish brown, wet,
I medium dense, fine-grained sand, slightly micaceous
25 25 99 21
70 22
I 17
I 28 100
65 56/6" POORLY GRADED GRAVEL with SAND (GP); grayish 0 brown, wet, very dense, fine to coarse gravel, fine- to 0 coarse-grained sand 0 I 0
0 Q
5516" 100
I 60 0
0 0
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55 0
Q
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POORLY GRADED SAND with SILT and GRAVEL ... ~
(SP-SM): olive brown, wet, very dense, fine- to
I medium-grained sand, fine to coarse gravel
·.·.

I LOG OF BORING DYB10-13 PLATE

Page 3 ends

B24 I Anaheim Regional Transportation lntermodal Center Project No. 2009-021
I
E.1-244
I
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DESCRIPTION ~ Ill
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POORLY GRADED GRAVEL with SAND (GP): light olive
brown, wet, very dense, fine to coarse gravel, fine- to coarse-grained sand
Bottom of boring at 120.5 feet.

Groundwater measured at 24.5 feet after drilling.

Boring backfilled with cement/bentonite grout.

Surface patched with cold patch asphalt.

LOG OF BORING DYB10-13
Page4of4
Anaheim Regional Transportation lntennodal Center
Project No. 2009-021
01 C
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PLATE
B25
E.1-248
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BORING LOCATION: See Figure 2 ELEVATION AND DATUM (feet): 155 MSL LAmUDE: 33• 48' 8.1° N LONGITUDE: 11r 52' 39.3" w
DRILLING EQUIPMENT: Mayhew 1000 DRILLING METHOD: Rotary Wash BORING DIAMETER (inches): 5 BORING DEPTH (feet): 99
DATE STARTED: 2-24-10 COMPLETED: 2-24-10 HAMMER TYPE: Automatic Efficiency: 75% DRILLING CONTRACTOR: Socal Drilling, Inc. HAMMER DROP: 30inches WT: 140 lbs LOGGED BY: KV CHECKED BY: WD DRIVE SAMPLER DIAMETER (inches) ID: 2.4 OD:3 0 0
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DESCRIPTION ~ ::, C C II) I-
·;;; - a, :2::: :=x ~o iil~
~; ,,,_ ::,- 1/1 CD •- C .cC 0 O er E m "D CD 0
cc :i;u ::J::J off. -c Q._ Q.~
SANDY SILT (ML): grayish brown, moist, medium stiff,
nonplaslic, fine-grained sand, FILL
94 20
POORLY GRADED SAND (SP): olive brown, moist, loose,
fine-grained sand, FILL 102 23
POORLY GRADED SAND with SILT (SP-SM): olive brown,
moist, medium dense, fine-grained sand, FILL
gray, trace medium- to coar.ie-grained sand 106 8
POORLY GRADED SAND (SP): olive brown, moist, medium
dense, fine- lo medium-grained sand, trace fine gravel
4 light brown, no gravel 106 3
SANDY SILTY CLAY (CL-ML): olive brown, moist, soft, low plasticity, fine-grained sand, trace coar.1e gravel
101 23 24 6 62 CN
LOG OF BORING DYB10-15 PLATE

Page 1 of 3 ends

Anaheim Regional Transportation lntermodal Center B29
Project No. 2009-021
=======\1-=
E.1-249
I
I Cl ii: 0 C" C
~ 0 :J!. ti' ·.; IL 7i ., s I u.::i Ill G>
CD ., CD .e. ~7i ~.; ., C I!!= 7i G) i- Ji '15 C. G) C. c0 ~ I- z; ::, . DESCRIPTION :::, C u- iii ~~ C. .c 1/1 .r:. C. 1/1 - G) :2::- :x :u- N ii: u !i!E ., - I e 1 al E E li:..2 ~5i •- C :::,•- "' G) :5Q 0 C .Io oo aE .!!! "2 G) 0 w~ ~~ Ill >, -- cc ::l?U ::::i::::i a.~ OE!:. "C" en (t.l m10 Ill Ill IL U a._ IL z
a:
a:
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,_ ..

I 1 2 0.25 very soft
1 1
I SANDY SIL TY CLAY (CL-ML): reddish brown, moist. soft, low plasticity, fine-grained sand
2 4 0.5 102 21 25 5
3 I 3 -wet
SANDY LEAN CLAY (CL): reddish brown, wet, medium stiff, I medium plasticity, fine- to medium-grained sand
1 7 0.75 17 28 12
3 4
I 105
LEAN CLAY with SAND (CL): reddish brown, wet, medium
stiff, medium plasticity, fine-grained sand
I 4 6 0.5 98 25 31 11 83 uu
5 5
100 POORLY GRADED GRAVEL with SAND (GP): dark reddish
I gray, wet, very dense, fine to coarse gravel, fine- to coarse-grained sand
23 100
50/5" I. 95 SANDY LEAN CLAY (CL): light olive brown, wet, stiff, medium plasticity, fine-grained sand
I 4 11 1.25
4 7
I 90
I 5 11 1.5 102 22 28 11
7 10
I LOG OF BORING DYB10-15 PLATE

Page 2 of 3 ends

B30 I Anaheim Regional Transportation lntermodal Center Project No. 2009-021 '1- I
E.1-250
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DESCRIPTION ~ .. 2-1&
co
SANDY SILT (ML): brown, wet, stiff, low plasticity,
line-grained sand
very stiff 101
POORL V GRADED SAND with GRAVEL (SP): dark grayish
brown, wet, very dense, fine- to coarse-grained sand, fine to coarse gravel
POORLY GRADED GRAVEL with SAND (GP}: grayish
brown, wet, very dense, fine to coarse gravel, fine- to coarse-grained sand
Bottom of boring at 99 feet.

Groundwater measured at 44 feet after drilling.

Boring backfilled with cement/bentonite grout.

Surface patched with cold patch asphalt.

LOG OF BORING DYB10-15
Page3of3
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
gi
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B31
E.1-254
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BORJNG LOCATION: See Figure 2 ELEVATION AND DATUM (feet}: 157 MSL LATITUDE: 33• 48' 6.2" N LONGITUDE: 117° 52' 39.5" W
DRJLLING EQUIPMENT: CME-75 DRJLI.ING METHOD: Hollow Stem Auger BORJNG DIAMETER (Inches): 8 BORJNG DEPTH (feet}: 5
DATE STARTED: 2-2S.10 COMPLETED: 2-25-10 HAMMER TYPE: Automatic Efficiency: 75% DRJWNG CONTRACTOR: 2R Drilling, Inc HAMMER DROP: 30 inches WT: 140lbs LOGGED BY: 55 CHECKED BY: KV DRJVE SAMPLER DIAMETER (inches} ID: 2.4 OD: 3 0 0 i LL .. • .l:i C .. Q) 1/1 ~ l!!rn 0 I 0 C. Q) C. :, ci. ti-- .c- .0 1/1 .c z 1/1 > GS ae E :It u r- ~ :!:!E
~~ ~~ m >, c.5 o._ .9.! 0
rn rn ii5 u:, rn 11:l I.LU
:a:
~ /~:::/ 15 18 155 . 13
14 .

J ·.:• .• . 5 8
/·::-_:.-: 6
5 7
150-
10-
. 145-
15-
140·
20-
135-
25-
130-
.
2'
'5' "iii
# 1/1
m a, J!3 .e .€l ~1 1/1
II!~ # Q)
DESCRIPTION b ::, C cm r- 'iii - Q) -c~ 111- ·s= iii ll1 ~g ~- ~c •- C .cC c~ Cc er E :::i:O :::i:::i £l if~ 5~
h ASPHALT CONCRETE (AC): 4 inches r
h SIL TY S~ND with GRAVEL (SM): greenish brown, moist, r 103 2 medium dense, fine- to medium-grained sand, fine to \ coarse gravel, BASE: 5 inches
POORLY GRADED SAND (SP): light yellowish brown, MD
moist, medium dense, fine-grained sand 90 7 RV
loose
Bottom of boring at 5 feet.

Groundwater not encountered during drilling.

Boring backfilled with pea gravel.

Surface patched with cold patch asphalt.

LOG OF BORING DYB10-17 PLATE

Page 1 of 1 ends

Anaheim Regional Transportation lntermodal Center BJ5
Project No. 2009-021
======='1-
E.1-183
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Date Drilled: Water Depth:

Drilled By: Date Measured:

Drilling Method: Reference Elev.ation:

Logged By: Datum:
ci ....

C";'
o>
0 >,. - - ~ z ::i- ....I GEOTECHNICAL DESCRIPTION ·;; ........ C .15 0 .... C: Q)_, 0 Q) Q) 0 C: u";;;- AND Q) "-c :g?J: c.. c.. :c □- ;111 0 i: i: :.:; rn > Q)- E E 0. CLASSIFICATION .... 111- Q) Q) a. o_g C ·-- ~u ·- C: "ti Ill GJ.-~ C C -!D ... ..e: Oo "ti Q) I.I) I.I) [D......, (!) ::iEU <Cl1 6 ... •. --::i·· 108 10 DS, SE -
5 -
-
-

1. ....11111 2
...
(1) (2)
SAMPLE
Split Spoon
Drive Sample
Bulk Sample
Tube Sample
..
•:,, .. ·: '
. · ..
... ........ -· -. . . 12 f. •• ": ~-· • •
. . L
...:·.-... ••·•• .. ·' ...
(3) (4) (5) (6)

NOTES ON FIELD INVESTIGATION
- Graphical representation of sample type as aho1111 bel1111. - Standard Penetration Test Sample (SP'T) --------------r::.1 - California Sample (Cal) ■ i.-
- Obtained by collecting cuttings in o plaslie bag ,,;:;,i - Shelby/Pitcher Tube Sample --------------IIID IOI

2. SAMPLE NO. - Sample Number

3. BLOWS/FT - Number of blows required to adwlnce sampler 1 faot (unless o lesser distance is specified).

GS
(6) '(7)
Samplers in genenil were driven inta the 108 ot the bottom af the hole with a standard (140 lb) hammer dropping a standard 30 inches.

Dr!Ve samples collected In bucket auger borings may be obtained by dropping nan-standard weight fram variable heights.

When a SPT sampler is usad Iha blaw count canfanna to ASTII D-1586.

SCR/RQD - Sample Core Recovery (SCR) in pen:ent (I) and Rock Quality Designation (RQD) in percent (")- RQD is defined as the percentage of core in each run which the spacing between natural fl'IJcturea is greater than 4 inches. Mechanical breaks af the core are nat considered.

4. GRAPHIC LOG - Standard symbols for soil and rock types, aa ahawn on plate A-1 b.

5. GEOTECHNICAI.. DESCRIPTION
.ssiJI. - Soi classiflCCltiana are baaed an the United Sail Classification System per ASTM 0-2987, and dasignatiana indude consistency, moisture, calar and other modifiers. Fleld descriptions have been modified ta reflect results of laboratory analyses where deemed appropriate . .B11£k - Rock claaaificotiDftll genel'IJlly include a rack typa, calar, moisture, mineral constituents. degree of weathering, alteration, and the mechanical properties of the rock. Fabric, lineotiona, bedding spacing, foliations, and degree of cementatian are also presented where appropriate.

Description al sail origin ar rack lonnatlon ill placed in bl'IJckets at the becJinning of the description when, applicable, for example, Residual Sail.

6. DRY DENSRY, MOISTURE CONTENT: Aa 11111imoted by laboratory ar field taating.

7. ADDITIONAL 'TESTS - (Indicates sample tested for properties other than the above); MAX - Maximum Dry Density SG - Specific Grvvity
GS - Gniin Size Distribution HA - Hydrometer Analysis
SE - Sand Equivalent AL - Atterberg Limits
El - Expansion Index RV - R-Yalue
CHEM - Sulfate and Chloride Content, pH, Resistivity CN - Consolidation PM - Penneability CU - Consalidatlan Undl'IJined Triaxlal UU - Unconsolidated Und"3lned Triaxlol CD - Consolidated Drained Triaxial PP - Packet Penetl'IJmeter
WA - Wash Analysis
DS - Direct Shear
CP - Collapse Potential
UC - Unconfined Compression
T - Torvane

8. AT111UDES - Orientation of rock discontinuity observed in bucket OLHJBr baring or rack core, expreaaed in strike/dip and dip angle, respectively, preceeded by a one-letter aymbal denoting nature af discantlnuity as shown below.

B: Bedding Plane J: Jointing C: Contact F: Faull S: Shear

Q,NFELDER EXPLANATION OF LOGS
PLATE
A-1a
\.., _ llrifht People. Right Solutlons.
~ -.kleinfalder.com
E.1-184
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UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)

PRIMARY DIVISIONS GROUP SYMBOLS SECONDARY DIVISIONS
I G~ cw C>~~~ WELL GRADED GRAVElS, ~-SAND MIXTURES, um.E OR NO ANES i~!i!1 (~A~) GP ~~~ POORLY GRADED GRAVElS DR GRA'f£1.-SAND MIXTURES, um.E DR NO ANES 3! ANES CC ~ aA'IEY GRAVElS, GRAVEL-SAND~Y MIXTURES
~l;l~:t G~ 1----G_M_-IHl':!NI "" _.._ ,...,_....,,_,., "''""" ~ f = SW !;:;:;:;:;:;: WEll. GRADED SANDS, GRAVELLY SANDS, um.E OR ND ANES j~r
1 -
1 j!:~ (~=) SP :.:t=~it PDDRLY GRADED SANDS OR GRAVELLY SANDS. um.E DR NO ANES i1l!!io • SANDS SIi ,-1-, l-r' 1- SIL'IY SANDS, SAND-SILT MIXTURES li~ .,,... WITH 3! ANES SC aA'IEY SANDS, SAND~Y MIXTURES t----------1---0-=----,..__----+--.,-L--f INORGANIC SILTS. VERY FIN£ SANDS, ROCIC nDUR, SIL'IY OR I C> a.AVEY FINE SANDS
.,, .._j!: f~ ~t: gr"' CL INORGANIC CLAYS OF LOW TO MEDIUM PlASIICITY, GRAVELLY Ct.AYS, a.1 o..,ltf ~~ g~l!l~I SANDY CLAYS, SILTY CLAYS, LE'N1 CLAYS : i~: "' j!: DL I I I ORGANIC SILTS AND ORGANIC SILT-CIA'l'S OF LDW PLASIICIT'Y !i::; i----0----------t--M-H___ INORGANlC SILTS. IIICM:EQUS OR DIATOMACEOUS FINE SANDS OR i.., !Iii!"';-iiift I~ a m 5J SILTS. ElASllC SILTS 111 5 zi § l!I ;5 I CH INORGANIC CLAYS OF HIGH PI.ASl'ICITY, FAT CLAYS du ::::i::::i !Si!: ~ i ffi.., 111 OH ORGANIC a.AYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS j HICHLY ORGANIC SOILS PT PEAT, MUCIC AND OTWER HIGHLY ORGANIC SOILS

SANDSTONES SS

SLTS'IONES SH
a.AYSTONES cs

LIMESTONES LS
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____________ SHALE ______ .._ __ SL ___________________________ ---1

CONSISTENCY CRITERIA BASED ON FIELD TESTS
CONSISTENCY- TORYANE POCICET"
REI.A1NE DENSnY - C0AASE - GRAIN SOL ANE--GRAIN SOIL PENEIROMETER • NUMBER OF BLOWS OF 140 POUND HAMMER
UNDRAINED UNCONANED FAWNG 30 INCHES
RaATIYE SPT • RaAllYE SPT lO DRIVE A 2 INCH O.D.

DENSflY (f blawa/lt) DENSIIT'Y 00 CO/!ISISTENCY (IJ blawa/lt) SHrAR COMPRESSIVE tlJ/8 INCH I.D.) STREHC'TH (taf) STRENGTH (taf) BARREL SAMPLER Vary Loaaa <4 0 - 15 Very Saft <2 <0.13 <0.25 ~
ASTN-15811 STANDARD
ENETRATION 1EST)
Loaae 4 - 10 15 - 35 Soft 2 - 4 0.13 - 0.25 0.25 - 0.5
•• UNCONANED
Medium Sllff 4 - B 0.25 - 0.5 0.5 - 1.0 COMPRESSIVE
Medium Dense 10 - 30 .15 - 65 STRDIG'IH IN
Stiff B - 15 0.5 - 1,0 1.0 - 2.0 TONS~.FT.

Denae 30 - 5D B5 - B5 READ FROM P0CICET
Very Stiff 15 - 30 1.0 - 2.0 2.0 - 4.0 PENEIROIIETER
Very Denae >50 85 - 100 Hard >.30 >2.0 >4.0

MOISTURE CONTENT CEMENTATION

DESCRIPTION AEUI TEST DESCRIPTION FIELD TEST
Ory Absence af molstuN1, dusty, dry to the touch Weakly Crumbles or breaks with handtiffl) ar lf,ght finger pressuNI Moilt Damp but na visible water Moderately Crwnbla or lnaks with eonalderable filllJl!r PfHSUNI Wet Visible free water, usually sail is below water table Strongly Will not crumble ar break with finger pressure

G,NFELDER EXPLANATION OF LOGS
PLATE
A-1b
~'-.
~
- Btlght fteople. Right Solutions.
._,kleinfelder.com
E.1-191
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Date Drilled:

Drilled By:

Drilling Method:

Logged By:

C
0 ·-a~-
> u a .s ,S u Ill ...,Q
ISS
5 ISO
10 14S
15 140
20 13S
25 ;.:
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9/22/09 Water Depth: 58 feet
Cal Pac Drilling Date Measured: 9/22/2009
Hollow Stem Auger Elevation: 156 feet (approx.)
K. S. andF. J. Datum: NAVD88
Artificial Fill:

SOIL DESCRIPTION
AND

CLASSIFICATION
Pavement: approx 2.75 inches of asphalt over 6.5 inches ofb~e Poorly Graded Sand (SP): olive brown, dense, slightly moist, trace fine to coarse gravel, layers of sand with silt.
- brown, moist, small clay pockets.
-brown with light brown inclusions, moist, fine to medium grained Silty Sand (SM): olive brown, medium dense, fine to coarse grained.

Alluvium:

Sand with Silt (SP-SM): light brownish gray, medium dense, slightly moist, moderate iron oxide staining, lwnps of clay.

Poorly Graded Sand (SP): pink, medium dense, moist, micaceous., fine to medium grained.

Silty Sand (SM): olive brown to yellowish brown, loose, very moist, fine grained.

Sandy Silt (ML)
Silty Sand (SM): olive brown to yellowish brown, loose, moist, fine grained.

Sandy Lean Clay (CL): yellowish brown, very stiff, moist, layers of clayey sand.

2.0 4.8
I 18 4.6
118 4.5
123 7.3
IO.I

6.0 10S 2.2

11.3 WA (30% fines)
IOI 22.3 WA (39"/o fines)
tt-----'----"~'=:--"'""""'--------~--~-------------L----L-.1.-,-----1 j QNFELDER

ARTIC PLATE
~ ~ Bright l'eap/e. lligl,t So/uliDm.
~t---------------------1
~ PROJECT NO. 103567 LOG OF BORING B-3
S. Douglass Road and Katella Avenue
Anaheim, California
A-4a
Drafted By: Reviewed By: Lee:end To Lo~ On Plate A-1
Note: The boundaries between mil types shown on7he log, are appruximete as the transition between dilfen:nt llllil layers may be gndual.

E.1-192
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0 SOIL DESCRIPI'ION "- !>O b '#. .. j AND ·2 C iii ., 0 0. e .... C ·~ =-= CLASSIFICATION t!l C' ::IC .g I ~B ·- .. ]JHr •- C -0 - Continued From Previous Pa e § 0 0 -0 "' pJ __,Q ::Eu <~ 120 Sandy Lean Clay (CL): yellowish brown, very sttll: moist, layers of

16.7 WA (72% fines)
I clayey sand. (continued) AL
LL=30
PL= 15
I 40
llS - lense of yellowish brown silty sand, trace fine gravel, very moist 105 21.9 A(63% fines I
I ll0
45 19.9 WA (73% fines)
I
Lean Clay (CL): yellowish brown, sttll: moist
so
105
I 101 25.5 WA (89% fines)
I 55

31.6 100 Silty Sand with Gravel (SM): yellowish brown, mediwn dense, fine to 10.8 I .1'.
coarse grained gravel.

Poorly Graded Sand with Gravel (SP): gray, mediwn dense, wet, fine -... ·.· to coarse sand.
60 ·•·.•.

I : .. ·. ~. 95 -.. -.
36 · ...... 121 13.8 - . •.•
e "'
.,.. Lean Clay with Sand (CL): yellowish brown, stiff, moist I ~ 15 65 ~ z
-I 90 24.7
I 0
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;;:
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...
u
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-I 8S "' 16 ~ 103 23.6
"' I 0
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= u
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I <
~
•. ... ARTIC "' PLATE .,..
§! EINFELDER S. Douglass Road and Katella Avenue = 0
~ Bright People. Right So1ut1om. :c Anaheim, California .

I· 11.l A-4b ... PROJECT NO. 103567 LOG OF BORING B-3 g 0 I Legend To Logs On Plate A-1
Nole: The boundaries between son types 1hown on lhe logl are apprmimate III the lnnllitiun between dill'erent soil layers may be gradual.

E.1-193
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0 l son. DESCRIPTION
-~ l J -~ 'i' 13 AND ;;i;: = E-
~ Q Ill,__,, Ill .-2 1:1. u ..... .i ~,fi ; :E CLASSIFICATION e ::s"' J '/il £ t 8 fr j fl, .s! a t-'5 ·-"' (Continued From Previous Pal!e) 0 0 iii ~c lll oS :tu ,..
22 13
~ Clayey Sand (SC): yellowish brown, medium dense, very moist, fine 80 -, 16.2 grained --
- Silty Sand (SM): yellowish brown, medium dense, moist to very moist, - 'p trace gravel. •IJ 80- ~ ,p
75 - 23 30 ... 16.8
Total depth: 81.5 feet
Groundwater encountered at approximately 58 feet
Boring backfilled with bentonite slurry and capped with quickset concrete.

G,NFELOER
ARTIC
~
S. Douglass Road and Katella Avenue
/Jitgllt l'eople. lllgllt So/ufionJ. Anaheim, California PROJECT NO. 103567 LOG OF BORING B-3
~end To Logs On Plate A-1
Note: The boundaries ~ 1iD11 lypell sbawn on"liie 1ogi are apprvximate u lbe tnmiiioa betwiien dillenlnt soil layffl 11111)' be gradual. .;
= Q
:e :i ~ ~ < EPLATE
A-4c
E.1-200
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Date Drilled: 9/25/09 Water Depth: 25 feet
Drilled By: Cal Pac Drilling Date Measured: 9/25/09
Drilling Method: Hollow Stem Auger Elevation: 159 feet (approx.) Logged By: F.J. Datwn: NAVD88
..
u 0 ue 0 SOIL DESCRIPllON l:111 I>. p = ~ C
C I- :z AND ..
.. ..I ·.;
C e -::- 0 ... ·.:. .. ., CLASSIFICATION - u 3c -a. ; QC' ., -i ..c > a "'B I= I= •- C iii:=,~ 0 €e ., "' 0 0 ell 'ell iii :=tu ArtifK:ial Fill:

I Pavement: approx 2.75 inches of asphalt over 5 inches of base 2 Poorly Graded Sand (SP): pink. dry, fine to coarse grained. 2.6 : -:·::
3 ~:>_:::

ISS ,:~:·: .. \
5 4
s -- la)U' of sand with silt, mottled brown, lumps of lean clay. - loose, yellowish brown, moist IOI 9.2 Alluvium:
6 Poorly Graded Sand (SP): pink, loose to medimn dense, dry, fine to 4.5 150 medium grained
10 7 31 -- la)U' of lean clay with sand
118 7.2 -- la)U' of sand with silt, mottled brown, moist, fine to coarse sand 145 8 19 108 2.5
15 9 7.0 -loose
14() Silty Sand (SM): brown, medium dense, moist, fine to medium sand 20 - coarse gravel
10 27 • 117 11.7 - darker, silty sand inclusions.
135 Sandy Silt (ML): olive brown, soft, wet, layers oflean clay. ~5
I 11 5 26.0
ti Clayey Sand (SC): yellowish brown, medium dense, moist, fine to ~ z coarse sand, lenses and layers oflean clay. ..l C
Ill
< :Ill 12 ;: 14 124 14.0

0. - layer of gravel ~
·•· ~ Poorly Graded Gravel with Sand (GP): olive brown, very dense, moist 125 ~ •• <
~
~ . ARTIC
§l EINFELDER S. Douglass Road and Katella Avenue J:11
C ~ Brighi Peaple. R/fhf Solulio111, % Anaheim, California bf
0 ~ PROJECT NO. 103567 LOG OF BORING W-1
Drafted By: Reviewed By: Legend To Logs On Plate A-1 Note: The boundarfel betMiln sail types shown on Ille !up Bl'!! approximate u the tramition betwei:n dill'erelll 111iJ 111,en may be gradual. "ii
8 ·.c
:g i
<1-
WA
(200/4)
WA
(38%)
PLATE
A-7a
E.1-201
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! SOIL DESCRIPTION :00 b -;, .. :3 AND ·1 -;;:: Gi 8. e- C CLASSIFICATION i!!j C' a C .2 .. 2 ·'= u,- •- C -.:,-
'Continued From Previous Pa e as. Q Q -.:, ... ::i!u <.:

Poorly Graded Gravel with Sand (GP): olive brown, very dense. moist (continued) 4.3
120
Poorly Graded Sand (SP): olive brown, dense, moist, trace iron oxide 40 staining.

5.3 115
Lean Clay 'with Sand (CL): yellowish brown, stiff, moist. 45 19.2
13 8.6 -- layer of silty sand, gray to olive gray, moist, fme to coarse grained. 110 · .. . . Sandy Silt {ML}: yellowish brown. stiff, moist. • ♦ •• so .. . . · .. . . 14 .. ~ ~ . 106 19.8 . . . . . : : .... . . . . 105 .. . . . . . . 55 .... . . ~ . IS .. . . 21.6 · .... : - wet, trace gravel. ~ .. ~ . " ... 100 . . ... : . . ~ . 60 ....
· ... -. : - moist, some fine sand.
17 .. 105 21.9
Total depth: 61.S feet.

Seepage at approximately 25 feet.

Two inch well consbucted.
5 !
"'
~
~ ~
t <t----.,__,...._.____..___._ _______ ....------------------iL--......L..-J-..-----1 i ~ .
1! ( KLEINFELDER
! \."-. , llrlght l'll!ople. 11/gllt Solutions.
~ 1-------------------1 ~
ARTIC
S. Douglass Road and Katella Avenue
Anaheim, California
PLATE
A-7b
o,.._ ~ PROJECT _______________ NO. 103567 ..i...;_;;.....;;....;;;...;.__,...;;,.;;;;....;..;.;..;..;;.....;.;....;;; LOG OF BORING W-1 _______ ....Ji....--..1 Legend To Logs On Plate A-1
Note: The boundaries betwta 51111 ~pell llhown oo ihe lop are appnmmate as the tramldan betw- dilfm:nt 11110 layers may be gradual.

E.1-202
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Date Drilled:

Drilled By:

Drilling Method:

Logged By:
..
1 l !:JO Cl 0
z 8. ..I
..
:fl
0 iii
155 I
2 l
5 4
150 5 47
6 28
145 7 24
8 15
140 9
20 135 10 20
25 i 130
i
II 7
!
"'
~ 125
;;::
12 10
(al
~ ~
u
9/23/09
Cal Pac Drilling
Hollow Stem Auger
F.J.

Water Depth:

Date Measured:

Elevation:

Datum:

SOIL DESCRIPTION
AND

CLASSIFICATION
Artificial Fill:

Pavement: approx 3 inches of asphalt over 6.25 inches of base Poorly Graded Sand with Silt (SP-SM): brown, moist - lumps of sandy clay - olive gray to olive brown, dense, fine to medium grained. - mediuqi dense, iron oxide staining. trace clay nodules., -- layer of sand with silt, sandy lean clay, olive brown.

Alluvium:

Poorly Graded Sand (SP): gray to pink, medium dense, dry, fine to medium grained.
- layer of silty sand, moist.
- olive brown, sandy clay intrusions.

Silty Sand (SM): olive gray, loose, moist, fine to medium grained.

Sandy Silt (ML): yellowish brown, medium ~ moist
Lean Clay with Sand (CL): yellowish brown, stu:I: moist None
9/23/09
156 feet (approx.)
NAVD88

8.4 121 7.2
114 7.2

2.8 92 l.4
Ill 12.5

12.1 99 26.0
WA
(33%)
WA·
(64%)
t1---L....l.---l:=--..........l!=~---------r-----------------1-..L..---1--.-----I i G,NFELDER ~.!:~ Road and Katella Avenue
PLATE
! ~ _ 11ri9ht Peoph,. lllghr -~ Anaheim, California
g.._ ___ ~ ___________ ........
j PROJECT NO. 103567 LOG OF BORING W-2
A-Sa
Drafted By: Reviewed By: Legend To Logs On Plate A-1
Note: The boundaries between soil types shewn on the lop are apprnllilllllte III Che transililm betweea dilll!l'llnt mil layers may be gradual E.1-203
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SOIL DESCRIPTION
AND ·;;
b- #. - ,:; ! ! =-
CLASSIFICATION .. .C C
QC :~ !I ., B
Continued From Previous P c::- 0 ·s g e Q...., ::Eu !i! 120 Lean Clay with Sand (CL): yellowish brown, stiff, moist. (continued) 16.5 Well Graded Sand with Gravel (SW): mottled olive brown and olive gray, medium dense, moist, fine to coarse grained, fine to coarse gravel. 40 115
120 7.2
Lean Clay with Sand (CL): yellowish brown, medium stiff, moist, layers of clayey sand and sandy silt
45 llO Poorly Graded Gravel with Sand (GP): olive brown, loose, fine to coarse sand.

19.5 Lean Clay with Sand (CL): yellowish brown, medium stiff, moist 50 105
IOI 24.7
Total depth: 51.5 feet.

Groundwater not encountered.

Two inch well constructed.
;;.,
~I----..L...J'--1,,----'---'---------,----------------__JL-.....J..._J........, __ __, ! ~NFELDER : ~ IJrlghrl'Nple. 11/ghrSoluticMs.

I _______________ PROJECT NO. 103567 _,i..;;;;;;...;;;_;;;;;....;;;;.;;~;..;;;;..;;;..,;;;;;;;;..;..;;;;.....;..;.....;;;;;, LOG OF BORING W-2 _______ -1,. __ ......

ARTIC
S. Douglass Road and Katella Avenue
Anaheim, California
PLATE
A-Sb
Legend To Logs On Plate A-1 · Note: The boulldarit,s bdween 5llil lypes shown on lhe lop lll"ll appruidmate 1111 lhe lnmsitioll between dill'enmt soU layen may be gradual.

E.1-207
-------------------
g
.r.
0 Qi
C
0 20
30 40
K,, Kehoe Testing & Engineering
T Office: (714) 901 -7270
E · Fax: (714) 901-7289
[email protected]
[email protected]
Tip Stress COA
(Isl) 900
Sleeve Stress
0 (ISi) 8
50 L..L.......i........,_...1.....1 ....... 1-.1... ...............................

CPT Data Date: 23/Sep/2009
30 ton rig Test ID: CPT-1
Proiect Anaheim
Customer: Kleinfelder
Job Site: E. Katella Ave & Douglass Rd
Pore Pressure Ratio GOA
-1 (Isl) 3 o (%) a
SBTFA
2 (Rob. 1986) 12
r-r-r-T""'r-r-l"'"T'""'..-r,_:=..=..=.=::::::::.=: 0
Sand
S111',iSano 10 --- --1
Saoo
20 Sand
30 sanes
......._,__,_,__,_....._.......,.__ _ _ _, 50
E.1-210
____________ I______ _
g
.c
a
41 C
0 10
20 30
40 K~· . Kehoe T. esting & .Engineering T Office: (714) 901-7270 E Fax: (714) 901-7289
[email protected]
[email protected]
Tip Sire!!& COA
(Isl) 900
Sleeve Stress
0 (laf) 8
50 ....__._._..._. ................................................ _,__.

Mluomum deplh, 311.07 (Ill
CPT Datt.a Date: 23/Sep/2009
30 ton r~g Test ID: CPT-3
Proiect: Anaheim
Customer;: Kleinfelder
Job Soft1e: IE. Katella Ave & Douglass Rd
P011e Pr,e'!lsure AatloCOA S8TFR
-1 (Isl) 3 ,() (%) 8 2 (Rob. 1986) 12
20 30
......................... ....,_....,_..__ __ _. so
E.1-216
-------------------
€
.c

5..

Ill
D
0 K~ Kehoe Testing & Engineering T Office: (714) 901-7270 E Fax: (714) 901-7289
[email protected]
[email protected]
Tip Stress COR
{lsf) 900

51.,eve Stress
0 (!Sf} B

0....-................................................ .,...,...,....,......., 10 20
30 40
50 "-1-..1....1.-'-I-........ _._,_,_..._._ ................. _,_, "'°""""'m - sa 12 ("J
Page I 012
CPT Data Date: 23/Sep/2009
30 ton rig Test ID: CPT-7
Proiect: Anaheim
Customer: Kleinfelder
Job Site; E. Katella Ave & Douglass Rd
Par" Press.ure Ratio COR SBTFA
·1 (lsf) 3 0 (%) 8 2 (Rob. 1986) 12
0 SIii'; Sal10
S&Od
0•6-
10 Sand
....,,.
s20
-r
---- SIii-$- - 30
E.1-217
-------------------
g
.c
i
Cl
0 K,, Kehoe Testing & Engineering T Office: (714) 901-7270 E Fax: (714) 901-7289
[email protected]
[email protected]
Tip Stress COR
(151) 900
Sleeve Stress
0 (l'Sf) 8
so....-........ ...-.. ....... ...,....,....,...,....,...'T'""t"......,."T"""'O 60 70
80 90
100L..1....L...1....LJ.-l....l_,i_.1...1... .........................

MMl"""'1 llel>lh: 66 7a (fl)
CPTData Date: 23/Sep/2009
30 ton rig Test ID: CPT-7
Proiect: Anaheim
Customer: Kleinfelder
Job Site: E. Katella Ave & Douglass Rd
Pore Pressure Ratio GOA SBTFR
-1 (Isl) 3 0 (%) 8 2 (Rob. 1986) 12
E.1-218
------------·-------
CPT Classification Chart
(after Robertson and Campalf'1Jella, 1988)
KERO£ T£STINC a ENCINEERIHC
Zone qt/ N Soil Behavior Type ucscs
1 ■ ,2 sensitive fine grained OL-OH
'2 ■ 1 organic material pt-OH
3 ■ 1 clay CH
4 ■ 1.5 silty clay to clay CL-CH
5 ■ 2 clayey slit to silty clay ML-CL
6 ■ 2,5 sandy silt to cla,yey silt MH-ML
7 3 silty sand to sandy silt SM-ML ,8 ,4 sand to siftY' sand SP-SM 9 5 sand SP
10 6 gravelly· sand to sand SW-SP
11 1 very stiff fine grained * CL-MH
12 :2 sand to clayey sand • SP-SC
• overconsolidated or cemented
2 3 4
Friction Ratio, Rf (%)
Surface: Parking Lot, 3" AC over 4" AB.

Artificial Fill, Undocumented (Afu)
@ 2.5' SAMPLE: Olive SILT, very moist to wet, medium stiff, micaceous, asphalt in lower rings.

Alluvium (Qal)
@ 5' SAMPLE: Olive gray silty fine to medium SAND, moist, very dense, gravel in tip (granitic).
@ 7.5' SAMPLE: Olive gray silty fine to medium SAND, moist, medium dense.
@ 10' SAMPLE: Light gray fine to coarse SAND, damp, medium dense, friable.
@ 15' SAMPLE: Light gray fine to coarse SAND, damp, loose, highly friable.
@ 20' SAMPLE: Light gray silty to clean fine SAND, damp, medium dense, micaceous.

ML
SM
SP
SP-SM
58 90/10.5"
31 17
11 34
D-1
D-2
D-3
D-4
D-5
D-6
117.3
118.5
108.8

99.2 99.6

15.3 4.9

5.8 3.5

2.0 5.7
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California
CME 75 Hollow Stem
2R Drilling, Inc.
7/30/20 Logged
By
Drill Bit
Size/Type
Hammer
Data
11"
ZKH
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 51.5
167.0 msl
Sheet 1 of 2
H- 5

49.5 Feet
Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
160
150
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-63
. , •.
· .. · .
. . .. . .
•. ·.- · . . .. . · .. · .
. . .. . .
•. ·.- · . . .. . · .. · .
. . .. . .
~~~---~---------------------------
·. · .. ·.
·. · .. ·.
·. · .. ·.
·. · .. ·.
·. · .. ·.
·. · .. ·.
~'.:.---~---------------------------
-
iii
NMG
@ 25' SAMPLE: Light gray fine to medium SAND, damp, medium dense, friable, micaceous.
@ 30' SAMPLE: Light gray silty fine SAND, damp, medium dense, friable, micaceous.
@ 35' SAMPLE: Upper: Light gray fine to medium SAND, damp, medium dense, friable, micaceous.

Lower: Light gray silty fine SAND, moist, medium dense, friable, micaceous.
@ 40' SAMPLE: Yellowish brown silty plastic CLAY, saturated, medium stiff, trace pinhole pores.
@ 45' SAMPLE: Yellowish brown clayey GRAVEL/gravelly CLAY, saturated, stiff, clay is highly plastic.
@ 48': Driller noted gravel, 1'-2" thick.
@ 50' SAMPLE: Strong brown plastic CLAY, saturated, stiff.

Notes:

Total Depth: 51.5 Feet.

Groundwater First Encountered at 50.9 Feet.

Static Groundwater Measured at 49.5 Feet After 10 Minutes.

Backfilled with Bentonite Cement Grout.

Patched with Cold Patch AC.

SP
SM
SP
CH
GC-CH
GC
CH
36 37
32 10
16 20
D-7
D-8
D-9
D-10
D-11
D-12
104.4
101.7
104.0
104.0
126.7
113.4

3.1 3.0

2.5 22.3

8.4 17.2
AREP/OC Vibe Anaheim, CA H- 5 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 10/6/20 Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 140
130
120
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-64
I
I
.. ·. · ...
.. ·. · ...
~ NMG
Surface: Parking Lot, 4" AC over 13" AB.

Artificial Fill, Undocumented (Afu)
@ 2': Rip-rap fragment within silty fine to medium SAND. @ 2.5' SAMPLE: Dark grayish brown silty fine to coarse SAND, moist, medium dense, friable, trace asphalt and gravel. @ 5' SAMPLE: Dark grayish brown silty fine to medium SAND, moist, medium dense, 2" diameter concrete fragment.

Alluvium (Qal)
@ 7.5' SAMPLE: Upper: Brown silty fine to medium SAND, moist, medium dense, abundant angular gravel.

Lower: Pale brown silty fine to medium SAND, damp, medium dense.
@ 10' SAMPLE: Upper: Pale brown to brown silty fine to medium SAND, damp, medium dense, friable, micaceous.

Lower: Pale brown fine to medium SAND, damp, medium dense, friable, micaceous.
@ 15' SAMPLE: Upper: brown silty CLAY, moist, stiff, pinhole pores, micaceous, FeO stained.

Lower: Brown silty very fine SAND, moist, loose, micaceous. @ 20' SAMPLE: Brown silty fine SAND, wet, loose, FeO stained, micaceous.

SM
SM/GP
SM
CL
SM
35 25
24 45
8 8
D-1
D-2
D-3
D-4
D-5
D-6
120.5
121.1
109.8
107.7
101.6
114.6

8.9 12.3

2.9 2.1

16.8 17.1
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California
CME 75 Hollow Stem
2R Drilling, Inc.
8/4/20 Logged
By
Drill Bit
Size/Type
Hammer
Data
11"
ZKH
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 51.5
162.2 msl
Sheet 1 of 2
H-12

30.4 Feet
Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
160
150
140
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-77
· .. ·.
· .. ·.
· .. ·. -
· .. ·.
~
) •. ;1· . ~ . :-.··. . ·w . .. ---~ ___________________________ J ~ · .. ·.
·. · .. ·. · .. ·.
~~~---~---------------------------
~----~---------------------------
....
· .. ·.
-
iii
NMG
@ 25' SAMPLE: Light gray silty to clean fine to medium SAND, very moist, friable, micaceous.
@ 30' SAMPLE: Gray silty fine SAND, saturated, medium dense, micaceous.
@ 35' SAMPLE: Gray silty fine to medium SAND, saturated, medium dense, friable, micaceous, trace coarse sand.
@ 40' SAMPLE: Strong brown silty CLAY, very moist to wet, trace pinhole pores, micaceous.
@ 45' SAMPLE: Brown clayey fine to medium SAND with gravel, saturated, very dense, micaceous.
@ 50' SAMPLE: Olive brown silty/sandy GRAVEL, saturated, very dense, friable.

Notes:

Total Depth: 51.5 Feet.

Groundwater First Encountered at 31.2 Feet.

Static Groundwater Measured at 30.4 Feet After 10 Minutes.

Backfilled with Bentonite Cement Grout.

Patched with Cold Patch AC.

SP-SM
SM
CL
SC
with
Gravel
GP
39 31
30 20
50/6"
50 D-7
D-8
D-9
D-10
D-11
D-12

88.8 87.8
103.2
114.7
136.4
123.8

33.3 23.5

21.5 16.9

6.0 4.6
AREP/OC Vibe Anaheim, CA H-12 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 10/6/20 Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 130
120
110
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-78
I
I
....
. ..
· ...
. .. . . ..
· ...
. .. . . ..
· ...
. .. .
• .. ·.·.: -- ~ ---------------------------
• • . 'SJ_
• .. ·.·.: . . .
• .. ·.·.: . . .
• .. ·.·.: . . .
• .. ·.·.: . . .
• .. ·.·.: . . .
. .. .
-- ----------------------------
iii
NMG
Surface: Parking Lot. Asphalt section not measured.

Artificial Fill, Undocumented (Afu)
@ 2.5' SAMPLE: Dark brown sandy CLAY, moist, very stiff, filter fabric in sample, rock fragment, metal debris.
@ 5' SAMPLE: Brown to dark brown clayey fine SAND with gravel, very moist, abundant gravel.
@ 7': Driller notes hard drilling, abundant rip-rap fragments in cuttings.
@ 7.5' SAMPLE: Brown clayey sandy GRAVEL, wet to saturated, very dense, asphalt fragments, abundant rock fragments. @ 10' SAMPLE: Brown clayey sandy GRAVEL, wet to saturated, very dense, asphalt fragments, abundant rock fragments.

Alluvium (Qal)
@ 15' SAMPLE: Light gray fine to coarse SAND, moist, medium dense, highly friable, micaceous, some silty sand and gravel. @ 20' SAMPLE: Light gray silty fine SAND, very moist, medium dense, friable, micaceous, FeO stained.

CL
SC
with
Gravel
GC
SP
SM
27 8
48 27
30 23
D-1
D-2
D-3
D-4
D-5
B-1
D-6
124.1

89.6 108.8
110.7
114.0
101.1
@ 9.2': Perched
groundwater within
gravel layer.

B-1 @ 15'-20' DS, MD,
GS

10.8 11.0

9.2 12.9

2.3 4.2
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California, Bulk
CME 75 Hollow Stem
2R Drilling, Inc.
8/5/20 Logged
By
Drill Bit
Size/Type
Hammer
Data
11"
ZKH
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 51.0
161.8 msl
Sheet 1 of 2
H-15

23.4 Feet
Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
160
150
140
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-83
I
I
I
I
----------------------------~
iii
NMG
@ 25' SAMPLE: Light gray silty fine to medium SAND, saturated, medium dense, friable, micaceous.
@ 30' SAMPLE: Light gray silty fine to medium SAND, saturated, medium dense, friable, micaceous.
@ 35' SAMPLE: Light gray silty fine to medium SAND, saturated, medium dense, friable, micaceous.
@ 40' SAMPLE: Upper: Light gray silty fine to medium SAND, saturated, medium dense, friable, micaceous.

Lower: Strong brown silty CLAY, saturated, very stiff, highly plastic. @ 45' SAMPLE: Olive brown fine to medium sandy GRAVEL,
saturated, very dense, angular gravel, micaceous, friable. @ 50' SAMPLE: Olive brown fine to medium sandy GRAVEL,
saturated, very dense, angular gravel, micaceous, friable.

Notes:

Total Depth: 51.0 Feet.

Perched Groundwater Encountered at 9.2 Feet Within Gravelly Fill.

True Groundwater First Encountered at 23.5 Feet.

Static Groundwater Measured at 23.4 Feet After 10 Minutes.

Backfilled with Bentonite Cement Grout.

Patched with Cold Patch AC.

SM
CL
GP
26 19
22 36
85/11"
50/6"
D-7
D-8
D-9
D-10
D-11
D-12
105.6
107.3
102.1
117.1

18.9 19.7

20.6 15.9

1.7 4.0
AREP/OC Vibe Anaheim, CA H-15 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 10/6/20 Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 130
120
110
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-84
I · .. ·.
. .
·. · .. ·. · .. ·.
. .
·. · .. ·.
· . . ·.
. . ·. · .. ·.
· . . ·.
. . ·. · .. ·.
· . . ·.
. . ·. · .. ·.
· . . ·.
. . ·. · .. ·.
· . . ·.
. . ·. · .. ·.
· . . ·.
. . ·. · .. ·.
· . . ·.
. . ·. · .. ·.
· . . ·.
. . ·. · .. ·.
-
-
---~-----------------------------
---~-----------------------------
-
iii
NMG
Surface: Parking Lot, 3.5" AC over 2.5" AB.

Artificial Fill, Undocumented (Afu)
@ 2.5' SAMPLE: Gray silty fine to medium SAND moist, very dense, trace asphalt fragments.
@ 5' SAMPLE: Gray silty fine to medium SAND moist, very dense, trace asphalt and glass fragments.
@ 7.5' SAMPLE: Very dark gray to black clayey fine to medium SAND, moist, medium dense, organic odor, 2" diameter concrete and rock fragments, micaceous.
@ 10' SAMPLE: Dark brown clayey fine to medium SAND, very moist, medium dense, abundant rock fragments, slightly organic odor.
@ 15' SAMPLE: Grayish brown to olive brown silty fine
SAND/sandy SILT, moist, very dense, mottled, 2" diameter concrete fragment.

Alluvium (Qal)
Tip: Olive brown silty fine SAND, moist, micaceous, homogeneous color.
@ 20' SAMPLE: Light gray to pale brown fine to coarse SAND, damp, medium dense, highly friable, trace gravel.

SM
SC
SM-ML
SM
SP
77 54
38 21
3"
42 D-1
D-2
B-1
D-3
D-4
B-2
D-5
D-6
125.9
117.9
119.2
116.8
113.1
104.4
B-1 @ 5'-10'
B-2 @ 10'-15'

9.6 4.9

9.2 12.3

17.0 1.4
Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

Comments
Modified California, Bulk
CME 75 Hollow Stem
2R Drilling, Inc.
8/3/20 Logged
By
Drill Bit
Size/Type
Hammer
Data
11"
ZKH
140 lbs. @ 30-inch drop
Approximate Ground
Surface Elevation (ft)
Total Depth
Drilled (ft) 51.5
175.0 msl
Sheet 1 of 2
H-17

33.0 Feet
Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
170
160
150
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-88
I
-
-
-
• .. ·.·.: . . .
• .. ·.·.: . . .
• .. ·.·.: . . .
• .. ·.·.: . . .
-
~-------------------------------
~ e -
;
~:
~ ~
~ :· ---~--------------------------- · ..
. .
: ....... • .. •.·.: ...
. . .
·:. • ... . •. • .. ·. ·.: ...
. . .
·. · .. ·.
~~~---~---------------------------
• .. ·.·. : · ....
·:. ·-:. •. • .. ·.·.:
· ....
·.-.· .. ·.•.
• .. ·.·.:
· ....
•.· ·-.·.·.
iii
NMG
@ 25' SAMPLE: Olive brown silty fine SAND, very moist,
micaceous.
@ 30' SAMPLE: Olive brown silty fine SAND and plastic CLAY, saturated, loose/stiff, interlayered, micaceous, root stained pores. @ 35' SAMPLE: Gray silty fine to medium SAND, saturated, medium dense, trace coarse sand lenses, micaceous/magnetite rich layer, 1/16" thick.
@ 40' SAMPLE: Light olive brown silty to clean fine to coarse SAND, saturated, medium dense, friable, micaceous.

Tip: Olive brown clayey fine SAND/sandy CLAY.
@ 45' SAMPLE: Olive brown silty plastic CLAY, saturated, micaceous.
@ 50' SAMPLE: Strong brown to brown clayey fine to coarse SAND, saturated, very dense, 2" diameter gravel.

Notes:

Total Depth: 51.5 Feet.

Groundwater First Encountered at 34.4 Feet.

Static Groundwater Measured at 33.0 Feet After 15 Minutes.

Backfilled with Bentonite Cement Grout.

Patched with Cold Patch AC.

SM
SM-CH
SM
SP-SM
SC-CL
CH
SC
23 11
33 19
9 80
D-7
D-8
D-9
D-10
D-11
D-12
113.8

99.4 100.0
106.2
102.3
120.5

12.0 22.2

21.1 15.9

24.0 7.5
AREP/OC Vibe Anaheim, CA H-17 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 10/6/20 Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 150
140
130
120
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-89
.. · .
.. ·.

I
I
~ NMG
Surface: Parking Lot, 3" AC over 8" AB.

Artificial Fill, Undocumented (Afu)
@ 2.5' SAMPLE: Brown silty fine SAND, moist, dense, slightly mottled with clayey fine sand in tip.
@ 5' SAMPLE: Gray clayey/silty fine to medium SAND, moist, dense, mottled, trace fine gravel, rock fragments.
@ 7.5' SAMPLE: No Recovery. Driller notes hard drilling, rip-rap fragments in cuttings.
@ 10' SAMPLE: Brown to dark gray clayey fine SAND/GRAVEL, wet to saturated (perched water), medium dense, abundant gravel.

Alluvium (Qal)
@ 15' SAMPLE: Gray to olive brown silty very fine SAND, very moist, medium dense, micaceous.
@ 20' SAMPLE: Gray silty to clean fine to coarse SAND, moist, dense, friable, micaceous.

SM
SM-SC
GC
SC-GC
SM
SP-SM
60 56
50/4"
30 15
47 D-1
D-2
D-3
D-4
D-5
D-6
124.4
125.7
128.2
100.4
108.1
B-1 @ 1'-7.5'

10.1 10.9

8.4 16.8

2.9 Date(s)
Drilled
Drilling
Company
Drill Rig
Type
Sampling
Method(s)
Approximate Groundwater Depth:

27.5 Feet
Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
0 5
10 15
20 25
160
150
140
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-90
■
. ...
·. •. · . . . .
. . . .
·. •. · . . . .
. . · ·. · .. · . . . .
·. • .. ·.
·-.· . . . .
·. • .. ·.
·-.· . . . .
·. • .. ·. 1--:' .••• .---~--------------------------- - • .. ·_·. · ...
·. ·. • . • .. ·_·. · ...
• .. -.·. · ...
iii
NMG
@ 25' SAMPLE: Upper: Pale brown to light gray fine to coarse SAND, very moist, medium dense, friable.

Lower: Light gray silty fine SAND, wet, medium dense, micaceous. @ 30' SAMPLE: Light gray silty fine to coarse SAND, saturated, medium dense, friable.
@ 35' SAMPLE: Light gray silty fine to coarse SAND, saturated, medium dense, friable.
@ 40' SAMPLE: Upper: Olive brown silty fine SAND, saturated, medium dense.

Lower: Strong brown silty CLAY, very moist to saturated, stiff, micaceous.
@ 45' SAMPLE: Upper: Strong brown silty CLAY, very moist to saturated, hard, micaceous.

Lower: Olive brown silty fine SAND with gravel, saturated, very dense.
@ 50' SAMPLE: Olive brown fine to medium sandy GRAVEL,
saturated, very dense, friable, micaceous, 2" diameter gravel.

Notes:

Total Depth: 51.0 Feet.

Groundwater First Encountered at 27.7 Feet.

Static Groundwater Measured at 27.5 Feet After 10 Minutes.

Backfilled with Bentonite Cement Grout.

Patched with Cold Patch AC.

SP
SM
CL
SM
with
Gravel
GP
29 23
65 31
50/6"
50/6"
D-7
D-8
D-9
D-10
D-11
D-12
111.7
109.4
107.4
114.5
104.7
129.0

4.2 17.0

20.6 17.4

16.7 6.3
AREP/OC Vibe Anaheim, CA H-18 Sheet 2 of 2
Template: HOLLOW STEM; Prj ID: 20065-01.GPJ; Printed: 10/6/20 Type
Elevation (ft)

SAMPLES OTHER
TESTS
and

REMARKS
USCS
Depth (ft)
MoistureContent (%)DryDensity (pcf)

MATERIAL DESCRIPTION
NumberBlowsper footGraphic Log
Anaheim, CA
PROJECT NO. 20065-01

LOG OF BORING
AREP/OC Vibe
25 30
35 40
45 50
55 130
120
110
Report: HOLLOW STEM; Project: 20065-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 10/6/20 E.1-91
I · .. ·. ~~~-------------------------------
· .. · . . . .
·. • .. ·.
·-.·.
·. • .. ·.
·-.·.
·. • .. ·.
·-.·.
·. • .. ·.
·-.·.
·. • .. ·.
·-.·.
·. • .. ·.
·-.·.
·. • .. ·.
·-.·.
·. • .. ·.
·-.·.

I
-
-
··---~--------------------------- -
-
;) ~ · .. • ---~--------------------------- - :·._,ti.
: I •
·· .I.
-~ _, •• _ - - ,-- - - - - - - - - - - - - - - - - - - - - - - - - - - ·•··
iii
NMG
Project: Langan Engr. & Env. Services
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
E. Katella Ave & S. Douglass Rd, Anaheim, CA Total depth: 49.63 ft, Date: 8/22/2019 CPT-D1-A
Location:

CPeT-IT v.2.3.1.8 - CPTU data presentation & interpretation software - Report created on: 8/25/2019, 3:14:07 PM 1 Project file:

E.1-280
I (J
I /4
1 6
l 6
2/4
?6
1 Ii
2 H, .._,,
.c 32
l )-j
Cl 16
:;s
•10
., 2
-1/4
I f,
., 6
SC
5 f,
:. 6
50 62
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Cone resistance qt
.. ,: ................... : ................. ..
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......... ··•!"'"""' .... , ..... 1 ....... , ......... , ................ . ~~ ~ 1:.-G £(;
Tip resistance (tsf)
0 2
-1
6 s
I C
I 2
I •1
I 5
I !i
22 2-1
H
§: :'! c
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l!i
l G
42 4·1
46 48
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60 62
f "1
Sleeve friction
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. ' ..... ~~-- ..... i' . ... ~ . ., ... .
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....... 1' .......... .. t .. ·· ........ :•··•"·· ' .. ·•· .. ' ' . . . ~ ' . . • i
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2 1 S E
Frie ti on ( tsf)
Pore pressure u C ~--~---~-----~
.,...._
,1
6 Ii
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............ ! .............. j. , .......... j ... ..

Pressure
Friction ratio
4- ...................... .
' ······•····•····••·1••--·--·····
......... ,)-.....
......... f··· ........ t•·"···· .. ·?·······"•·•
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l S ..::::::===--···· .. ··:· ........... f ........... . "E ... ; ........... .;. ..... ., .... .
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S/4
!. f,
!., 6
s
62 ......... !··--· ..... ,. ~ .. ,. --··t ......... r· .. ··• 6/4 )• ,_..._., .. •r•• •·
0 2 1 5
Rf(%)
_; I
L
.. •❖
Soil Beh,1·viourType
-------~
.j.
0 .,,.hiG ,~ii
Sll!id -<I ,iltr ,_,11~- 'S·o)J!I • •
dt,~ dtn, je,:,t,h~I
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:S••rol ,'.I. oil~ ,11m<I, . . Sil' ,~r,i ,$ !Sol'h :,ilt • Voit, 4tn,,r,, tffJ,i'I • , S·, '1111 ,t ,i(v oaJni
Cl~ ~, .... «~Y .. .T ,j; lro ll ' • ly •~n.(. . -Sil,t ,:s ~m .$ :,on&J ·,ift Cl'!f • Cl•J -Sil~ "'i~ndf,li ·,,rn&j ·,ilt' 1
•• I ... 'I
·1
Sonil ~ oilv ,rin4 "!
I
S iii 101"!1.S •nil: 1 ilt .
;:; oi,,1 -:l oilt·,,.n4
$ilj ,m,3,,on,l ,iJt., C l,v -3 •,ilt.· ~n
C IJI'.' ·,'· sl-lr i<l •r ~if,\ ;,~.ni,-l\ 'll'Otf. , ii¼ 1 'SilJ •nli,.:S • n&p ilt
,t--- ·c IIIJ b ,ilt •~•! _
:,·•NI ~ ,iit, "''n4
Sir.NI
I
J... ·t----··--·.;.. """i,:. -~ !."
f ......... i ........ i- ""'\·-· -:--- t : -';'••-h ••• -+- i ·!
.. ,.._. I
1 l - l 1
S BT (Rab ... rt:!;on. 2010)
I'
Project: Langan Engr. & Env. Services
Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
E. Katella Ave & S. Douglass Rd, Anaheim, CA Total depth: 51.05 ft, Date: 8/22/2019 CPT-D2
Location:

CPeT-IT v.2.3.1.8 - CPTU data presentation & interpretation software - Report created on: 8/25/2019, 3:14:30 PM 1 Project file:

E.1-281
0 2
4 l-1
?6
2 Ii
2 H, ..__,
.,;;; 32
l )-j
Cl
I f,
,u;
52 5-1
5 5
:. 6
50 62
6-1
Cone resistance qt
............... r·············--·--·
. . .................................. , ................ .. ........ ,:. ................... ~ .......... .
·•• ·········••:••·· ................ : .................. . . . --~ ................... ··I .................... .
··~•··•··•··•··•··•·· ..
;
..•.•.• r· ·.·.·.·.•.· ..·.r ... ~ .... ... .. .................. + .................. +.......... . i- ~ .............. 1-----·•-----••· ......... ·• .....
......... ,,j .. , ..... ,
1j ~ ,oc, £(;
Tip resistance (tsf)
0 2
-1
6 s
I C
I 2
I ··1
I 5
I !i
2D
22 2-1
26 l!i .,...._
~ :'! C
..£ ':I :? l ,, Cl .> 6
:rn
l G
42 -1·1
-16
-1-B
50 5-2
s ,1
:,5
ss
60 62
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!)
Sleeve friction
,j., ............ ••••••·•••••¢-•••·"'"'' •!•••••••·•••• ; •• •· ·• ••+ ... ··I
. . . . .... •··· ............................... . ' i "" ..... -··· ....... -·
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. = ............. _ , ........... : ....................... . . . . . .. . . . ....
i .......... ,............ ...... ..i .... ....... ; ............ . . I ; ....................................... .,. ........... ,.,, ........... . . . . . ' .......... ... 1, .................. , ..... , ....... ..

Frie ti on ( tsf)
Pore pressure u :: ~---~--~-------~
.,...._
,1
6 Ii
I :l
I 2
I -1
I ~
I !i
20 22
2 ,1
~ :!C·
..£ ~ :;!
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-16
-16
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60 62
5-1
: f . .!, ........ . -:,.. . ♦ .. .. .
' ............... ~ ................ + .............. . ~ ........ ; ........ ·•· .. i . ...... ...... t .. ····· ......... ? ............... . + ' .. . . .. .. • .. ... ' .... ' ...................... ~ ............ . i .... '" ... •· ~ +• ...... ' ...... : ............ .
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(', ............. --f······· ......... ? .... , .. ........ . : : :
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............ j .............. j . .......... j ... ..
• "'·<1• ......
0 Pressure
Friction ratio
.~, ........... t ........... .
""\ ....... ,. ........ .
····":'··· .. · .. ·· .. ,· .......... , ...................... . ,,...., ]~
.,;;; 3 2
g- 3-1 . . . ·~ .......... !'"'·•"·· t·· .. •· ............. .

Cl 3:;
"E . .. j ...... ,.,.,> ..... ., .....
1 :i
"2
·1 ·1
-1 5 .................... · ................. .. - . '18 so
!:, ,
. .
i.-.-.-.--.. .-.-.. ;.· .. .-·.·.-.-.-.-·.1.·--.-.·.-.-.·.· .~·:·.-.. ·.·.-.··.·.· ...

S-1 .. ... ~ ........... ; ........ ,:••· .... ··':'--··""'' !.6 "•+····· .. ··-·i· ... -...... ~ ... -................... . !., 6 . .. ·t
s .. ' .. ·+· ooo\•·" •• •• .,,,. .. ., .. , ",
62 64
0 2 1 5 !l
Rf(%)
I C
l 1
: li
5 1
Soil Behaviour Type
Cl;r, - Sr,•hd 1i,
..... ,i. ........ ,,
CJikf j !iJ-lr ,11.,,
<;••1111 3 :,ilt, ,.,. •• ,
~ ill .m.i' ~ ,. nir" ilt
'Silt Hno·~ "'""" ,ilt•
.~liit . : C l'!:I j !iii}" ,d·•;• • ent ,.-... ~ ·,. .• , ,,H . (: 1,v -:i. lilir •!I~ •
:'.: •illl ~ •~IV llln~
Sil~ ,.,..·~ •n~ !ilt 1
·t1~ • ' ··-
Sil) :,onl;-!i -..n-iJ ,ilt . CIJ!r S·~lt, <i• -1
Clm
·c,J, iC 1.,:, ~ ,ii\ ,wai •
Clf J :>ilf •~•
"ii•f dtm•" tlf ,"1il -•
.S-ar,1 J .;(t· :Mnoi"
·•" ~~n•~~> tfhiiil
!S·a'f>:l l\l ·,,;1\' :,iiJ.i. ••••• ;Z;,nd •
·····i
.. I
1 I ~ l- l1
S BT (Rob,9rt,son . 2010)
Soil Classification Chart Per ASTM D 2488
Primary Divisions Secondary Divisions
Group Symbol Group Name
COARSEGRAINED
SOILS
more than
50% retained
on No. 200
sieve
GRAVEL
more than
50% of
coarse
fraction
retained on
No. 4 sieve

CLEAN GRAVEL
less than 5% fines
GW well-graded GRAVEL
GP poorly graded GRAVEL
GRAVEL with
DUAL

CLASSIFICATIONS
5% to 12% fines
GW-GM well-graded GRAVEL with silt
GP-GM poorly graded GRAVEL with silt
GW-GC well-graded GRAVEL with clay
GP-GC poorly graded GRAVEL with clay
GRAVEL with
FINES
more than
12% fines
GM silty GRAVEL
GC clayey GRAVEL
GC-GM silty, clayey GRAVEL
SAND
50% or more
of coarse
fraction
passes
No. 4 sieve

CLEAN SAND
less than 5% fines
SW well-graded SAND
SP poorly graded SAND
SAND with
DUAL

CLASSIFICATIONS
5% to 12% fines
SW-SM well-graded SAND with silt
SP-SM poorly graded SAND with silt
SW-SC well-graded SAND with clay
SP-SC poorly graded SAND with clay
SAND with FINES
more than
12% fines
SM silty SAND
SC clayey SAND
SC-SM silty, clayey SAND
FINEGRAINED
SOILS
50% or
more passes
No. 200 sieve
SILT and
CLAY
liquid limit
less than 50%

INORGANIC
CL lean CLAY

ML SILT
CL-ML silty CLAY

ORGANIC
OL (PI > 4) organic CLAY
OL (PI < 4) organic SILT
SILT and
CLAY
liquid limit
50% or more

INORGANIC
CH fat CLAY
MH elastic SILT

ORGANIC
OH (plots on or
above “A”-line) organic CLAY
OH (plots
below “A”-line) organic SILT
Highly Organic Soils PT Peat

USCS METHOD OF SOIL CLASSIFICATION
Geotechnical & Environmental Sciences Consultants
Apparent Density - Coarse-Grained Soil
Apparent
Density
Spooling Cable or Cathead Automatic Trip Hammer
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
Very Loose < 4 < 8 < 3 < 5
Loose 5 - 10 9 - 21 4 - 7 6 - 14
Medium
Dense 11 - 30 22 - 63 8 - 20 15 - 42
Dense 31 - 50 64 - 105 21 - 33 43 - 70
Very Dense > 50 > 105 > 33 > 70
Consistency - Fine-Grained Soil
Consis- tency
Spooling Cable or Cathead Automatic Trip Hammer
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
Very Soft < 2 < 3 < 1 < 2
Soft 2 - 4 3 - 5 1 - 3 2 - 3
Firm 5 - 8 6 - 10 4 - 5 4 - 6
Stiff 9 - 15 11 - 20 6 - 10 7 - 13
Very Stiff 16 - 30 21 - 39 11 - 20 14 - 26
Hard > 30 > 39 > 20 > 26
LIQUID LIMIT (LL), %
PLASTICITY INDEX (PI), %
0 10
10 7
4 20
30 40
50 60
70 0
20 30 40 50 60 70 80 90 100
MH or OH
CL - ML ML or OL
Plasticity Chart
Grain Size
Description Sieve
Size Grain Size Approximate Size
Boulders > 12” > 12” Larger than
basketball-sized
Cobbles 3 - 12” 3 - 12” Fist-sized to
basketball-sized
Gravel
Coarse 3/4 - 3” 3/4 - 3” Thumb-sized to
fist-sized
Fine #4 - 3/4” 0.19 - 0.75” Pea-sized to
thumb-sized
Sand
Coarse #10 - #4 0.079 - 0.19” Rock-salt-sized to
pea-sized
Medium #40 - #10 0.017 - 0.079” Sugar-sized to
rock-salt-sized
Fine #200 - #40 0.0029 -

0.017”
Flour-sized to
sugar-sized
Fines Passing
#200 < 0.0029” Flour-sized and smaller
CH or OH
CL or OL
. .. . . . -------1-----------1
0 5
10 15
20 XX/XX
SM
CL
Bulk sample.

Modified split-barrel drive sampler.

No recovery with modified split-barrel drive sampler.

Sample retained by others.

Standard Penetration Test (SPT).

No recovery with a SPT.

Shelby tube sample. Distance pushed in inches/length of sample recovered in inches.

No recovery with Shelby tube sampler.

Continuous Push Sample.

Seepage.

Groundwater encountered during drilling.

Groundwater measured after drilling.

MAJOR MATERIAL TYPE (SOIL):

Solid line denotes unit change.

Dashed line denotes material change.

Attitudes: Strike/Dip
b: Bedding
c: Contact
j: Joint
f: Fracture
F: Fault
cs: Clay Seam
s: Shear
bss: Basal Slide Surface
sf: Shear Fracture
sz: Shear Zone
sbs: Shear Bedding Surface
The total depth line is a solid line that is drawn at the bottom of the boring.

DEPTH (feet)
Bulk SAMPLES Driven

BLOWS/FOOT
MOISTURE (%)

DRY DENSITY (PCF)
SYMBOL

CLASSIFICATION
U.S.C.S.

BORING LOG EXPLANATION SHEET

BORING LOG
20 IBORJNG lOG EXIPlJ'l\NAl!ON SH[E[El
Geotechnlcal & Environmental Sciences Consultants
0 10
20 30
40 24
16 88
34 20
38 12

5.3 5.1

17.5 100.7
115.8
106.2
SP-SM
SP
SM
SP
SP-SM
SP
SM
SP-SM
SM
CL
FILL:

Olive brown, moist, medium dense, poorly graded SAND with silt; few to little gravel; few gravel-sized concrete and asphalt fragments; trace clay.

Olive brown, moist, medium dense, poorly graded SAND with gravel.

Olive brown, moist, medium dense, silty SAND; trace gravel.

ALLUVIUM:

Grayish brown, moist, very dense, poorly graded SAND with gravel.

Grayish brown, moist, very dense, poorly graded SAND with silt; trace gravel; gravel rounded to sub-rounded.

Grayish brown, moist, medium dense, poorly graded SAND with gravel.

Olive brown, wet, medium dense, silty SAND.
@ 24' Groundwater encountered during drilling.

Gray, wet, very dense, poorly graded SAND with silt.

Grayish brown, wet, medium dense, silty SAND.

Reddish brown, wet, very stiff, lean CLAY.

FIGURE A- 1

BURRIS BASIN GWRS TURNOUT PROJECT

ANAHEIM, CALIFORNIA
211071001 | 12/21 DEPTH (feet) Bulk SAMPLES Driven BLOWS/FOOT MOISTURE (%) DRY DENSITY (PCF) SYMBOL CLASSIFICATION U.S.C.S.

DESCRIPTION/INTERPRETATION
DATE DRILLED 9/27/21 BORING NO. B-1
GROUND ELEVATION 182' ± (MSL) SHEET 1 OF
METHOD OF DRILLING 8" Hollow-Stem Auger (ABC Liovin Drilling) DRIVE WEIGHT 140 lbs. (Auto. Trip Hammer) DROP 30"

SAMPLED BY GM LOGGED BY GM REVIEWED BY MRM/MLP
2 Gootochnlc111J & Envlron,nc.nlat Sialo nc:aa Conautmn1a 40 50
60 70
80 26
11 50/5"
21 50/6"

10.8 126.4
CL
SC
ALLUVIUM: (Continued)
Reddish brown, wet, hard, lean CLAY.

Very stiff; sandy.

Reddish brown, wet, very dense, clayey SAND with gravel.

Dense.

Very dense.

Total Depth = 61.0 feet.

Groundwater was encountered during drilling at approximately 24 feet.

Backfilled with cement-bentonite grout on 9/27/21.

Notes:

Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report.

The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.

FIGURE A- 2

BURRIS BASIN GWRS TURNOUT PROJECT

ANAHEIM, CALIFORNIA
211071001 | 12/21 DEPTH (feet) Bulk SAMPLES Driven BLOWS/FOOT MOISTURE (%) DRY DENSITY (PCF) SYMBOL CLASSIFICATION U.S.C.S.

DESCRIPTION/INTERPRETATION
DATE DRILLED 9/27/21 BORING NO. B-1
GROUND ELEVATION 182' ± (MSL) SHEET 2 OF
METHOD OF DRILLING 8" Hollow-Stem Auger (ABC Liovin Drilling) DRIVE WEIGHT 140 lbs. (Auto. Trip Hammer) DROP 30"

SAMPLED BY GM LOGGED BY GM REVIEWED BY MRM/MLP
2 Gootochnlc111J & Envlron,nc.nlat Sialo nc:aa Conaultnnla I · I. lJ
I
I
I
I
I
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APPENDIX B
Previous Laboratory Testing
TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS
Project No. : 17-126 Project Name : MBI, Orangewood Avenue Improvement Project, Anaheim R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001R-18-001 A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002A-18-002 SM 17.5
606570
S-2
3040455055153035
120
05 102535404550
100105
8085909555606570
110
70 5
15202510
77 2.0
127.0

2.25 SM

SP-SMSP-SM
ML
140.8
CLCL
GC
SP-SM

9.7 130.7
CL 27.1
124.5
SM 10.4 126.4
146.3

20.8 131.819.216.2 120.7
CL

22.117.719.719.123.6

9.8 SM
CL
SM
Moisture
Content
ASTM
D2216
Total Unit
Weight ASTM
D2937
( % ) (pcf)
Pocket
Penetrometer
Torvane
Shear
Grain Size
Distribution
GR:SA:FI
Sand
Equivalent (CT217)
Atterberg
Limits ASTM
D4318
Soil-Minimum
Resistivity CT643
( LL/PL/PI ) (ohm-cm) (ppm) (ppm)
Soil- pH
CT-643
Soil-Moisture
Free Chloride
Content CT422
Soil-Soluble
Sulfate
Content CT417
2200 7.7 346

17.2 2.3
130.2136.5

19.127.4

0.25 6.9

15.6 133.0

15.2 129.524.7 125.624.021.112.0 135.318.5 130.214.424.5

6.9 10:89:13:71:26
0:95:5 N.P.

Boring No . Sample No. Sample Depth
Soil Identification
(group symbol)
ASTM
D2488/D2487
S-4
D-5
(%)
D-7
S-8S-6
D-1D-3
(ft) (tsf)
CL
(tsf)
D-9
S-10
D-11

11.2 D-21
S-22S-12
D-13
S-14S-16
D-15D-17D-14
S-9
D-10
S-11
D-12
S-18
D-19
S-20S-23S-13
D-4D-6D-2
S-3S-5S-7
D-8
GM 6.5
121.6

8.9 0.25

20.420.6 129.221.827.3

8.1 B-0S-1
ML
GC

SP-SMSP-SM
SP
S-24
115
20 8.0

11.612.2
3200
SM
MLMLML
CL
ML
CL
SP
SC to CL
ML
SMSM
CL
SMSMGC
581
N.P.
75 ML 21.3 125.8
S-15 75 ML 15.6
--- t
,...

TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS
Project No. : 17-126 Project Name : MBI, Orangewood Avenue Improvement Project, Anaheim A-18-002A-18-002A-18-002A-18-002A-18-002A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-003A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004A-18-004 S-15-2 75.5 ML 14.2 S-15-1 75 SP-SM 15.9
D-14 70 CL 18.3 131.4
S-13 65 SP 16.1 4:90:6
D-12 60 SP 7.1 119.0
S-11 55 SP-SM 11.6
D-10 50 CL 22.4 120.3
S-9 45 CL 18.9
D-8 40 SP-SM 4.3 109.0
S-7 35 CL 24.9
D-6 30 CL 25.4 120.2 34/20/14
S-5 25 SP-SM 10.7
841 43
D-4 20 SM 14.8
S-3 15 SM 17.9 3650 7.9
D-2 10 ML 27.2 119.2 0.25
S-1 5 SM 20.9
S-20 100 SP 9.4
D-19 95 SM 11.9 145.2
S-18 90 CL 19.6
D-17 85 ML 19.8 126.5
S-16 80 ML 16.9
D-15 75 ML 19.6 133.1
S-14 70 SP-SM 25.3
D-13 65 CL 28.1 121.4 1.0
S-12 60 GP-GC 5.7
D-11 55 CL 20.6 125.5
S-10 50 CL 18.7
D-9 45 CL 13.3 137.1 2.5
S-8 40 ML 17.3 3800 8.0 663 40
D-7 35 CL 25.3 119.9 0.5
S-6 30 CL 20.2
D-5 25 GP-GM 6.6 133.8
S-4 20 SC 9.4
S-2 10 CL 25.5
D-1 5 SP 11.3 124.3 4:92:4 N.P.

S-20 100 SP-SM 7.4S-19 95 SM 13.7
D-18 90 ML 20.2 131.8
S-17 85 ML 22.2
(ohm-cm) (ppm) (ppm)
D-16 80 SM 18.9 133.2
Soil-Moisture
Free Chloride
Content CT422
(ft) ( % ) (pcf) (tsf) (tsf) (%) ( LL/PL/PI )
Grain Size
Distribution
GR:SA:FI
Sand
Equivalent (CT217)
Atterberg
Limits ASTM
D4318
Soil-Minimum
Resistivity CT643 Soil- pH CT-643
Soil-Soluble
Sulfate
Content CT417 Boring No . Sample No. Sample Depth
Soil Identification
(group symbol)
ASTM
D2488/D2487
Moisture
Content
ASTM
D2216
Total Unit
Weight ASTM
D2937
Pocket
Penetrometer
Torvane
Shear
--- t
,...

TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS
Project No. : 17-126 Project Name : MBI, Orangewood Avenue Improvement Project, Anaheim A-18-004A-18-004A-18-004A-18-004A-18-004
R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005R-18-005 D-22 110 SP-SM 10.1 122.7 S-21 105 SM 21.1
D-20 100 ML 19.6 132.7 3.5
S-19 85 CL 21.6
D-18 90 SM 13.6 135.2
S-17 85 CL 21.5
D-16 80 SP-SM 11.0 134.9
S-15 75 SM 10.1
D-14 70 GP-GC 7.1
S-13 65 CL 21.0 1.0
D-12 60 SM 17.4 124.2
S-11 55 CL 21.3
D-9 45 CL 19.0 129.3 1900 7.7 950 12
S-8 40 SM 20.3 2.5
S-7 35 SC 14.0
D-6 30 ML 27.3 121.9 0.5
S-5 25 SP-SM 24.6
D-4 20 SM 16.7 120.5 2:84:14 N.P.

S-3 15 SP-SM 10.7
D-2 10 SP-SM 10.3 118.0
S-1 5SM 9.9
D-20 100 SP-SM 7.9 148.2
S-19 95 SP 8.9
D-18 90 SM 9.7 132.0
S-17 85 SM 20.4
(ohm-cm) (ppm) (ppm)
D-16 80 SM 21.1 125.6
Soil-Moisture
Free Chloride
Content CT422
(ft) ( % ) (pcf) (tsf) (tsf) (%) ( LL/PL/PI )
Grain Size
Distribution
GR:SA:FI
Sand
Equivalent (CT217)
Atterberg
Limits ASTM
D4318
Soil-Minimum
Resistivity CT643 Soil- pH CT-643
Soil-Soluble
Sulfate
Content CT417 Boring No . Sample No. Sample Depth
Soil Identification
(group symbol)
ASTM
D2488/D2487
Moisture
Content
ASTM
D2216
Total Unit
Weight ASTM
D2937
Pocket
Penetrometer
Torvane
Shear
Ultimate : Shear Type : Peak :

Boring No. : 0.22 (ksf) 0.17 (ksf)
Sample No. : 10.63 (kPa) 8.04 (kPa)
Depth (ft/m) : 15.0 0.00 Friction Angle ( ) : 45.64 Degree 32.60 Degree Description : Dark olive brown, SILTY SAND (SM) Shear Rate (inch/minute) : 0.02

VOID NORMAL STRESS
(pcf) (kN/m3
) RATIO (ksf) (kPa) (ksf) (kPa) (ksf) (kPa)
117.12 18.43 0.44 1.00 47.88 0.97 46.54 0.71 33.90
114.99 18.10 0.47 2.00 95.76 2.68 128.13 1.60 76.42
116.75 18.38 0.44 4.00 191.52 4.18 199.95 2.68 128.13

0.00 0.00 0.22 10.63 0.17 8.04

4.0 191.52 4.31 206.47 2.73 130.51
Figure No.

MBI, Orangewood Avenue Improvement Project, Anaheim
D-3

MOISTURE

10.31 DRY DENSITY
CONTENT (%)

9.36 Project No. :

9.68 SYMBOL
DIRECT SHEAR TEST (ASTM D3080) 17-126 Date :

ULTIMATE STRESS
Strength Intercept (C) :

PEAK STRESS
Ultimate
Inundated Undisturbed
Peak
R-18-001

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
Shear Stress in (ksf)
Horizontal Deformation (inch)

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Shear Stress in (ksf)
Normal Stress (ksf)
_J ' =--r.- ---===::J :=j___ --+-
i K-- __J __J-___r_:___ --I -+- -~ I--..- -\-
·!-------- L_=
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: : 1r 1::b : H : ""'

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I I I ·1- - , I I ± I I I I I I I
.::+--1-::a. · T I I I - ± ± ± ± .J.

I I I 1 1 '+--b ~
- :• T I I I ~
... ... .... ...L ---

I I I I
_ I I I I --+--!-=__.---,- .., "'i" T T T - 1- rT T
t-+44 I :::Li L ±± I J I .L±±::
~-·'· .J.

T T t=r 1 ' ~ tt=: ..-.------ T T T T 1---+... ~ "I" .,- I I I r t =t t=T=

7. ±.±L- _,_ ... - + .......... ... _ 1-4l-l- ~ -;-___, ....,. ...... I I I ... _ --
.... --+----1-----f ·-_ T l :i: T I ___: ti ~ c-----+-- ~ -+ + r=r- -'
-·-~ - ~ ~.:.--~ ~ L +-+- .c~ .c .c .c
~ 8- +- ->--------+ ---+--- -t=r- =J T A ~ --+--T - 111;_[ ,Jf:T---~ ... ... - - Ti ;.:t- I- --+-+- .I: ------ --+ -- -+--+- +- I -
0 '""" -- "
f-+- -, '- - --..
i± 1----' - }£
,------,
, ___ ,
I
• • ....
----WAJ..1- Earth Mechanics~ lnc.
"' 1 'f • ' G cote-h n i cal und ~-llrl h q uu kc f, n21n ~cr1n~ Ultimate : Shear Type : Peak :

Boring No. : 0.82 (ksf) 0.22 (ksf)
Sample No. : 39.07 (kPa) 10.63 (kPa)
Depth (ft/m) : 40.0 0.00 Friction Angle ( ) : 33.66 Degree 32.16 Degree Description : Dark yellowish brown, SILTY SAND (SM) Shear Rate (inch/minute) : 0.02

VOID NORMAL STRESS
(pcf) (kN/m3
) RATIO (ksf) (kPa) (ksf) (kPa) (ksf) (kPa)
111.65 17.57 0.51 2.00 95.76 2.08 99.40 1.42 67.80
112.32 17.68 0.50 4.00 191.52 3.59 171.79 2.83 135.60
110.75 17.43 0.52 8.00 383.04 6.11 292.45 5.22 249.93

0.00 0.00 0.82 39.07 0.22 10.63

8.0 383.04 6.14 294.17 5.25 251.45
Figure No.

Inundated Undisturbed
A-18-002
Strength Intercept (C) : D-8 Peak Ultimate

SYMBOL MOISTURE DRY DENSITY PEAK STRESS ULTIMATE STRESS CONTENT (%)

14.36 13.19

12.94 MBI, Orangewood Avenue Improvement Project, Anaheim DIRECT SHEAR TEST (ASTM D3080) Project No. : 17-126 Date :

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 5.5

6.0 6.5

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
Shear Stress in (ksf)
Horizontal Deformation (inch)

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 5.5

6.0 6.5

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 Shear Stress in (ksf)
Normal Stress (ksf)
• • .A
- ~~~~-=i:;r----~-----------
:::i:::t:::
±ti± ±±±± ±±±± ±±±± ±±±± ±±±± ±±±± ::I±±± ::I±±± ::I±±± ±±±± ±±±± :::t:±£E ±±t± ±±:;±:;!;;; == ++++ ++++ ++++ == ++++
~~ w - = = =- j a ~~=
0 I
e=;::

C
Earth Mechanics~ lnc.
~,.._1; -Gc-ot-e-h-ni-cal-uu-d -~-•r-lh-qu-uk-, f-n2-,n~-cr-11r~- Ultimate : Shear Type : Peak :

Boring No. : 0.04 (ksf) 0.04 (ksf)
Sample No. : 1.72 (kPa) 1.72 (kPa)
Depth (ft/m) : 10.0 0.00 Friction Angle ( ) : 44.34 Degree 32.25 Degree Description : Olive brown, Poorly graded SAND with SILT (SP-SM) Shear Rate (inch/minute) : 0.02

VOID NORMAL STRESS
(pcf) (kN/m3
) RATIO (ksf) (kPa) (ksf) (kPa) (ksf) (kPa)
103.88 16.35 0.62 0.50 23.94 0.58 27.58 0.37 17.81
102.08 16.07 0.65 1.00 47.88 0.94 44.82 0.64 30.45
104.28 16.41 0.62 2.00 95.76 2.02 96.53 1.31 62.63

0.00 0.00 0.04 1.72 0.04 1.72

2.0 95.76 1.99 95.29 1.30 62.13
Figure No.

Inundated Undisturbed
R-18-005
Strength Intercept (C) : D-2 Peak Ultimate

SYMBOL MOISTURE DRY DENSITY PEAK STRESS ULTIMATE STRESS CONTENT (%)

10.27 9.51

9.20 MBI, Orangewood Avenue Improvement Project, Anaheim DIRECT SHEAR TEST (ASTM D3080) Project No. : 17-126 Date :

0.0 0.5

1.0 1.5

2.0 2.5

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
Shear Stress in (ksf)
Horizontal Deformation (inch)

0.0 0.5

1.0 1.5

2.0 2.5

0.0 0.5 1.0 1.5 2.0 2.5
Shear Stress in (ksf)
Normal Stress (ksf)
I I I I I I I -!-I- ! I

I I I I I I

I I I I I I I I I

I I I I I
I I I I I I I I I I I I I .. I I I
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Earth Mechanics~ lnc. ~,...., -G-·co-te--h-ni-ca-J a-nd-~-.11,-,h-qu-,- ... ,-f,-nl!-,n-~~-,11-,~- Boring
No.

Sample
No.

Depth
(ft)
Dry
Density
(pcf)
Moisture
Content
(%)
Conf.

Stress
(ksf)
10% Axial
Strain Dev.

Stress (ksf)
Initial
Saturation
(%)
A-18-004 D-6 30 96.4 25.38 2.44 1.55 91.7
17-126 Date : 03/04/19 Figure No. :

MBI, Orangewood Avenue Improvement
Project, Anaheim
Soil Type
Dark yellowish brown,
SANY lean CLAY (CL)
Project No. :

UNCONSOLIDATED UNDRAINED TEST
(ASTM D2850)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Deviatoric Stress (ksf)
Axial Strain (%)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
Shear Stress (ksf)
Normal Stress (ksf)
1,,..--- ~ ... -,
- _,r
~
.,..,--
f" rv
r ~
I'
I
I
/' --..........
/ "' f \
I 1
~- Earth Mechanics, Inc. . Gc-otcchnical and E11.rthqu ke Eni;tineering I
Boring
No.

Sample
No.

Depth
(ft)
Dry
Density
(pcf)
Moisture
Content
(%)
Conf.

Stress
(ksf)
10% Axial
Strain Dev.

Stress (ksf)
Initial
Saturation
(%)
A-18-005 D-6 30 94.5 27.35 2.44 1.02 94.3
17-126 Date : 03/04/19 Figure No. :

Olive brown, SANY SILT
(ML)
Project No. :

UNCONSOLIDATED UNDRAINED TEST
(ASTM D2850)
MBI, Orangewood Avenue Improvement
Project, Anaheim
Soil Type

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Deviatoric Stress (ksf)
Axial Strain (%)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Shear Stress (ksf)
Normal Stress (ksf)
- ~ ...---
L.....---- .,.....-~
_/
_.,/' __.... __,
,,/ ,--
,..,r-/
:rr
/" ~
V ~
I \
~- Earth Mechanics, Inc. . Gc-otcchnical and E11.rthqu ke Eni;tineering I
Boring
No.

Sample
No.

Depth
(ft)
Dry
Density
(pcf)
Moisture
Content
(%)
Conf.

Stress
(ksf)
10% Axial
Strain Dev.

Stress (ksf)
Initial
Saturation
(%)
R-18-001 D-11 55 104.9 19.72 4.46 3.42 87.8
17-126 Date : 03/04/19 Figure No. :

Dark yellowish brown,
SANDY lean CLAY (CL)
Project No. :

UNCONSOLIDATED UNDRAINED TEST
(ASTM D2850)
MBI, Orangewood Avenue Improvement
Project, Anaheim
Soil Type

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Deviatoric Stress (ksf)
Axial Strain (%)

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0
Shear Stress (ksf)
Normal Stress (ksf)
L...--i..--
__,,,. l..--"' -- _... ~~
_... _,,,..,.~
/ ,,....,..-
JO_./
/
_.,,,
/
r
....-- ---......
/
V "' I \
I \
~- Earth Mechanics, Inc. . Gc-otcchnical and E11.rthqu ke Eni;tineering I
Boring No. : A-18-003 Liquid Limit : - Void
Sample No. : D-7 Plastic Limit : - (pcf) (kN/m3
) Ratio
(ft) : 35.0 36.5 Plastic Index : - Initial 93.17 14.66 0.81 (m) : 10.68 11.13 Specific Gravity : 2.70 Final 103.62 16.31 0.63

0.25 0.25 0.50 1.00 2.00 4.00 8.00 2.00 0.25

1.12 1.42 2.18 3.87 6.32 9.06 12.57 11.98 10.07
Depth

24.25 80.91

21.31 91.81
Dry Density
Content (%)
Percent
Saturation
Moisture
( ASTM D-2435 / CT-219 ) Project No. : 17-126 03/15/19

CONSOLIDATION TEST
: Dark brown, Lean CLAY with SAND (CL)
MBI, Orangewood Avenue Improvement Project,
Anaheim
Description

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0

10.0 11.0

12.0 13.0

14.0 0.1 1.0 10.0
Percent Change in Height
Compressive Stress in (ksf)
Natural Moisture
Sample Submerged
Rebound
~
..,.._
l.... _,.__
r---,.... __ --, ~ ' ~
~ ~.
" ~ ~ \
\
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I I
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~ Earth Mechanics, Inc.
{;c<11~chnic11I mnd EMrthqunk• F.n11-ineerin~
-
Boring No. : R-18-001 Liquid Limit : - Void
Sample No. : D-15 Plastic Limit : - (pcf) (kN/m3
) Ratio
(ft) : 75.0 76.5 Plastic Index : - Initial 105.09 16.54 0.60 (m) : 22.88 23.33 Specific Gravity : 2.70 Final 110.62 17.41 0.52

0.25 0.25 0.50 1.00 2.00 4.00 8.00 16.00 2.00 0.25

0.92 0.61 0.91 1.33 2.21 3.42 5.34 7.42 6.38 4.99
Depth

20.82 93.08

18.92 97.50
Dry Density
Content (%)
Percent
Saturation
Moisture
( ASTM D-2435 / CT-219 ) Project No. : 17-126 03/15/19

CONSOLIDATION TEST
: Dark brown, SANDY SILT
MBI, Orangewood Avenue Improvement Project,
Anaheim
Description

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 0.1 1.0 10.0 100.0
Percent Change in Height
Compressive Stress in (ksf)
Natural Moisture
Sample Submerged
Rebound
11 I
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~ Earth Mechanics. Inc.
t;cor.:chnh:nt mnd EMrthqunkr F.n,z.ineerinl,!
Medium Fine
Boring Sample
Number Number
R-18-001 D-5 25 SP-SM
Remark
Project No. : Date : 02/21/19 Figure No. :

U.S.C.S. Depth Soil Color
Cobbles
( ft ) ( m )
Coarse Fine
Gravel
US Standard Sieve Sizes
Symbol Soil Description
Hydrometer Analysis
Sand Silt or Clay
(ASTM D-422)
17-161
MBI, Orangewood Avenue Improvement
Project, Anaheim
Poorly graded sand with silt

GRAIN SIZE ANALYSIS
dark brown

0.0 10.020.030.040.050.060.070.080.090.0
100.0
1000 100 10 1 0.1 0.01 0.001
Percent Finer By Weight (%)
Grain Size (mm)
6" 5" 4" 3" 2.5" 1.5" 2" 3/8" 1" 3/4" #4 1/2" #8 #40 #50 #10 #16 #20 #30 #60 #100 #200 Coarse
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' 1 ' GcQtechnicnl and farll1qua&.r ~-ngiu~erin~
I
Medium Fine
Boring Sample
Number Number
A-18-004 S-13 65 SP-SM
Remark
Project No. : Date : 02/21/19 Figure No. :
very dark brown Poorly graded sand with silt
(ASTM D-422)
17-161
Coarse Fine
Symbol Depth Soil Color Soil Description ( ft ) ( m ) U.S.C.S.

MBI, Orangewood Avenue Improvement
Project, Anaheim GRAIN SIZE ANALYSIS
US Standard Sieve Sizes Hydrometer Analysis
Cobbles Gravel Sand Silt or Clay

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------ \ ' I I ' ' I I I I I I I I ' I I I I ' I I I I I ' I I I I I I I I ' I ' ' I I ' I ' I I . ' I
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•
•'• A .I I, Earth Mechanics, r nc.
•• f 1 I
GCQl•thnic>1l •nd fdrlh(IUl!.l.c b1~ill\'crin~
I
Project Name: MBI, Orangewood Ave. Improvement P
Project Number: 17-126
Boring No.: A-18-007
Sample No.: B-0 Depth (ft.): 0-5
Location: N/A
Soil Description: Silty Sand
Mold Number D F E
Water Added, g 77 74 61
Compact Moisture(%) 12.2 11.9 10.5
Compaction Gage Pressure, psi 290 290 350
Exudation Pressure, psi 201 481 790
Sample Height, Inches 2.6 2.5 2.6
Gross Weight Mold, g 3033 3027 3008
Tare Weight Mold, g 1964 1964 1954
Net Sample Weight, g 1069 1062 1054
Expansion, inchesx10-4 8 9 23
Stability 2,000 (160 psi) 14/27 15/26 12/21
Turns Displacement 5.11 4.53 5.00
R-Value Uncorrected 71 74 77
R-Value Corrected 73 74 78
Dry Density, pcf 111.0 115.1 111.1
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.52 0.50 0.41
G.E. by Expansion 0.03 0.03 0.08
Gf = 1.34, and 0.0 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
(by Exudation)

R-VALUE
73 *N/A
73 R-VALUE TEST DATA
ASTM D2844
Tested By:

Computed By: 03/12/19
Date:

Date:

Date:
03/11/19
Checked By: 03/15/19
ST
KM
AP
0 10
20 30
40 50
60 70
80 90
100
100200300400500600700800 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
AP Engineering and Testing, Inc.
~ D8EIMBEISBE
- ~ ~ - 2607 Pomona Boulevard I Pomona, CA 91768
- t . 909.869.6316 I f. 909.869.6318 I www.a12laboratOrl/:.COm I i i I i i ~
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COMPACTION TEST
Client: Earth Mechanics Inc. AP Number: 19-0312
Project Name: MBI, Orangewood Ave. Improvement Project Tested By: AM Date: 03/13/19 Project No. : 17-126 Calculated By: JP Date: 03/14/19
Boring No.: A-18-007 Checked By: AP Date: 03/14/19
Sample No.: B-0 Depth(ft.): 0-5
Visual Sample Description: Silty Sand
Compaction Method X ASTM D1557
ASTM D698
METHOD A Preparation Method Moist
MOLD VOLUME (CU.FT) 0.0333 X Dry
Wt. Comp. Soil + Mold (gm.) 3751 3830 3851 3820
Wt. of Mold (gm.) 1837 1837 1837 1837
Net Wt. of Soil (gm.) 1914 1993 2014 1983
Container No.

Wt. of Container (gm.) 139.27 150.12 142.59 147.31
Wet Wt. of Soil + Cont. (gm.) 326.28 346.30 336.73 346.89 Dry Wt. of Soil + Cont. (gm.) 311.87 327.27 314.45 320.84 Moisture Content (%) 8.35 10.74 12.96 15.01
Wet Density (pcf) 126.59 131.81 133.17 131.15
Dry Density (pcf) 116.83 119.03 117.89 114.03
Maximum Dry Density (pcf) 119.3 Optimum Moisture Content (%) 11.8 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED
X METHOD A: Percent of Oversize: 0.2%
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
METHOD B: Percent of Oversize: N/A
Soil Passing 3/8 in. (9.5 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
METHOD C: Percent of Oversize: N/A
Soil Passing 3/4 in. (19.0 mm) Sieve
Mold : 6 in. (152.4 mm) diameter
Layers : 5 (Five)
Blows per layer : 56 (fifty-six)
100
110
120
130
140
0 10 20 30 40
Dry Density (pcf)
Moisture (%)
100% Saturation @ S.G.= 2.6
100% Saturation @ S.G.= 2.7
100% Saturation @ S.G.= 2.8
AP Engineering and Testing, Inc.
~n.._ ~ DBEjMBE(SBE
2607 Pomona Boulevard I Pomona, CA 91768
- t. 909,869,6316 I f. 909,869 .6318 I www.aplaboratory.r:om □
□
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BROOKS STREET PARTNERS MANAGEMENT, LLC
HGEI Project No: 20-01-3950
July 29, 2020 (Revised)

Page 20 ends

1590 N. Brian Street, Orange, CA 92867-3406 FAX (714) 637-3096 PHONE (714) 637-3093 Please visit our website at www.harringtongeotechnical.com Sieve Analysis (ASTM D6913/D6913M-17)
Sieve analyses were conducted on samples to confirm the visual-manual classification of the soils. Graphs of the results are presented on Plate B-67.

TABLE 1
Expansion Index Test Results (ASTM D4829)
Sample Id.

Moisture Content (%) Dry Unit Weight (pcf) Calculated
Expansion
Index
Expansion
Initial Final Initial Final Potential
B-3 @ 0’-3’ 8.7 14.6 113.2 113.3 0 Very Low
B-13 @ 0’-3’ 8.4 12.8 115.7 115.9 0 Very Low
B-17 @ 3’-6’ 9.1 12.8 114.8 115.1 0 Very Low
TABLE 2
Corrosivity Test Results (EPA 300.0, 9045C/CT643)
Sample ID Water-Soluble
Sulfate (%)
Chloride (%) pH Resistivity
(ohm/cm)
B-3 @ 0’-3’ 0.0011 ND 8.1 8873
B-7 @ 2’-4’ ND ND 8.3 17,025
B-13 @ 0’-3’ ND ND 8.4 13,530
B-17 @ 3’-6’ ND ND 8.4 15,855
ND - non-detectable
TABLE 3
Compaction Test Results (ASTM D1557-12ɛ1)
Sample ID Maximum Dry Density, pcf Optimum Moisture
Content, %
B-4 @ 0’-3’ 118.0 12.0
B-9 @ 2’-5’ 124.0 8.5
B-17@3’-6’ 125.5 8.5
~ ...

0.0 0.2

0.4 I h...__
---r--.....

0.6 N ~

0.8 ~~

1.0 s 1.2
T
R 4~
A 1.4 I
~ N
% 1.6 \

1.8 ~
\ 2.0

2.2 \
\

2.4 ◄~ \
-""--4 ...... \ -r------._ r--- 2.6 -
- ------r--... ~ 2.8
100 1,000 10,000
Legend STRESS, psf
0 Before water
• After water
Specimen Identification Classification DD MC%
• B-5 22.5 SAND(SW) 100 18
Ill
..
*
0 0
PROJECT Angel's Stadium Master Plan - Anaheim, CA JOB NO. 20-01-3950 DATE 4/22/20

CONSOLIDATION TEST
HarrinGto~ h . 1 eo Ee orca. ... ng1neering, Inc . PLATE B-10 r- "'I
1,600 (/ 1,400 /
// /
1,200 1/ s
E
H / 1,000 .//2 A
R
.S 4 T
R 800 1/ Cbp = 34_5• Cbu = 30.5° ~
E
N /) G
T Cp= 90 psf Cu= 90 pst H
p 600 ~
J/ s
f
400
200
/'
/
0 0 500 1,000 1,500 2,000 2,500
NORMAL PRESSURE, psf
Specimen Identification Classification DD MC%
• B-4 o.o SIL TY SAND (SM) (Peak) (Remolded) 104 18
Ill B-4 0.0 (Ultimate)
PROJECT Anaheim Ball Park - Anaheim, CA JOB NO. 20-01--3950 DATE 4122/20

SHEAR TEST DIAGRAM
HarrinGto~
eo Echoical . PLATE B-41 ... "'- ngmeermg, Inc.
r ~
1,600 / / 1,400 /
/ / / / 1,200
v:: vv
s
H /
E 1,000 V V A
R
s ./ T
R 800 E V N
~ G
T
(J)p = 34° cDu = 31.5° H
/
p 600 V / C p = 120 psf Cu = so
-
s psf f
400 ~
~ v
200 /
V
0 0 400 800 1,200 1,600 2,000
NORMAL PRESSURE, psf
Specimen Identification Classification DD MC%
• B-5 20.0 SAND (SP) (Peak) 91 25
IZI S-5 20.0 (Ultimate)
PROJECT Anaheim Ball Park - Anaheim, CA JOB NO. 20-01-3950 DATE 4/17/20

SHEAR TEST DIAGRAM
HarrinGton h . I
eo Ec n1ca . i... ngmeenng, Inc. PLATE B-42 ~
~ ...
1,800 /
1,600
/'
/
/ / 1,400 V ~ / s 1,200 /
H
E / /v
A
.. / R / s 1,000 V T / V R / E
N
G 800 T V V H (J)p = 37° Cl>u = 31.5° / p
s / C p = 220 pst Cu = go f 600 psf -
v- V
/ / 400 /
/ ~
200 / /
V
0 0 400 800 1,200 1,600 2,000
NORMAL PRESSURE, psf
Specimen Identification Classification DD MC%
• B-5 30.0 SAND {SP) (Peak) 105 20
ll'J 8-5 30.0 (Ultimate)
PROJECT Anaheim Ball Park - Anaheim, CA JOB NO. 20-01-3950 DATE 4/17/20

SHEAR TEST DIAGRAM
HarrinGto~ h _ 1 ea Ee n1ca . PLATE 843 _. .... ng1neer1ng, Inc .

CITY OF ANAHEIM
HGEI Project No 21- ANA -0491
July 21, 2021

Page 20 ends

1590 N. Brian Street, Orange, CA 92867-3406 FAX (714) 637-3096 PHONE (714) 637-3093 Please visit our website at www.harringtongeotechnical.com TABLE 1
Water-Soluble Sulfate (EPA 300.0)
Sample ID Water-Soluble Sulfate (%)
B-2 @ 0’-2.5’ ND
ND non-detectable

SAMPLE STORAGE
Soil samples presently stored in our laboratory will be discarded 30 days after the date of this report unless this office receives a written request to retain the samples for a longer period.

Note that prolonged storage will result in sample degradation and may render them unsuitable for testing.

I
I

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2.2

2.4 2.6

2.8 100 1,000 10,000
S
T
R
A
I
N
%
STRESS, psf

CONSOLIDATION TEST
97 5
Specimen Identification Classification DD MC%
B-1 7.5 Gravelly Sand (SW)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/19/21
Engineering, Inc. PLATE B-1 Geot chnical H tonarrin
~ ~
~
~"
" "-•
j\_
"' ~
~
~
\
\
f\...
\
0---r--
r---. - I\ --r-----.__ \
------ I\ - -----r--r--•
•
.. ...

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 5.5
100 1,000 10,000
S
T
R
A
I
N
%
STRESS, psf

CONSOLIDATION TEST
96 5
Specimen Identification Classification DD MC%
B-1 20.0 Medium Sand (SP)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/19/21
Engineering, Inc. PLATE B-2 Geot chnical H tonarrin
~ ~
◄ ...___
" ~ I'-
"'-•
t~
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.... ~ I"-. ~ ,_ -~ I"-.
-
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0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2.2

2.4 2.6

2.8 100 1,000 10,000
S
T
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A
I
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%
STRESS, psf

CONSOLIDATION TEST
97 4
Specimen Identification Classification DD MC%
B-2 5.0 Fine to Coarse Sand (SW)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/19/21
Engineering, Inc. PLATE B-3 Geot chnical H tonarrin
~ ~
◄\
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1.0 1.5

2.0 2.5

3.0 3.5
100 1,000 10,000
S
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%
STRESS, psf

CONSOLIDATION TEST
94 4
Specimen Identification Classification DD MC%
B-3 5.0 Silty Sand (SM)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/19/21
Engineering, Inc. PLATE B-4 Geot chnical H tonarrin
~ ~
-~ I'--.._
' -----..
-~ '\
I'-.
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0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2.2

2.4 2.6

2.8 100 1,000 10,000
S
T
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A
I
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%
STRESS, psf

CONSOLIDATION TEST
99 5
Specimen Identification Classification DD MC%
B-4 7.5 Fine to Medium Sand (SW)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/19/21
Engineering, Inc. PLATE B-5 Geot chnical H tonarrin
~ ~
◄......___
I'--I"-
'---4•
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r-------r-- ""--1 I\ ._ -- ------------- \ re--~ \-
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0 200
400
600
800
1,000
1,200
1,400
1,600
0 500 1,000 1,500 2,000 2,500
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S
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H
p
s
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NORMAL PRESSURE, psf

SHEAR TEST DIAGRAM
95 10
Specimen Identification Classification DD MC%
B-1
B-1

5.0 5.0
Gravelly Sand (SW), (Peak)
(Ultimate)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/21/21
Engineering, Inc. PLATE B-6 Geot chnical H tonarrin
~ ~
,/
/
/ V
/
~ V
•
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f v
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0 200
400
600
800
1,000
1,200
1,400
1,600
0 500 1,000 1,500 2,000 2,500
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S
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H
p
s
f
NORMAL PRESSURE, psf

SHEAR TEST DIAGRAM
97 19
Specimen Identification Classification DD MC%
B-1
B-1

17.5 17.5
Medium Sand (SP), (Peak)
(Ultimate)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/21/21
Engineering, Inc. PLATE B-7 Geot chnical H tonarrin
~ ~
) //
~ /
/ 1/
// V
/2 1/
//
~ 1/
c
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0 200
400
600
800
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1,200
1,400
0 500 1,000 1,500 2,000 2,500
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N
G
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H
p
s
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NORMAL PRESSURE, psf

SHEAR TEST DIAGRAM
102 19
Specimen Identification Classification DD MC%
B-2
B-2

2.5 2.5
Fine to Coarse Sand (SW), (Peak)
(Ultimate)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/21/21
Engineering, Inc. PLATE B-8 Geot chnical H tonarrin
~ ~
/, 1/
/ ~
/1/ V
•
/; V
,;1 ~ f b"
V
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0 200
400
600
800
1,000
1,200
1,400
0 500 1,000 1,500 2,000 2,500
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S
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N
G
T
H
p
s
f
NORMAL PRESSURE, psf

SHEAR TEST DIAGRAM
102 8
Specimen Identification Classification DD MC%
B-3
B-3

2.5 2.5
Silty Sand (SM), (Peak)
(Ultimate)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/21/21
Engineering, Inc. PLATE B-9 Geot chnical H tonarrin
~ ~
/ 1/
/ 1/
✓ V
#' V
~
~ ~
V
•
IJI
.. ...
0 200
400
600
800
1,000
1,200
1,400
0 500 1,000 1,500 2,000 2,500
S
H
E
A
R
S
T
R
E
N
G
T
H
p
s
f
NORMAL PRESSURE, psf

SHEAR TEST DIAGRAM
93 7
Specimen Identification Classification DD MC%
B-4
B-4

5.0 5.0
Fine to Medium Sand (SW), (Peak)
(Ultimate)
PROJECT JOB NO.

DATE
Anaheim Riverwalk - Anaheim 0491-1
7/21/21
Engineering, Inc. PLATE B-10 Geot chnical H tonarrin
~ ~
~ /
/ 1/
··// V
/; V
/. y
// ~
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E.1-352
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APPENDIX C - LA.BORA TORY TESTING
Diaz•Yourman & Associates (OYA) selected soil samples to be tested and the tests to be performed on the selected samples. Laboratory testing was performed by AP Engineering and Testing, Inc., Hushmand Associates, Inc., and OYA. Laboratory data are summarized on the boring logs in Appendix Band presented on Plates C1 through C54. A summary of the geotechnical laboratory testing performed only for this Project is presented in Table C1. A summary of the corrosion test results is presented in Table C2.

Table C1 - LABORATORY TESTING SUMMARY

TEST NAME PROCEDURE PURPOSE LOCATION
Percent Passing the No. 200 Sieve ASTM D1140 Classification, index properties Boring Logs Moisture Content, Dry Density ASTM D2216 Classification, index properties Boring Logs Grain-Size Distribution ASTM D422 Classification, index properties Plates C1 through CB Atterberg Limits ASTM D-4318 Expansion potential, Plates C7 through C10 classification index crocerties Consolidation ASTM D2435 Settlement Plates C11 through C29 Direct Shear ASTM D3080 Shear strength Plates C30 through C34 Unconsolidated Undrained ASTMD2850 Shear strength Plates C35 through C39 Compaction ASTM D1557 Earthwork Plates C40 through C42
Resistance (R-) Value ASTM D2844 Pavement thickness design Plates C43 through C50 CTM301 pH CTM532 Corrosion potential Plates C51 through C54
and Table C2
Resistivity CTM 532 Corrosion potential Plates C51 through C54 and Table C2
Soluble Sulfates CTM 417-B Corrosion potential Plates C51 through C54 andTableC2
Soluble Chlorides CTM422 Corrosion potential Plates C51 through C54 and Table C2
Notes:
• ASTM = American Society for Testing and Materials
• CTM = Caltrans Test Method
Table C2 - CORROSION POTENTIAL TEST RESULTS
Boring No. DYB10-09 DYB10-10 DYB10-10 DYB10-16 DYB10-20 DYB10-20 Depth (feet) 1 to 36 40 to 60 57.5 to 100 18 to 48 1.5 to 14 19 to 49 pH 8.1 7.4 8 7.4 7.4 7.5
water Soluble Sulfate 47 49 142 68 74 67 Content loom)
Water Soluble Chloride 128 199 215 151 213 140 Content loom) Minimum Resistivity 13,000 2,700 3,300 1,800 3,800 3,400 {ohms-cm) C-1
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--Sieve Size (in.)--.,,..1 .. ,1-- U.S. Standard Sieve Numbers --l.,...,1,.---- Hydrometer----- 100
90 80
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; 60
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GRAIN SIZE IN MIWMETERS
Coarse Fine Medium COBBLES l-----...1..._-----1---...1..._ ___ ___,'-------1 Coarse Fine

GRAVEL SAND

0.01 0.005 0.001
SILT or CLAY
Laboratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, Inc., and Diaz Yourman & Associates Symbol Source Depth
(feet)
0 DYB10-01 3.5
□ DYB10-04 1.5
A DYB10-04 2.5
◊ DYB10-04 5.5
• DYB10-04 7.5
• DYB10-04 13.5
A DYB10-05 2.5
♦ DYB10-05 6.5
Classification Natural Liquid
M.C.(%) Limit(%)
POORLY GRADED SANO WITH SILT (SP-SM) 2
SIL lY SAND (SM) 11
Sil lY SAND (SM) 7
Sll.lY SAND (SM) 9

SILTY SAND (SM)
POORLY GRADED SANO (SP) 2
SILTY SAND (SM) 7

POORLY GRADED SANO WITH SILT (SP-SM)

PARTICLE SIZE ANALYSIS
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
Plasticity %Passing
Index(%) #200 Sieve
5 13
17 18
24 1
18 7
PLATE
C1
E.1-354
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--Sieve Size (in.)--•..i.l •.i1- U.S. Standard Sieve Numbers --1.,llllolol 4---- Hydrometer----- 3 1½ Y. U 4 8
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1 0.5 0.1 0.05

GRAIN SIZE IN MILLIMETERS
Medium Fine COBBLES l------'-------1--__._ ____ __._ ____ --1

GRAVEL SAND

0.01 0.005 0.001
SILT or CLAY
Laboratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, Inc., and Diaz Younnan & Associates Symbol Source Depth
(feet)
0 DYB10-05 13.5
D DYB10-06 1.0
6 DYB10-07 1.0
◊ DYB10-09 11.0
• DYB10-09 41.0
■ DYB10-10 25.0
A DYB10-10 70.0
• DYB10-11 4.0
Classification Natural Liquid
M.C.(%} Limit(%)
POORLY GRADED SANO (SP) 5
SIL lY SAND (SIii
P00RL Y GRADED SAND (SP) 1

PODRL Y GRADED SAND (SP)
WELI.-GRADEO GRAVEL WITH SB.T AND SAND (GW-GM)

PO DALY GRADED SAND WITH SILT (SP-SM)
SANDY 1.1:AN Cl.AV (Q.) 23 30
POORLY GRADEO SAND WITH SllT (SP-SM)

PARTICLE SIZE ANALYSIS
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
Plasticity %Passing
Index(%) #2DDSieve
3 43
4 3
7 8
10 66
7 PLATE
C2
E.1-355
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--Sieve Size (ln.)--.. ""••i-- U.S. Standard Sieve Numbers --1 .. ..+o,.,._ ___ Hydrometer----- 3 1½ Y. 3' 4 8 16 30 50 100 200
100
90 80
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GRAIN SIZE IN MILLIMETERS
Medium COBBLES l------'-----+----'------.J'------1
Coarse Fine

GRAVEL SAND

0.01 0.005 0.001
SILTarCLAY
Laboratory Testing by: AP Engineering and Testing, Inc .• Hushmand Associates, Inc., and Diaz Yourman & Associates Symbol Source Depth
(feet)
0 DYB1CJ..11 10.0
□ OY810-11 65.0
6 OYB10-12 28.0
◊ OYB10-12 50.0
• OY81D-12 93.0
■ OY810-13 31.5
A DY810-13 75.0
♦ DYB10-14 17.0
Classification Natural Uquld
M. C. (%) Umit('K,)
POORLY GRADED SANO WITli SILT (SP-llM)
LEAN ClAYWfflj SAND (CL) 20 27
SANDY SILT (ML) 26 NP
&ANDY LEAN Cl.AV (CL) 31 27

POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM)
SANDY SILT {ML) 22 NP
SAND\' LEAN Cl.AV (CL) 20 27
SIL Tl' SAND (SM) 15

PARTICLE SIZE ANALYSIS
Anaheim Regional Transportation lntermodal Center
Project No. 2009~021
Plasticity %Passing
Index(%) #200Sieve
8 9 14
NP 56
10 56
10 NP 61
8 69
32 PLATE
C3
E.1-356
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--Sieve Size (in.)--.,"', ,...,.1-- U.S. Standard Sieve Numbers --1.,..i., ,. ____ Hydrometer----- 3 1½ .¾ ¼ 4 8 16 30 50 100 200
100
90 80
70 !i
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GRAIN SIZE IN MIWMETERS
Medium COBBLES l-----..1_ ___
Fine ---1-Coarse
__ ..1_ ___ ___.J..._ ___
Fine ~

GRAVEL SAND

0.01 0.005 0.001
SILT or CLAY
Laboratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, Inc., and Diaz Yourman & Associates Symbol Source Depth
(feet)
0 DYB10-14 27.0
D DYB10-14 34.0
c:. DYB10-15 32.5
◊ DYB10-15 52.5
• DYB10-16 23.0
■ DYB10-16 33.0
... DYB10-16 58.0
• DYB10-18 2.5
Classification Natural Liquid
M.C. (%) Limit(%)
S1L TY SAND (SM) 11
SAND'/' SILT (ML) 24 NP
SANDY LEAN Cl.AV (Cl.I 18 25
LEAN CI.AYWITH SAND CCL) 25 31
SANDY SILT (ML) 16 NP
SANDY SILT CML) 16
SANDY LEAN CLAY (CL) 24 29

ELASTIC SILT (MH)

PARTICLE SIZE ANALYSIS
Anaheim Regional Transportation lntennodal Center
Project No. 2009-021
Plasticity %Passing
Index(%) #200 Sieve
37 NP 51
10 70
11 83
NP 57
56 8 69
88 PLATE
C4
E.1-359
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50 ;I. -
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a.
20 MH rOH
120

LIQUID LIMIT (
0 !.)
Laboratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, Inc., and Diain!!etJMmhcil:Mitil'MJIM318-05 Symbol SOun:e Depth
(feet)
0 DYB10-02 1.5
□ DYB10-09 46.0
6 DYB10-10 70.0
◊ DYB10-11 25.0
• DYB10-11 50.0
■ DYB10-11 65.0
... DY81D-12 28.0
• DYB1D-12 48.0
Classification Natural Uquld Plastic
M.C.(%) Limit(%) Limit(%)
SANDY SILT (ML) 7 NP NP
LEAN CLAY WITH SAND (CL) 23 29 17
SANDY LEAN CLAY (Cl) 23 30 20
SANDY SILT (ML) 22 NP NP
LEAN CLAY WITH SAND (CL) 25 29 17
LEAN CLAY WITH SAND (CL) 20 27 18
SANDY SILT (ML) 26 NP NP
SANDY LEAN CLAY (Cl) 23 29 18

PLASTICITY CHART
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
Plasticity %Passing
Index(%) #200 Sieve
NP
12 10 66
NP
12 9 74
NP 56
11 PLATE
C7
E.1-360
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70 60
50 ~
-)(
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Q 40
!:
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§ 30
a.
20 MH rOH
10 7 •
120
LIQUID LIMIT(%)
Laboratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, Inc., and DiaiTVetJMlahdll:JliSiUJfMl318-05 Symbol Source Depth
(feet)
0 DYB10-12 50.0
0 DYB10-13 31.5
C!,. DYB10-13 41.0
◊ DY810-13 60.0
• DY810-13 75.0
■ DY810-14 34.0
.. DYB10-14 42.0
• DYB10-14 77.0
Classification Natural Liquid Plastic
M.C. (%) Limit(%) Umit(%)
SANDY LEAN CLAY (CL) 31 27 17
SANDY SILT (ML) 22 NP NP
SANDY SIL TY CLAY (CL-ML) 20 24 18
LEAN CLAY WITH SAND (CL) 25 32 16
SANDY LEAN CLAY (CL) 20 27 19
SANDY SILT (ML) 24 NP NP
SIL TY CLAY (CL•ML) 19 23 17
SANDY SIL TY CLAY (CL-ML) 17 23 17

PLASTICITY CHART
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
Plasticity %Passing
Index(%) #200 Sieve
10 56
NP 61
6 16
8 69
NP 51
6 6
PLATE
cs
E.1-361
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MH rOH
10 7 .
4 0
16 20 40 60 80 100 120
LIQUID LIMIT(%)
Laboratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, Inc., and Diairl!ellMalhdil:MSm~18-05 Symbol Source Depth
(feet)
0 OYB10-15 29.0
D OYB10-15 32.5
t::,. OYB10-15 42.5
0 OYB10-15 47.5
• OYB10-15 52.5
■ OYB10-15 67.5
.. OYB10-16 23.0
• OYB10-16 50.0
Classification
Natural Liquid Plastic
M.C.(%) Limit(%) Limit(%)
SIL TY CLAY WITH SANO (CL-ML) 23 24 18
SANDY LEAN CLAY (CL) 18 25 15
SANDY SIL TY CLAY (CL-ML) 21 25 20
SANDY LEAN CLAY (CL) 17 28 16
LEAN CLAY WITH SANO (CL) 25 31 20
SANDY LEAN CLAY (CL) 22 28 17
SANDY SILT (ML) 16 NP NP
SIL TY CLAY WITH SANO (CL-ML) 19 23 17

PLASTICITY CHART
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
Plasticity %Passing
Index(%) #200 Sieve
6 10 70
5 12
11 83
11 NP 57
6 PLATE
C9
E.1-366
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U:ilfi s( HUSHMAND ASSOCIATES. INC. ir Geoleohnical and Earfhqualra Englneam Project Name: ARTIC

CONSOLIDATION TEST
(ASTM D2435)
Boring No.: DYB10-12 Sample No.: 8 Depth: 28'
Soil Description: Grayish Brown Sandy Silt (ML)

0.70 0.65
I I

0.60 0.55
--r---.. ~w.1 .. •-•I 1--, !lo.,. ~~"'--
'~ ..........

GI
0 ;:I 0.50 II
It:
,,
,,~
-
- ' I
~
~ ~~
I 0.45 - ·-

0.40 0.35

0.30 0.01 0.1 10
Pressure, p (ksf)
0 3
-t--r- I
I I'- ....... r-... r-....

I'·•·? ...... lwater added I
~ ✓
' ~ 6 - "·"-
C
0 "i\
.,I
Cl
J!
0 9 Ill
C
0 0
i'~ ~
I'\. ... -..... ' -,. I'\ r---.. ...... -- 12
15 0.01 0.1 10
Pressure, p (ksf) PLATE
____________ C14
E.1-367
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AP Engineering & Testing. Inc.

CONSOLIDATION STRESS (ksf)

0.1 1 10 100
0 - 1 ..... - -~ >-.,.._
2 ---, L.
"'
3 ""II l
...__,.
4 "I""
i°"I•
5 "' I'-.
6 " IL.. •
7 ~,.,
---- ~
~ - 1,
8 " ~
- 9
10 11
12 13
14 ~ At Field Moisture -After Saturation
Boring No.: DYB10-13 Initial Dry Unit Weight (pcf): 106.0 Sample No.: 9 Initial Moisture Content (%): 22.1
Depth (feet): 31.5 Final Moisture Content(%): 19.8
Sample Type: Mod Cal Assumed Specific Gravity: 2.7
Soil Description: Light Brown Sandy Silt (ML) Initial Void Ratio: 0.59 Remarks:

CONSOLIDATION CURVE
ASTM D 2435
Project Name: . .;;.A.;;.R.;..;T..;..IC;;;...... _________ _ Project No.: 2009-021
------------- Date: 3/1112010
AP No:

PLATE
10-0313 c15 ------------
E.1-368
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AP Engineering & Testing, Inc.

0.263
....... -
-

0.262
-fl)
Cl)
.c
u
C
::,
Cl
C 0.261
'ii
m
(I)
0:::
]i
0 0.26

0.259

0.1 Boring No.:

Sample No.:

Depth (feet):
r-. 'O,
L ,....._
DYB10-13
9 31.5
I
.... l
Time (minutes)

0.1 0.25

0.5 1
2 4
8 15
30 60
120
240
480
1440

TIME RA TE CONSOLIDATION CURVE
ASTM D 2435
~ .........
~ ....
~- --~ ..
10 100
Time (minutes)
Sample Type:

Soil Description:

Vertical Pressure (ksf):

Test Condition:

Dial Reading (inches)

0.2626

0.2625

0.2623

0.2621

0.2619

0.2616

0.2614

0.2612

0.261

0.2608

0.2605

0.2603

0.2601

0.2597
.......
' 'e
1000 10000
Undisturbed
Light Brown Sandy Silt (ML)
2 Saturated
Project Name: ARTIC
Project No.:
--'------------
2009-021 Date: -0-3/-1-1/-10 _________ PLATE
AP No: :1:o-=0:3:13:::::::::_-F-ig_u_re_N_o_:_- C 16
E.1-369
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AP Engineering & Testing. Inc.

0.263
•

0.262
'iii'
Q)
.s::.
0 C
:::.

Cl
C 0.261
'6
n,
G)
0::
,a
\
,,_
" ,._
]!
CJ ----~ r-e- 0.26
-r---r--e

0.259
0 10 20 30 40 50
Square root Time (minutes)
Boring No.:

Sample No.:

Depth (feet):

DYB10-13
9 31.5
SQRT Time (minutes)

0.3162

0.5000

0.7071

1.0000

1.4142

2.0000

2.8284

3.8730

5.4772

7.7460

10.9545

15.4919

21.9089

37.9473

TIME RA TE CONSOLIDATION CURVE
ASTM D 2435
Sample Type:

Soil Description:

Vertical Pressure (ksf):

Test Condition:

Dial Reading (inches)

0.2626

0.2625

0.2623

0.2621

0.2619

0.2616

0.2614

0.2612

0.2610

0.2608

0.2605

0.2603

0.2601

0.2597
Undisturbed
Light Brown Sandy Silt (ML).
2 Saturated
Project Name:_A_R_T_IC __________ _
Project No.: 2009-021
Date: -0-3/-11-/-10 _______ PLATE
AP No: :1:0-:0:3:13:=======-Fi-g-ure_N_o_:_ C 17
E.1-376
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~ HUSHMAND ASSOCIATES. INC. Geotet:llnlc11/ and E11rthque/re Englnee,a Project Name:

Boring No.:

Soil Description:

0.80 ..._

0.75 ARTIC

CONSOLIDATION TEST
(ASTM D2435)
DYB10-15 Sample No.: 8
Olive Brown Silty Clay with Sand (CL-ML)
I I
I
r-... i-. r--,
Depth: 29"

0.70 "-to-"'"' ~lo. lwater added I
"'K GI 0.65
0 +I
II
It:
"1:11 0.60
1'.
'~
1\ i\
l'I
·o ~
>

0.55 ..
"'-
'

0.50 i-. t--- \ ----..._

0.45 0.01 0.1
0 -..
5 :::.-' --t,..

C
0 +I 10 II
:2
0 UI
C
0 ... 0
15 20

0.01 0.1
i--
1 Pressure, p (ksf)
I ~~ t,.,J ,..~
~ (
I
10 I 11
[water added I
"' ~
-i--t,,.._
t---. ..
1 Pressure, p (ksf)
'~
I
I'..
l'i- ~
I"\
10 IV
I'\
"'
PLATE
..__ ___________ c24
E.1-377
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Lt.:Asl HUSHMANOASSQCIATES, INC. 0-nloal and EatfflqualraEnglnNtll Project Name: ARTIC

CONSOLIDATION TEST
(ASTM D 2435)
Boring No.: DYB10-15 Sample No.: 8 Depth: 29'
Soil Description: Olive Brown Silty Clay with Sand (CL-ML) Time Reading @ 4.0 ksf
600
620
$,, l"A
--..,
:i
., 640 0
:t:..
1 '-...
"'~ ~ .... ~
al
C 660
] 680 1i
Cl
I I,..
..... ...... .... ~~.

I
' I"$..
700 "'~
720

0.1 10 100
Time(mln)
Time Readings @ 4.0 ksf

ELAPSED TIME DIAL READING
(MIN) (10.,. IN)

0.00 488

0.16 611

0.25 617

0.5 627
1 635
2 644
4 649
8 654
15 662
30 667
60 673
120 681
240 690
480 695
2880 712
I"" N
1000 10000
PLATE
------------C25
E.1-378
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~ HUSHMAND ASSOCIATES. INC.
~lllfh:al and Ealthqualte Engllfeent
Project Name: ARTIC

CONSOLIDATION TEST
(ASTM D 2435)
Boring No.: DYB10-15 Sample No.: 8 Depth: 29'
Soil Description: Olive Brown Silty Clay with Sand (CL-ML) Time Reading @ 4.0 ksf
400
450
s 500 '
..

Cl
?:. 550 en
C
'6
Ill 600 GI
a:
i 650
C
l ...... ~ -- ,_
700
750
0 10 20 30 40
Square root of Time (min)
Time Readings @ 4.0 ksf
Square root of time DIAL READING
(min) (10◄ IN)
0 488

0.40 611

0.50 617

0.71 627

1.00 635

1.41 644

2.00 649

2.83 654

3.87 662

5.48 667

7.75 673

10.95 681

15.49 690

21.91 695

53.67 712
-
50 60
PLATE
------------C26
E.1-379
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li:2~ HUSHMANDASSQCIATES INC ~ G-hnlcal and~~
Project Name: ARTIC

CONSOLIDATION TEST
(ASTM D 2435)
Boring Na.: DYB 10-15 Sample No.: 8 Depth: 29'
Soil Description: Olive Brown Silty Clay with Sand (CL-ML) Time Reading @ 8.0 ksf
840
860
:s 880 .,
0 :t:. 900
A
' ' ""~ ~ ~
ICII
C "",.~
'i:i
ca 920 r...........
& ...,""" ""i-.t.
:i 940 1i.....

C
960
980
~ffltlc--

0.1 10 100 1000
Tlme(min)
Time Readings @ 8.0 ksf

ELAPSED TIME DIAL READING
(MIN) (10°' IN)

0.00 712

0.16 856

0.25 863

0.5 874
1 885
2 893
4 903
8 909
15 919
30 923
60 930
120 937
240 945
480 954
2880 970
10000
PLATE
-------------C27
E.1-380
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~ HUSHMANDASSOCIATES, INC, Gaolef:hn/oal and &tthqual<a Englnea,a Project Name: ARTIC

CONSOLIDATION TEST
(ASTM D 2435)
Boring No.: DYB10-15 Sample No.: 8 Depth: 29'
Soil Description: Olive Brown- Silty.Clay witli .. Saiid (CL-ML) Time Reading @ 8.0 ksf
700 • ►
750
g
,. 800 0
:.

CII
C 850
'8
Ill
Ill
0:: 900 :m
Q
~
'-......_ I-A.....
950 --
1000 I
0 10 20 30 40
Square root of Time (min)
Time Readings @ 8.0 ksf
Square root of time DIAL READING
(min) (10.., IN)
0 712

0.40 856

0.50 863

0.71 874

1.00 885

1.41 893

2.00 903

2.83 909

3.87 919

5.48 923

7.75 930

10.95 937

15.49 945

21.91 954

53.67 970
~
-
50 60
PLAT
------------C28
E.1-389
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Ll:A.... T HUSHMAND ASSOC/A TES. INC. H:fD Geotechn/cal and Eanhquake Engineers UNCONSOLIDATED UNDRAINED TIRl,AXIAL TEST
(AS'fM O 2850)
Client: Diaz Yourman & Associates. Inc
Project Name: ARTIC
Project No.: 2009-021
Boring No.: DYB10-12 Sample No.:

Soil Description: Ohve Brown Sandy Lean Clay (CL)
ln111a1 wet weigh: (g) 756 90
Height: (in) 4 98
Diameter
Moisture Content:

Dry Density:
45 40
35 30
i 25 .,
.,
E
<ii 20
1 5

1.0 05
00 0 5
240

22.6 104.3
10 Strain('/,)
15 12
20 4:8'
I Et"iP'S<Od \/~ctrcat
1 nme •1min.O l..!o•d«lt>s)
0 0
l(D.i(i)5 :22..<84
1(D 1(0 .22..64
H12 I 22.4'3 I
n 1s I 22 77 I
2 00 .29.<4.2
2,-4ii' I 166.1 n

3.07 90,88
'3.47 10258

4.:07 111. 75

4.57 "129.76
'5.:07 140.82
:5.57 l-51 09
608 160.08

6.53 1£a43 I
7 l(J3 177 94 I
l' 53 16.7 0~

8.03 195.64 I
I
' 8.:5'5 '20'3 45

9.05 .21,093
95~ 21i8 33
1:00.5 22-5.~2
1~.57 233. 16 I
1Ul7 239.69
1l 57 z47_,s9 I
12 .I0:Y :253.:51 I

12.56 269.46

13.08 265..21

13.58 271 94
14,08 '2.TJ 04
U .:58 283.82

15.0B :289.99

16.:5.8 294.54

16.10 299.67 I

16.60 304.87
'1710 310.51 I

17.:6'0 I 315.-44 I
1i811(1J 'lUl.48 I

16.1613 I 322 .. 05 I
1'9. 12 326.63 I

19.,87 I .3'3.3. ll I
119'9.3 I s·32.21 I
,H_AJ ;P,,qje.ct,No.: DYAL 10-001
Test.ed by: PM
Ched(\ed by; JT
Date;· 3/22/2010
:c.,11 ~onk~ I
IP-r-e.ssu.., D\sip. f u,rclbJ Str.un ('I.) Stress (t,if) j pSI)
2il 'S I (I 0 0

27.!8 •O OJ 0.3 010
27 .. 8 Cl.OJ 05 0.20
'217 I i(')t)B 1 0 0.35
'27 7 I ooe 1 5 0.50
27 7 O,'ln 2 , 0 70
'27 y 10, l3 I 26 0 94
2'17 0. 116 3.2 1.32
27,8 ,0.18 3.6 1 49
27,,8 ,0.21 42 1 71

27.B 0.23 4.7 1.89

27.8 I 0.26 5.2 2.04
21'•8 U.28 5.7 2 19

27.'8 0 31 62 2. 31
27 '8 0,33 6.7 2.42
27 .8 0.36 7.2 2.55

27..B I 0.38 7.7 2.67
278 0:41 8.2 2.78
,27 B i0,43 8,7 2.88
'27 ,a 0.46 9,2 2.97

27.8 10,48 9.7 3.06

27.18 1

0.150 10.2 3 15

27.'8 I 0.:53 10.7 3.24
77!8 0.56 11 2. 3 31

27.IB I '0.58 11 7 3.41

27.tB 0.'61 12.2 3.47
27/.,8 0.63 12.7 3.53

27.8 0.,66 13.2 3.59
27A! ~ ,Q.6:8 13.7 3.66

27.6 I 0, 71 14.2 3.71
27 .. 8 I O'i'3 14.7 3 78

27.8 0.76 15,2 3.84

27.'8 0.7.8 15.7 3.88

27.8 D.81 16,2 3.92
:27. 8 O.B:3 16.7 3.97

27.8 0,86 17.2 4,02
27 .. 8 0.:88 17,7 4 06
'27.8 0 91 18,2 4.09

27.1:l 0 93 18.7 4. 10
27 '8 096 19,2 4. 13
:u:e 0.99 19.5 4. 16

27.8 11()(!) 19 9 4 16
PLATE
'------------- -C37
E.1-390
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t .I:t\ ... J HUSHMAND ASSOCIATES, INC.

Geotechnical and Earthquake Engineers

UNCONSOLIDATED UNDRAINED TRIAXIAL TEST
(ASTM D 2850)
Client: Diaz Yourman & Associates, Inc
Project Name: ARTIC
Project No.: 2009-021
Boring No.: DYB10-15 Sample No.: 13
Soil Description;
Initial wet weight
Height
Diameter
Moisture Content:

Reddish Brown Lean Clay with Sand (CL)
Dry Density:
40 35
30 2S
£.
" " 20
:!
;;;
1 5
1 0
05 00
0 (g) 803 87
(in} 5.29
(in)
(%)
(pcf)
5 2 41

24.1 102.2
10 Strain(%)
\5
Depth: 52-5'
Elapsed Venleal
Time(111in.) Load \lbs)
0 52.69
0, 10 72 63
0,22 84.20
0,52 108.70

0.75 117,36
1 02 125.32
1 55 136 96
2 05 147 20

3.05 164,49

4.05 179 75

5.05 194 36

5.55 201 09

6.05 207 74

6.57 215 01

6.82 216 95
7 07 220.50
7,57 2:25 58
8,07 230 53
8,57 236.15
8,82 237 68
9 07 240.63
20 9.57 244 70
9,82 247,24
10 07 249 16
10 32 252 12

10.57 254 31

10.82 256.39

11.07 25842
11 32 26064

11.57 262 70

11.82 264.67
12 07 267.07

12.57 270.92

12.83 27325
13,06 274.76

14.08 283.12

15.08 290.05

16.08 296.16

17.08 302.68

18.08 309.43
19, 10 316.32

20.02 320.96
ei3 : (ksf)
HAI Project No.: DYAL 10-001
Tested by: PM
Checl<ed by: JT
Date: 3/22/201 0
Cell Venica1 Pressure Oisp. (inch) Strain(%) Stress jtsf) (psi)
34 7 0 0 0
34 7 0.01 0 1 1 04

34.7 0.01 02 1.22
34,7 0.03 05 1,60
34,7 0.04 07 1 73
34 7 0.05 1.0 1.85
34,7 Q,08 1.5 2.02
34 7 0.11 2. 0 2 \7

34.7 0.16 3,0 2,41
34 7 0.21 4.0 2.62

34.7 0.27 5.0 2.81

34.7 0.29 5.5 2.90
34 7 0.32 ' 6.1 2,98

34.7 0.35 6.6 3 07
34 7 0. 36 68 3.09
34 7 0 37 7. 1 3.13

34.7 0 40 7.6 3.19

34.7 0 43 8,1 3.25
34 7 0 45 8.6 3 31
34,7 047 8.8 3.32

34.7 0,48 9. 1 3.36
34 7 0 51 9.6 3.40

34.7 0.52 9.8 3.42
34 7 0.53 10.1 3 44

34.7 0.55 10.3 3,47

34. 7 0,56 10.6 3.49

34.7 0.57 10,8 3,51
34 7 0,59 11 , 1 3.53

34.7 0,60 11.3 3.55

34.7 0,61 11 ,6 3.57

34.7 0.63 11 8 3.59

34.7 0,64 12, 1 3 61
34,7 0.67 12 6 3.64
34 7 0.68 12 8 3.67

34.7 0.69 13, 1 3.68
34 6 0.74 14 1 3 75

34.6 0.80 15 I 3,80

34.6 0.85 16 1 383

34.6 090 17 .1 3 87

34.6 0.96 18.1 3.91

34.6 1.01 191 3.95
34,6 1.06 19.9 3.97
50 PLATE
C38
E.1-392
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=i:,
~
~
I ....
...
u
C
D.
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8 ►' 0
I j
Q.
~ ...

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136 Test Method: ASTM D1557·91(A)
134 Mold Diameter: 4inches
Layers: 5
132
Blows: 2snayer
130 Hammer: 10 pounds
Fall: 18 Inches
128
Energy: 56,300 ft-lbs/cu It
126
124
122
100 % Saturation Curves
'i 120
Specific Gravity = 2.6 a.
- 118 ►
... Specific Gravity = 2. 7
in 116 z
w Specific Gravity = 2.8 0
► 114
a:
0 112
110
8 12 16 20
MOISTURE CONTENT(%)
Lab.oratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, Inc., and Diaz Younnan & Associates Symbol Source Depth
(feet)
0 DYBIOOI 2.5
D DYB10-0- 2.5
,:_ DYBI0-04 5.0
DYBI0-10 2.5
Optimum Mu:imum
Classification Moisture Dry Densily Uquld
Content(%) (pcf) Limit(%)
SIL TY SAND (SM) 8 128.5
SIL TY SAND (SM) 11 123
SILTY SAND (SM) 7 122
POORLY GRADED SAND (SP) 6 108.5

COMPACTION TEST DATA
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
Plasticily %Paalng
Index(%) #200 Sieve
17 PLATE
C40
E.1-393
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3,
Ill
§
... ,
..

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II,
8 ►' D
I ill
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,-
~
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i"
136
134
132
130
128
126
124
122
120
8 118
i?!:
iii 116 z
w
C 114 ►
a:

C 112
110
108
106
104
102
100
98 98
0 ,, \ \
\ ' \
\ ' \
1 \ \
\ ,\
\ \ \
\' \
\
·c ' \
\ ' \
;--~~
.\
fl \
vy· • ... , ' ,\. \ \-
1/ ,; VI '\\ \\
/ / l
I 1./r ~ \\
Test Method: ASTM O1557-91(A)
Mold Diameter: 4inches
~yera: 5
Blows: 25/layer
Hammer: 10 pounds
Fall: 18 inches
Energy: 56,300 ft-lbs/cu ft
100 % Saturation curves
Specific Gravity = 2.6
Specific
Specific
Gravity= 2.7
Gravity = 2.8
~ " "
I\. \ i\ \
b i □\ -~~ \I\
i\ ,\ I
i I\ ~
' \' i\ \ ,\
\ I\'~ I I til\' i\. \ I I I
!
i \
! ,\J
4 8 12 16 20 24 28
MOISTURE CONTENT(%)
Laboratory Testing by: AP Engineering and Testing, Inc., Hushmand Associates, lnc., and Diaz Yourman & Associates Symbol Source Depth
(feel)
0 DY810-12 2.5
□ OYB10-17 2.5
£:,, DYB10-18 2.5
. DYBI0-19 2.5
Optimum Maximum
Classification Moisture Dry Density Uquid
Cantenl(%) (pcf) Umlt(%)
POORLY GRADED SANO (SP) 12 116.5
POORLY GRADED SANO (SP) 12 110
ELASTIC SILT (MH) 14 117
SILTY SANO (SM) 16 112

COMPACTION TEST DATA
Anaheim Regional Transportation lntermodal Center
Project No. 2009-021
Plasticity %Passing
Index (•k) #200Sleve
88 PLATE
C41.

E.1-395
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AP Engineering & Testing, Inc.

Project Name: ARTIC
Project Number: 2009-021
Boring No.: DYB10-01

R-VALUE TEST DATA
ASTM D2844
Tested By:

Checked By:

Sample No.: Bulk Depth (ft.): 0-5
Location: NIA
Soil Description: Gray Silty Sand (SM)
Mold Number .

Water Added, a
Compact Moisture(%)
Compaction Gaae Pressure, psi
Exudation Pressure, psi
Sample Heiaht, Inches
Gross Weight Mold, a.

Tare Weiaht Mold, a
Net Sample Weiaht, a
Expansion, inchesx1 rr4
Stability 2,000 (160 psi)
Turns Displacement
R-Value Uncorrected
R-Value Corrected
Orv Densitv, pcf
Traffic Index
G.E. by Stability
G.E. bv Expansion
R-Value by Exudation = 73
R-Value by Expansion = N/A
Equilibrium R-Value = 73
(by Exudation)
Remarks: Gt= 1.5
B
48 8.3
230
780

2.5 3063
1967
1095
0 15/23

4.23 78
78 122.6

8.0 0.37

0.00 1.3 % Retained on the ¾"
C
65 9.9
180
111

2.5 3081
1969
1112
0 19/34

4.40 68
68 122.6

8.0 0.55

0.00 100
90 80
70 w 60 ::::,
...I
<C 50
>, 40 et:
30 20
10 0
ST/KM Date: 03/06/10
AP Date: 03/15/10.

A
57 9.1
180
450

2.5 3072
1970
1102
0 14/24

4.22 77
77 122.4

8.0 0.39

0.00 - - -- ...
0 100 200 300 400 500 600 700 800

EXUDATION PRESSURE- PSI PLATE
2607 Pomona Blvd, Pomona, CA 91768, Tel (909)869-6316 Fax (909) 869-6318 C43 ------------------
E.1-396
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AP Engineering & Testing. Inc.

Project Name: ARTIC
Project Number: 2009-021
Boring No.: DYB10-04.

Sample No.: Bulk
location: NIA

R-VALUE TEST DATA
ASTM D2844
Tested By:

Checked By:

Depth (ft.): 0-5
Soil Description: light Brownish Grai Silty Sand (SM}
Mold Number
Water Added, g
ComDact Moisture(% l
Compaction Gage Pressure, osi
Exudation Pressure, psi
Samele Heiaht, Inches
Gross Weiaht Mold, a
Tare Weight Mold, g
Net Samele Weiaht, a
Exoansion, inchesx10-4
Stability 2,000 (160 osi}
Turns Disolacement
R-Value Uncorrected
R-Value Corrected
Drv Densitv. Def
Traffic Index
G.E. by Stabilitv
G.E. by Expansion .

R-Value by Exudation = 74
R-Value by Expansion = N/A
Equilibrium R-Value = 74
(by Exudation)
Remarks: G,= 1.5
D
10 10.1
240
540

2.4 3026
1971
1055
0 12/20

4.89 78
77 121.0

8.0 0.39

0.00 0.0 % Retained on the ¾"
E
20 11.1
170
234

2.4 3021
1957
1064
0 14/22

4.90 76
75 120.9

8.0 0.43

0.00 100
90 80
70 w 60 ::,
..J 50 ~ I 40 a:
30 20
10 0
ST/KM Date: 03/06/10
AP Date: 03/15/10
F
16 10.6
170
340

2.4 2933
1871
1062
0 14/22

4.89 76
75 121.1

8.0 0.43

0.00 0 100 200 300 400 500 600 700 800

EXUDATION PRESSURE- PSI PLATE
2607 Pomona Blvd, Pomona, CA 91768, Tel (909)869-6316 Fax (909) 869-6318 C44 E.1-398
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AP Engineering a Testing, Inc.

Project Name: ARTIC
Project Number: 2009-021
Boring No.: DYB10-12
Sample No.: Bulk
Location:. N/A

R-VALUE TEST DATA
ASTM 02844
Tested By:

Checked By:

Depth (ft.): 0-5
Soil Description: Light Brown Poorl~ Graded Sand (SP}
Mold Number D E
Water Added. a 83 66
Compact Moisture(%) 11.3 9.5
Comoaction Gaae Pressure, osi 170 170
Exudation Pressure psi 113 740
Sample Height, Inches 2.6 2.6
Gross Weiaht Mold, a 3047 3016
Tare Weiaht Mold. a 1971 1957
Net Sample Weight g 1076 1059
Expansion, inchesx104 0 0
Stability 2,000 (160 psi) 17/30 14/24
Turns Displacement 4.65 5.25
R-Value Uncorrected 70 73
R-Value Corrected 72 75
Orv Density, pcf 112.7 112.7
Traffic Index 8.0 8.0
G.E. by Stability 0.47 0.43
G.E. bv Expansion 0.00 0.00
100
90 80
R-Value by Exudation = 72 70
R-Value by Expansion = N/A w 60 ::::,
Equilibrium R-Value = 72
(by Exu_dation)
....I 50 ~ I 40 a::
30 20
Remarks: G,= 1.5 10

1.2 % Retained on the ¾" 0
ST/KM Date: 03/09/10
AP Date: 03/15/10
F
76 10.6
170
361

2.6 2942
1871
1071
0 16/26

5.24 71
73 112.9

8.0 0.46

0.00 0 100 200 300 400 500 600 700 800

EXUDATION PRESSURE- PSI PLAT
.. 2_ao_1_P_o_m_on_a_B_1v_d._P_om ... 0 ... n ... a_c_A_9_1_1a_e_. T_e_l (.,;,.90_9,_)8_,69-6....._3_1_6 -Fa;;;,;x~{9-D_,9)..;8;,.;6.;.9-6.;,;3_,1.;.8 ____________ C46 E.1-399
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AP Engineering & Testing, Inc.

Project Name: ARTIC
Project Number: 2009-021
Boring No.: DYB10-17
Sample No.: Bulk
Location: NIA

R-VALUE TEST DATA
ASTM D2844
Tested By:

Checked By:

Depth (ft.): 0-5
Soil Description: Light Yellowish Brown Poorly Graded Sand (SP) Mold Number D E
Water Added, a 65 80
Compact Moisture(%) 11.3 12.9
Comoaction Gaae Pressure, osi 160 160
Exudation Pressure, psi 752 623
Sample Height Inches· 2.5 2.5
Gross Weight Mold, g 2952 2958
Tare Weiaht Mold, a 1971 1957
Net Sample Weight, a 981 1001
Expansion, inchesx1 cr4 0 0
Stabilitv 2,000 (160 osi) 15/24 15/24
Turns Displacement 5.00 4.92
R-Value Uncorrected 74 74 •
R-Value Corrected 74 74
Drv Densitv, ocf 106.8, 107.5
Traffic Index 8.0 8.0
G.E. bv Stabilitv 0.44 0.44
G.E. bv Expansion 0.00 0.00
100
90 80
R-Value by Exudation = 72 70
R-Value by Expansion = NIA w
=, 60
Equilibrium R-Value = 72
(by Exudation)
....I 50 ~ I 40 a::
30 20
Remarks: Gt= 1.5 10

0.1 % Retained on the ¾" o
ST/KM Date: 03/07/10
AP Date: 03/15/10
F
92 14.2
160
244

2.5 2883
1871
1012
0 17/26

4.94 72
72 107.4

8.0 0.47

0.00 o 100 200 300 400 500 600 700

EXUDATION PRESSURE - PSI
800
PLATE
.. 2_60_1_P_om_o_n_a_B_lvd_._P_om_o_n_a,_c_A_9_11_a_a_. T_e_l c_so_9_)8_69_-6_3_16._Fa_x_(9_o_9)_8..,69_-6_3_1_8 _____________ C4 7 E.1-403
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CORROSION TEST RESULTS
Client Name: Diaz Yourman
Project Name: ARTIC
Project No.: 2009-021
Boring Sample Depth Soil Type ·Minimum pH
No. No. (ft) Resistivitv (ohm-cm)
DYB10-09 1 to 9 1 to 36 SP 13000 8.1
NOTES: Resistivity Test and pH: California Test Methods 532 and 643 Sulfate Content : California Test Method 417
Chloride Content : California Test Method 422
ND= Not Detectable
NA = Not Sufficient Sample
NR = Not Requested
2607 Pomona Boulevard, Pomona, CA 91768
Tel. (909) 869-6316 Fax. (909)869-6318
AP Job No.: 10-0313
Date 03/11/10
Sulfate Content Chloride Content
(DDm) (oom)
47 128
PLATE
C51
0 1,000
2,000
3,000
4,000
5,000
0 2,000 4,000 6,000
0 1,000
2,000
3,000
4,000
5,000

DIRECT SHEAR TEST RESULTS
NORMAL STRESS (psf)
SHEAR STRENGTH (psf)
AREP/OC Vibe
Anaheim, CA
PROJECT NO. 20065-01
Template: NMDSWGRAPH; Prj ID: 20065-01.GPJ; Printed: 9/4/20 Geotechnical, Inc.

28.0 Cohesion (psf) 500 200
Parameter Peak Ultimate

SHEAR STRENGTH PARAMETERS
Sample Type: Remolded to 90% R.C. Rate of Shear (in./min.):

18.5 118.0
Saturation (%):

Degree of 100
Liquid Limit: Percent Passing
Sample No. B-1
Final Moisture
Content (%):

Final Dry
Friction Angle (degrees) 28.0
Plasticity Index: 22 No. 200 Sieve:

Sample Description: (Qal) Yellowish brown silty SAND USCS: SM Boring No. H-15

0.05 Density (pcf):

Depth: 15.0 ft
0 1,000
2,000
3,000
4,000
5,000
0 0.10 0.20 0.30
0 1,000
2,000
3,000
4,000
5,000

DIRECT SHEAR TEST RESULTS
NORMAL STRESS (psf)
SHEAR DISPLACEMENT (in)
SHEAR STRESS (psf)
N = psf 1,000
N = 2,000
N = 4,000
psf
psf
E.1-299
I
------1 • •••••••····· .. ••••· ••••••••••••••••••
..... • •••••······· . ........... ....
f ,,,---.... ..... . 1f/ ------.. __ ... _ ----i- 'ft~
0 ~~
~ V
/4 )
~ V"
• 0
iii
NMG
E.1-301
(Z'
CJ
..3:
>-
ten
z
w
C
>-
0::
0 14Q..---.--""T--.----...-~--- \ \ \
\ \ \ Maximum Dry Density (pcf) 131.0
\ \ \. Optimum Moisture Content(%) 8.0
GIS/F= 0 f 78 / 22
/ '\ '\ \. I\. Zero Air Voids Curves
o/ \,''\. \'" ,, Gs= 2.80
" '\. '\. \.'\~__.........--Gs= 2.70
120 1--1--1--+--+--+--+--+--+-+--+--+--+--+\.....,,+:--'l,,~-l-'li,,_~ __..........- Gs = 2.60 '-_....~
110
100

90.__+--+--+--+--+-+---+--+--+--+--+-+--+--+--+--+--+-+-----+---J--+--+---l-+--+---+--+--+---1---1 80 o!--...&........1..........L..---L~5:--J.-...&........1..........L..-1~0,-J,-J.-...&........l....~1~5---L--1-J.-...&....~20_i,_.1..,_.....L.........l,..-2~5--1_i,_...1.......i..........J30 MOISTURE CONTENT (%)
Boring No. H-15 Sample No. B-1 Depth: 15.0 - 20.0 ft
Sample Description: (Qal) Yellowish brown silty SAND uses: SM Liquid Limit: 1 Plasticity Index: Percent Passing 22 No. 200 Sieve:

Comments: 1557A
~

COMPACTION TEST RESULTS
AREPJOC Vibe
Anaheim,CA
PROJECT NO. 20065-01
NMG Geotechnical Inc. Template: NMCOMP _21. Prj ID: 20065-01 GPJ; Printed. 914120 0 10
20 30
40 50
60 70
80 90
100
1,000 100 10 1 0.1 0.01 0.001
36 SIEVE OPENING IN INCHES
100 200

PERCENT PASSING
U.S. STANDARD

PARTICLE SIZE DISTRIBUTION
SM
Passing
2µ (%)
Passing
Sieve (%)
22 C
Activity
PI/-2µ Moisture Sample Depth(feet)

BOULDERS COBBLES
GRAVEL
coarse
LL
Field
19 6

SILT OR CLAY
1-1/2 3/4 3/8
fine
PARTICLE SIZE (mm)
Symbol PI u Cc No. 200 USCS
(%)
SAND
fine
U.S. STANDARD SIEVE NUMBERS HYDROMETER
12 8
coarse medium
3 4 16 30 50

Boring
Number
H-15
Number
B-1 15.0
AREP/OC Vibe
Anaheim, CA
PROJECT NO. 20065-01
Template: NMSIV; Prj ID: 20065-01.GPJ; Printed: 9/4/20
Geotechnical, Inc.

E.1-303
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' '
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' \
\
'

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NMG--========

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 1140
Poorly Graded SAND with Silt
Poorly Graded SAND with Silt
Lean CLAY
Poorly Graded SAND with Silt
Silty SAND
SC
SP-SM
SP-SM
11 5
SM
97 100
SM
SC
29 72 CL
78 100
73 63 22
19 98 16
SP-SM

15.0-16.5

30.0-31.5

0.0-5.0

10.0-11.5
B-1
B-1
B-1
B-1
B-1
TP-4 1.0-2.0
B-1
B-1 Clayey SAND with Gravel 50.0-51.5
Clayey SAND with Gravel
Silty SAND with Gravel
USCS
SAMPLE

LOCATION
SAMPLE
DEPTH
(ft)

PERCENT

PASSING
NO. 200

PERCENT

PASSING
NO. 4

DESCRIPTION (TOTAL

SAMPLE)
89 12

60.0-61.0

40.0-41.5
NO. 200 SIEVE ANALYSIS TEST RESULTS

BURRIS BASIN GWRS TURNOUT PROJECT

ANAHEIM, CALIFORNIA
211071001 | 12/21
FIGURE C-1
211071001 Fig C-1_200-WASH
Geotechnical & Environmental Sciences Consultants
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318
SYMBOL LOCATION DEPTH (ft) LIQUID
LIMIT

PLASTIC
LIMIT

15 CL
No. 40 Sieve)

PLASTICITY
INDEX

CLASSIFICATION

40.0-41.5 21 36
USCS
B-1
USCS
(Fraction Finer Than
CH or OH
CL or OL
MH or OH
ML or OL CL - ML
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100

PLASTICITY INDEX, PI

LIQUID LIMIT, LL
FIGURE C-2

ATTERBERG LIMITS TEST RESULTS

BURRIS BASIN GWRS TURNOUT PROJECT

ANAHEIM, CALIFORNIA
211071001 | 12/21
211071001 Fig C-2_ATTERBERG @ B-1 40.0-41.5
Geolechnlcal & Envlronmental Sclencea Conaultant•
Seating Cycle Sample Location B-1
Loading Prior to Inundation Depth (ft) 10.0-11.5
Loading After Inundation Soil Type SM
Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435
-4.0
-3.0
-2.0
-1.0

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0

10.0 0.1 1.0 10.0 100.0
CONSOLIDATION IN PERCENT OF SAMPLE THICKNESS (%) EXPANSION (%)

STRESS IN KIPS PER SQUARE FOOT

COLLAPSE POTENTIAL TEST RESULTS

BURRIS BASIN GWRS TURNOUT PROJECT

ANAHEIM, CALIFORNIA
211071001 | 12/21
FIGURE C-4
211071001 Fig C-4_CONSOLIDATION @ B-1 10.0-11.5
--•---
--+-
----.-
-"Jl--
Geotachnical & Environmental Science& Consultants
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080

SILTY SAND X B-1 10.0-11.5 Ultimate

Cohesion
(psf)
Friction Angle
(degrees) Soil Type
34 SM
37 66
SM
Description Symbol Sample
Location
30 Depth
(ft)
Shear
Strength
SILTY SAND B-1 Peak 10.0-11.5

0 500
1000
1500
2000
2500
3000
3500
4000
0 500 1000 1500 2000 2500 3000 3500 4000

SHEAR STRESS (PSF)

NORMAL STRESS (PSF)
FIGURE C-5

DIRECT SHEAR TEST RESULTS

BURRIS BASIN GWRS TURNOUT PROJECT

ANAHEIM, CALIFORNIA
211071001 | 12/21
211071001 Fig C-5_DIRECT SHEAR @ B-1 10.0-11.5
..,,. ~
~ l..ol
.... ~ , ..... ' .. i.
; ,r
, _...

J ,_ r
~ ~
ill"'" ...
~ ~
.. ,,
[..ol ,. ,~
.. 1..;
,. ~
... ,,,,
...
, ... . J
r
Geotechnical & Environmental Sciences Consultants
1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422

CHLORIDE
CONTENT 3
(ppm)
pH
SAMPLE 1
DEPTH (ft)
SAMPLE

LOCATION
RESISTIVITY 1
(ohm-cm)

7.5 5,963 10 0.001 10
SULFATE CONTENT 2
B-1 0.0-5.0
(ppm) (%)

CORROSIVITY TEST RESULTS

BURRIS BASIN GWRS TURNOUT PROJECT

ANAHEIM, CALIFORNIA
211071001 | 12/21
FIGURE C-7
211071001 Fig C-7_CORROSIVITY @ B-1 0.0-5.0
Geotechnical & Environmental Sc1e:nc~s Consultants
Ninyo & Moore | OC River Walk, Anaheim and Orange, California | 212076001 | October 11, 2024

APPENDIX C
Slope Stability Analyses

1.88 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet)
0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Alluvium - Clay Mohr-Coulomb 120 2,000 0
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32
Levee Fill Mohr-Coulomb 115 100 32
Section A-A'
2:1 Dry - Static
OC River Walk
212076001

1.37 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet)
0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Alluvium - Clay Mohr-Coulomb 120 2,000 0
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32
Levee Fill Mohr-Coulomb 115 100 32
Section A-A'
2:1 Dry -Pseudostatic
OC River Walk
212076001
.--

1.75 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet)
0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Piezometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Section A-A'
2:1 Full Water - Static
OC River Walk
212076001

1.23 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet)
0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
Weight
(pcf)
Effective
Cohesion
(psf)
Effective
Friction
Angle (°)
Piezometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Section A-A'
2:1 Full Water - Pseudostatic
OC River Walk
212076001

1.52 Distance (feet)
100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 25 50 75 0 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Slope Stability Color Name
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Piez ometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
1 34 Mohr-Coulomb 120 100
Alluvium - Sand
(Medium Dense)
1 32 Mohr-Coulomb 120 100
1 32 Levee Fill Mohr-Coulomb 115 100
Section A-A'
2:1 Rapid Drawdown - Static
OC River Walk
212076001
11 1
---·

1.51 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Alluvium - Clay Mohr-Coulomb 120 2,000 0
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32
Levee Fill Mohr-Coulomb 115 100 32
Section A-A'

1.5:1 Dry - Static
OC River Walk
212076001

1.16 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Alluvium - Clay Mohr-Coulomb 120 2,000 0
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32
Levee Fill Mohr-Coulomb 115 100 32
Section A-A'

1.5:1 Dry - Pseudostatic
OC River Walk
212076001

1.45 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Piez ometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Section A-A'

1.5:1 Full Water - Static
OC River Walk
212076001
.---

1.08 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Piez ometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Section A-A'

1.5:1 Full Water - Pseudostatic
OC River Walk
212076001
.---

1.23 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Piez ometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Section A-A'

1.5:1 Rapid Drawdown - Static
OC River Walk
212076001
.---
, _,, ------------1

1.60 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Alluvium - Clay Mohr-Coulomb 120 2,000 0
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32
Levee Fill Mohr-Coulomb 115 100 32
Soil Cement Mohr-Coulomb 130 5,000 0
Section A-A'

1.5:1 Dry - Static
Soil Cement
OC River Walk
212076001

1.22 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Alluvium - Clay Mohr-Coulomb 120 2,000 0
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32
Levee Fill Mohr-Coulomb 115 100 32
Soil Cement Mohr-Coulomb 130 5,000 0
Section A-A'

1.5:1 Dry - Pseudostatic
Soil Cement
OC River Walk
212076001

1.51 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Piez ometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Soil Cement Mohr-Coulomb 130 5,000 0 1
Section A-A'

1.5:1 Full Water - Static
Soil Cement
OC River Walk
212076001
.---

1.11 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Piez ometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Soil Cement Mohr-Coulomb 130 5,000 0 1
Section A-A'

1.5:1 Full Water - Pseudostatic
Soil Cement
OC River Walk
212076001
.---
---------------------------------------------------------------------------- mll

1.32 Distance (feet)
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500 525 Elevation (feet) 0 20
40 60
80 100
120
140
160
180
200
220
Color Name Slope Stability
Material Model
Unit
W eight
(pcf)
Effectiv e
Cohesion
(psf)
Effectiv e
Friction
Angle (°)
Piez ometric
Surface
Alluvium - Clay Mohr-Coulomb 120 2,000 0 1
Alluvium - Sand
(Dense)
Mohr-Coulomb 120 100 34 1
Alluvium - Sand
(Medium Dense)
Mohr-Coulomb 120 100 32 1
Levee Fill Mohr-Coulomb 115 100 32 1
Soil Cement Mohr-Coulomb 130 5,000 0 1
Section A-A'

1.5:1 Rapid Drawdown - Static
Soil Cement
OC River Walk
212076001
.- l•-------1
Ninyo & Moore | OC River Walk, Anaheim and Orange, California | 212076001 | October 11, 2024

APPENDIX D
Pile Axial Capacity Plots
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700 800
DEPTH BELOW GROUND SURFACE (feet)
ULTIMATE PILE CAPACITY (kips)

STATIC CONDITION

ABUTMENT PILES
HP14x89
24-Inch CIDH
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600
DEPTH BELOW GROUND SURFACE (feet)
ULTIMATE PILE CAPACITY (kips)

DYNAMIC CONDITION

ABUTMENT PILES
HP14x89
24-Inch CIDH I=
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700
DEPTH BELOW GROUND SURFACE (feet)
ULTIMATE PILE CAPACITY (kips)

STATIC CONDITION

BENT PILES
HP14x89
24-Inch CIDH I
I
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600
DEPTH BELOW GROUND SURFACE (feet)
ULTIMATE PILE CAPACITY (kips)

DYNAMIC CONDITION

BENT PILES
HP14x89
24-Inch CIDH
\
\
\
\
\
-
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700
DEPTH BELOW GROUND SURFACE (feet)
ULTIMATE PILE CAPACITY (kips)

SCOUR CONDITION

OC River Walk
Hydrology and Hydraulics
Appendix to OC River Walk EIR
September 2025
Prepared For:

Prepared By:

Pacific Advanced Civil Engineering, Inc.
17520 Newhope Street, Suite 200
Fountain Valley, CA 92708
714-481-7300
Contact Persons:

Mark Krebs, PE
Andrew Ronnau, PhD, PE
Emily Randig, MS, EIT PACE B710
Table of Contents i
Table of Contents
Introduction ..............................................................................................................................................1 Project Overview......................................................................................................................................1 Study Area Description ........................................................................................................................3-1

3.1 Lower Santa Ana River Overview ..................................................................................................3-1

3.2 OC River Walk Study Area.............................................................................................................3-2

3.2.1 Existing Major Elements.........................................................................................................3-2

3.2.2 Proposed Major Elements......................................................................................................3-3

3.3 Regulatory Setting..........................................................................................................................3-4 Hydrology ..............................................................................................................................................4-1

4.1 Santa Ana River Flowrates ............................................................................................................4-1 HEC-RAS Hydraulic Modeling .............................................................................................................5-1

5.1 Summary of HEC-RAS Models ......................................................................................................5-1

5.2 HEC-RAS Modeling .......................................................................................................................5-1

5.3 Floodplain Hydraulics.....................................................................................................................5-2 Inflatable Dams and Operations ..........................................................................................................6-1

6.1 Inflatable Dams ..............................................................................................................................6-1

6.1.1 Dry Weather Operation ..........................................................................................................6-1

6.1.2 Low River Flow Operation......................................................................................................6-2

6.1.3 High River Flow Operation .....................................................................................................6-2

6.1.4 Collins Channel ......................................................................................................................6-3

6.1.5 Interior Drainage to the Impoundments..................................................................................6-3

6.2 Hydraulic Analysis for Rapid Drop of Rubber Dam Impoundments...............................................6-4

6.2.1 Hydrology ...............................................................................................................................6-4

6.2.2 Summary of Results...............................................................................................................6-5

6.3 Hydraulic Modeling.........................................................................................................................6-6

6.3.1 Modeling Parameters .............................................................................................................6-6

6.3.2 HEC-RAS Results ..................................................................................................................6-6 Pedestrian Bridge Scour Analysis ......................................................................................................7-1

7.1 Total Scour Analysis ......................................................................................................................7-1

7.1.1 Long-Term Scour ...................................................................................................................7-1

7.1.2 General Scour ........................................................................................................................7-1

7.1.3 Bend Scour.............................................................................................................................7-1

7.1.4 Bedform Scour .......................................................................................................................7-1

7.1.5 Low-Flow Incisement .............................................................................................................7-3

7.1.6 Local Pier Scour.....................................................................................................................7-3

7.2 Summary of Total Scour ................................................................................................................7-3 OC River Walk Development Impact Analysis ...................................................................................8-1

8.1 Hydraulic Impacts...........................................................................................................................8-1

8.1.1 Depth and Velocity .................................................................................................................8-1

8.1.2 Freeboard...............................................................................................................................8-1

8.1.3 Scour......................................................................................................................................8-1

8.2 Hydrologic Impacts.........................................................................................................................8-1

8.3 Water Quality Changes ..................................................................................................................8-4

8.4 Human Contact Changes and Impacts ..........................................................................................8-4 Conclusion.............................................................................................................................................9-1 References...................................................................................................................................................1 Table of Contents ii
Tables
Table 3-1: Existing Bridge Descriptions .....................................................................................................3-2 Table 7-1: General Scour Calculation Method Summary ..........................................................................7-2 Table 7-2: Summary of Each Scour Component .......................................................................................7-3 Figures
Figure 2-1: Project Rendering, SMLA...........................................................................................................2 Figure 2-2: Regional Vicinity Map .................................................................................................................3 Figure 3-1: Upper and Lower Santa Ana River Watershed .......................................................................3-1 Figure 3-2: Five Coves Rubber Dam along the Santa Ana River, Operated by OCWD............................3-3 Figure 3-3: Agencies Involved with Approval of OC River Walk................................................................3-5 Figure 4-1: USACE GDM Flow Rates Mapped..........................................................................................4-2 Figure 5-1: HEC-RAS Cross Section 71772, T and L Levee Invert “Smoothing”......................................5-2 Figure 5-2: HEC-RAS Workmap ................................................................................................................5-3 Figure 6-1: OC River Walk Impoundments ................................................................................................6-1 Figure 6-2: Deflation Hydrographs.............................................................................................................6-5 Figure 8-1: Existing and Proposed Condition Water Surface Elevation Comparison................................8-2 Figure 8-2: Existing and Proposed Condition Velocity Comparison ..........................................................8-3 Appendices
Appendix A – USACE GDM Hydrology Documentation
Appendix B – Existing Condition HEC-RAS Output
Appendix C – Proposed Condition HEC-RAS Output
Appendix D – Dam Deflation Scenarios HEC-RAS Output
Appendix E – Existing and Proposed Condition Comparison Tables, Water Surface Elevation and Velocity OC River Walk Hydrology and Hydraulics 1
Section 1 1 – Introduction and Project Overview
Introduction
The OC River Walk project is a set of planned improvements to a 1.5-mile-long reach of the Santa Ana River along the boundary of the City of Orange and City of Anaheim, as shown on Figure 2-1. PACE analyzed the hydrology and hydraulics on the project reach in existing conditions and in proposed conditions. The results were used to assess hydraulic changes, changes to hydrology, and effects of human contact associated with the proposed project improvements. This report documents the analysis approach, results, and conclusions.

Project Overview
The OC River Walk project plans to improve and revitalize a segment of the Santa Ana River. The project will transform a segment of this regional flood control facility into a community asset. The planned improvements are designed to achieve multiple objectives, including:
• Improving area flood protection
• Increasing access and use
• Adding groundwater recharge
• Improving water quality
• Adding open space
• Augmenting and connecting bike paths and pedestrian paths The project will be located within the Santa Ana River corridor between the Ball Road and Orangewood Avenue bridge crossings, encompassing an area approximately 450 feet wide by 9,000 feet long. The project site is surrounded by urban development, including Angel Stadium, the Anaheim Regional Transportation Intermodal Center (ARTIC), and the Honda Center (Figure 2-2).

The existing Santa Ana River corridor within the study area generally consists of a trapezoidal cross section with a natural soft bottom and riprap bank lining. The proposed OC River Walk project aims to transform the study area into a community destination by:
• Removing the existing riprap bank lining and replacing it with soil cement stepped terraces • Extending the existing Santa Ana River Trail (SART) bike path • Adding two additional pedestrian bridges across the Santa Ana River • Creating two river impoundments for municipal reuse water that will produce groundwater recharge and facilitate recreation
Hydrology for the project site was taken from the U.S. Army Corps of Engineers (USACE) Design Memorandum for Phase II GDM on the Santa Ana River Mainstem, Volume 3 for the Lower Santa Ana River (USACE, 1988). The general design manual (GDM) document specifies the design flow rates used for OC River Walk. Hydraulic modeling of the project reach was completed using HEC-RAS to analyze existing and proposed flow depths, velocities, freeboard, and scour. The OC River Walk project conforms with the design goals and function of the SAR described in the 1988 GDM. The OC River Walk project design will be reviewed and permitted by USACE and Orange County Flood Control District (OCFCD) through the 408 permitting process.

Figure 2-1
Figure 2-2
OC River Walk Hydrology and Hydraulics 3-1
Section 3 – Study Area Description
Study Area Description

3.1 Lower Santa Ana River Overview
The lower Santa Ana River watershed (approximately 200 square miles) runs from Prado Dam to the Pacific Ocean, traversing about 31 miles through the cities of Yorba Linda, Anaheim, Orange, Santa Ana, Fountain Valley, Costa Mesa, and Huntington Beach (Figure 3-1).

Figure 3-1: Upper and Lower Santa Ana River Watershed
The Santa Ana River Mainstem project was proposed by the USACE and authorized in the Water Resources Development Act of 1986 to increase the flood stage capacity of Prado Dam and improve downstream channel conveyance and capacity after a series of floods caused catastrophic damage to the increasingly urbanized areas downstream of Prado Dam in the early 1980s. The project included channelization of the Santa Ana River from Weir Canyon Road to the Pacific Ocean, which involved constructing a levee embankment for flood protection.

The OC River Walk project is located in the USACE Lower Santa Ana River Reaches 5 and 6. Reach 5 spans from Riverview Golf Course to the Orange Freeway (SR 57), and reach 6 spans from the Orange Freeway to Glassell Street. Cross sections of the channel are typically trapezoidal with a soft bottom and stone revetted side slopes between 1V to 1.5H and 1V to 3H. A series of reinforced concrete drop structures ranging in height from 4.5 to 9.7 feet and buried rip rap stabilizer structures are constructed at approximately 2,000 ft intervals. These act to maintain a stable grade and control channel scour within the Lower Santa Ana River channel reach.

Construction of the Santa Ana River levee system was completed in September 1995, and the operation and maintenance of the levee was passed to the Orange County Flood Control District (OCFCD), which is administered by Orange County Public Works (OCPW). The primary purpose of the levee is for flood control, as it protects over 1 million people (USACE National Structure Inventory, 2023). However, the Orange County Water District (OCWD) also uses the soft-bottom channel of the Santa Ana River to recharge the groundwater basin by impounding water in a series of sand levees (“T and L” levees) that slow water within the Santa Ana River for infiltration and groundwater recharge (OCWD, 2006).

OC River Walk Hydrology and Hydraulics 3-2
Section 3 – Study Area Description

3.2 OC River Walk Study Area
OC River Walk consists of an approximately 90-acre area that covers both banks of the Santa Ana River.

The project area is bound between Orangewood Avenue and Ball Road within the City of Orange and City of Anaheim.

3.2.1 Existing Major Elements
There are many existing elements within the project study area including six bridges over the Santa Ana River, two drop structures, the Collins Channel tributary, and the levee embankment.

3.2.1.1 Levee Embankment and Bike Path
The levee embankment within the project area consists of rip-rap lined riverbank. The Santa Ana River trail runs along the top of the bank between Orangewood Ave and Katella on the west bank and between Katella Avenue and Ball Road on the east bank. According to the ACOE as-built records, the riverbank protection is comprised of loose and grouted rip-rap at a 2(H):1(V) slope. The channel has a base width ranging from 300- to 320 feet and channel depths ranging from 12 to 18.5 feet. The top of bank freeboard provided is a minimum of 2.5 feet (USACE GDM Volume 3, 1988). Loose riprap along the embankments have d50’s that range from 15 inches to 33 inches with thicknesses of 24 inches to 48 inches, respectively. Embankment areas around the drop structures have grouted rip rap with a d50 of 10 inches and a thickness of 15 inches.

Currently, the Santa Ana River Trail bike path runs along the top of the river embankment. The public is authorized to use the bike path areas for recreational activities. The public is currently not authorized to be within the Santa Ana River channel or on the channel’s grouted rip-rap embankments.

3.2.1.2 Drop Structures
Two reinforced concrete drop structures are located within the study area. The downstream structure is located approximately 350 feet downstream of the LOSSAN bridge with a drop height of 7.27 feet. The upstream structure is located approximately 400 feet downstream of the Ball Road bridge with a drop height of 9.15 feet. The drop structures provide energy dissipation and minimize river bed and bank scour. Each structure uses a parabolic curved chute downstream of the crest, two rows of baffle blocks, and a sloping end sill (USACE GDM Volume 3, 1988).

3.2.1.3 Bridges
There are six existing bridges that span the Santa Ana River within the project study location at Orangewood Avenue, State Route (SR) 57, the Los Angeles-San Diego-San Luis Obispo (LOSSAN) Metrolink bridge, Katella Avenue, the Union Pacific railroad (UPRR), and Ball Road. The relevant hydraulic parameters for each bridge are summarized in Table 3-1.

Table 3-1: Existing Bridge Descriptions
Bridge Name Bridge Deck
Data
Bridge Pier
Data Bridge Undercrossing Notes
Orangewood Ave. Bridge Width = 72 ft 6 piers SART undercrossing on west bank SR 57 Bridge Width = 344 ft 6 piers
SART undercrossing on west bank
and maintenance road undercrossing
on the East bank
LOSSAN Metrolink
Bridge Width = 48 ft 3 piers
SART undercrossing on west bank
and maintenance road undercrossing
on the East bank
Katella Ave. Bridge Width = 130 ft 3 piers
SART undercrossing on west bank
and maintenance road undercrossing
on the East bank
OC River Walk Hydrology and Hydraulics 3-3
Section 3 – Study Area Description
Bridge Name Bridge Deck
Data
Bridge Pier
Data Bridge Undercrossing Notes
UPRR Bridge Width = 18 ft 5 piers SART undercrossing on East bank Ball Road Bridge Width = 80 ft 5 piers
Maintenance road undercrossing on
the West bank and SART
undercrossing on East Bank
*Santa Ana River Trail (SART)

3.2.2 Proposed Major Elements
There are four main improvements related to the OC River Walk project that are within or will interact with the Santa Ana River hydraulics, including:
• Two river impoundments in the Santa Ana River for increased groundwater recharge capabilities • Two non-motorized (pedestrian and bicycle) bridges across the Santa Ana River o Approximately 400 feet upstream of Orangewood Avenue
o Approximately 800 feet upstream of Katella Avenue
• Riverbank modifications replacing existing riprap with soil cement terraces and steps • Two new SART bike undercrossings
o At the west bank at the ARTIC station
o At the Union Pacific railroad

3.2.2.1 River Impoundments
The water impoundment within the Santa Ana River will be similar to OCWD’s existing rubber dam impoundments currently in place for river flow diversion to groundwater recharge (Figure 3-2). However, instead of being used to divert water to offline basins, the OC River Walk impoundment structures would be installed to create semi-permanent water bodies in the Santa Ana River for groundwater recharge.

Identical to the existing OCWD structures, the impoundment structures will lower automatically during large storm events or to drain impounded water when otherwise desired.

Figure 3-2: Five Coves Rubber Dam along the Santa Ana River, Operated by OCWD OC River Walk Hydrology and Hydraulics 3-4
Section 3 – Study Area Description
The first impoundment will be located upstream of the LOSSAN bridge crossing and create about 23 acres of water surface, with a depth up to approximately 8 feet at the location of the impoundment structure. The second impoundment location will be upstream of the Orangewood Avenue bridge crossing and create about 14.4 acres of water surface, with an impoundment depth up to 10 feet at the location of the dam structure.

3.2.2.2 Pedestrian Bridges
Two new pedestrian bridges are proposed over the Santa Ana River to facilitate pedestrian and bicycle access and to connect the west and east banks of the SART. The first bridge crossing would be located near the Honda Center, approximately 800 feet upstream of Katella Avenue. The bridge is proposed to have three piers and a width of 35 feet. The second bridge would be approximately 400 feet upstream of Orangewood Avenue, across from Angel Stadium. The pedestrian bridge is proposed to have one pier and a width of 16 feet.

3.2.2.3 River Embankment Modifications
The embankments on both sides of the Santa Ana River will be transformed by removing the existing riprap and adding stepped terraces, new soil cement banks, and riverbank planters. The proposed improvements include changing the existing riprap bank slope of 2H:1V to a soil cement slope of 1.5H:1V. The proposed riverbank modifications will maintain river flood control hydraulic capacity and bank stability.

The public will access the terraced and stepped embankments in the proposed condition. OCFCD will review and approve project elements providing public access to the Santa Ana River and ensure public use of OC River Walk Project area is safe.

3.3 Regulatory Setting
To receive regulatory approval and obtain required permits for the OC River Walk impoundments, the project will need to meet the requirements of the following key agencies and regulatory programs:

1. The City of Anaheim for the project’s California Environmental Quality Act (CEQA) approval

2. Amendment of existing California Division of Drinking Water (DDW) reuse permit to impound OCWD’s advanced treated recycled water and use for groundwater recharge

3. Amendment of existing National Pollutant Discharge Elimination System (NPDES) Permit (of which the DDW permit is a subpart)

4. California Department of Fish and Wildlife (CDFW) Section 1602 notification of construction activity in the vicinity of a river

5. U.S. Army Corps of Engineers (USACE) Section 404 and Section 408 permits OC River Walk Hydrology and Hydraulics 3-5
Section 3 – Study Area Description
Figure 3-3: Agencies Involved with Approval of OC River Walk OC River Walk Hydrology and Hydraulics 4-1
Section 4 – Hydrology
Hydrology

4.1 Santa Ana River Flowrates
Design flowrates in the lower Santa Ana River watershed were established as part of the USACE design plan described in the GDM, Volume 7. The lower Santa Ana River reach was designed for flowrates equal to a 190-year storm event. The 190-year event represents a Prado Dam reservoir design flood that results in a spillway crest water surface elevation of 563 feet National Geodetic Vertical Datum of 1929 (NGVD 29) with 92% of the standard project flood hydrograph being routed through Prado Dam, with the release of flood flows as soon as possible within the storm event. This results in an outflow discharge of 30,000 cubic feet per second from Prado Dam, which is routed downstream and combined with tributaries to determine the design flood peak discharges at various locations along the lower Santa Ana River.

The GDM provides design flowrates in Table III-1 of Volume 3 at several locations along the Santa Ana River, as shown on Figure 4-1. The OC River Walk project location is between two locations where the GDM flowrates are specified. Design documents for the Lower Santa Ana River Channel Plan and Profile, from Station 674+20 to 704+20 in the GDM Volume 3, included in Appendix A, provided the exact USACE design flowrate at the OC River Walk project location. At the OC River Walk study area, the 190-year design discharge is 40,000 cubic feet per second with an increase to 41,000 cubic feet per second downstream of Collins Channel (USACE GDM Vol 3, 1988). The OC River Walk project is designed using the USACE 190- year event flowrate of 40,000 to 41,000 cubic feet per second.

Figure 4-1
OC River Walk Hydrology and Hydraulics 5-1
Section 5 – HEC-RAS Hydraulic Modeling
HEC-RAS Hydraulic Modeling
PACE developed a detailed hydraulic model of the study reach using the Hydraulic Engineering Center River Analysis System (HEC-RAS), version 6.4.1. Steady and unsteady models were created to simulate various flows within the river channel. Hydraulic models were used to evaluate changes in water surface elevations and velocity, freeboard within the river, sediment transport potential, potential bridge scour, and an impoundment deflation scenario.

5.1 Summary of HEC-RAS Models
Multiple HEC-RAS models were used for the OC River Walk hydraulic analysis, summarized below:
• Santa Ana River Received USACE Model (Steady-State) – Model received from the USACE.

Geometry of the channel is simplified to a trapezoidal channel based on the as-built condition from USACE as-builts dated 1990–1994. This model represents the as-built condition of the Santa Ana River.
• Santa Ana River Existing Condition Model (Steady-State) – The received USACE model was modified by updating the cross sections with new topography while preserving the as-built channel invert. This model represents the existing condition of the Santa Ana River and provides a baseline for comparison to any proposed improvements.
• Santa Ana River Proposed Condition Model (Steady-State) – The proposed condition model represents the condition where the Santa Ana River improvements related to the OC River Walk development have been constructed. The channel side slopes and top of bank are modified to the OC River Walk design.
• Impoundment Deflation Scenario (Unsteady-State) – The impoundment deflation scenario uses the proposed condition model to analyze various inflatable impoundment deflation scenarios. The model extends downstream to include the River View Golf Course.

5.2 HEC-RAS Modeling
The USACE Santa Ana River model was obtained and used as the baseline for the existing condition model.

The model received from the USACE extends from Prado Dam to the Pacific Ocean, so it was truncated to only span the project area, from approximately 1,100 feet downstream of Orangewood Avenue to approximately 2,600 feet upstream of Ball Road. The cross sections are spaced roughly 200 feet apart except for sections located near bridges, drop structures, or other abrupt changes in channel geometry.

The USACE model elevations were originally in NGVD 29, but were converted and georeferenced to the North American Vertical Datum of 1988 (NAVD 88) and California State Plane Coordinate System for this study.

An updated existing conditions model of the project reach was developed by revising the USACE model sections with new light detection and ranging (LIDAR) data. The HEC-RAS workmap is shown on Figure 5-2. The new LIDAR was flown on October 25, 2022, and compiled into 1-foot contours with elevations in North American Vertical Datum of 1988 (NAVD 88). New HEC-RAS cross sections were cut using the new terrain data. Existing earthen T and L levees in the channel bottom produced varied invert elevations, section to section, resulting in an unrealistic streambed profile. The earthen T and L levees are sacrificial and expected to erode away during a storm, so the inverts of the updated HEC-RAS sections were set to the invert elevations of the original USACE sections, resulting in a realistic streambed profile (see Figure 5-1).

OC River Walk Hydrology and Hydraulics 5-2
Section 5 – HEC-RAS Hydraulic Modeling
Figure 5-1: HEC-RAS Cross Section 71772, T and L Levee Invert “Smoothing” The Manning’s roughness values for the HEC-RAS models are consistent with the values used in the received USACE model. The Manning’s values for the left and right overbanks are consistently set to n =

0.03, while the main channel Manning’s values vary from n = 0.03 to n = 0.05.

The boundary condition was taken as a “normal depth slope” or slope-area method, which is determined from the natural downstream slope of the existing streambed. The selection of the boundary conditions in the model is not critical for this study since the upstream and downstream limits of the model are a significant distance away from the revision reach.

All steady-state models were run with a subcritical flow regime. The subcritical flow regime produces the most conservative estimate of water surface elevations, which is preferable to determine the impact to freeboard in the proposed condition.

The Energy and Momentum methods were used to calculate the hydraulics of each bridge within the HEC-RAS model. The model was set to use the highest energy answer.

The drop structures were modeled as inline structures, with flow going through the structure modeled as a broad-crested weir.

5.3 Floodplain Hydraulics
The existing and proposed condition models were compared to quantify any changes to hydraulics as a result of the proposed improvements. The purpose of the existing condition model is to serve as a baseline that represents the as-is, as-built condition of the Santa Ana River. The proposed condition model includes all channel improvements and modifications.

The existing condition HEC-RAS model shows that flow depths for the design discharge [Q190 = 40,000 to 41,000 cubic feet per second (cfs)] range from 11.2 to 17.6 feet, and channel velocity ranges from 7.6 to

11.5 feet per second (fps).

The proposed condition analysis shows that flow depths for the design discharge range from 11.2 to 17.7 feet. Channel velocity for the design event ranges from 7.6 to 11.7 fps. Appendix E compares the flow depths and velocities from the two conditions.

OC River Walk Hydrology and Hydraulics 6-1
Section 6 – Inflatable Dams and Operations
Inflatable Dams and Operations
A key element of the OC River Walk project is the proposed water impoundments that provide nearly a year round water body for the river walk experience. Three inflatable dams will create two impoundments, which are designated as the “north” impoundment and “south” impoundment, as shown on Figure 6-1. The impoundments provide multiple benefits, including groundwater recharge, outdoor recreation, and aesthetic improvements.

The first impoundment will be located upstream of the LOSSAN bridge crossing and create about 23 acres of water surface, with a depth up to approximately 8 feet at the location of the impoundment structure. The second impoundment location will be upstream of the Orangewood Avenue bridge crossing and create about 14.4 acres of water surface, with an impoundment depth up to approximately 10 feet at the location of the dam structure. The total volume of water held by both impoundments is 200 acre-feet.

Figure 6-1: OC River Walk Impoundments

6.1 Inflatable Dams
Inflatable rubber dams have been selected to create the impoundments because they can be deflated during major river flow storm events to maintain full flood flow capacity in the Santa Ana River channel. The inflatable dams are constructed with a reinforced rubber structure, which will be resilient enough to withstand extended exposure to ultraviolet light and scouring resulting from normal operation of the Santa Ana River during the rainy season. The rubber structure will be designed with a robust anchoring system in order to secure it to its riverbed foundation and the sidewalls of the embankment, preventing slippage of or damage to the inflatable dam. The design and operation is similar to the inflatable dams OCWD has operated for 30 years, upstream of the project area in the Santa Ana River at the Imperial and Five Coves diversion locations.

Each dam will be equipped with an automated inflation and deflation system, including an inlet/outlet compressed air piping system, compressor, pressure relief valve, and a control and monitoring system that will be housed within a sound attenuating enclosure (precast vault or aboveground building as the preferred option).

Operational procedures of the impoundments are built on extensive analysis of the Santa Ana River hydrology and Prado Dam release procedures. The goals are effective utilization of Groundwater Replenishment System (GWRS) supply through increased groundwater recharge, channel flood conveyance capacity, and water quality of the impoundments. Three operational conditions are defined:
dry weather operation, low river flow operation, and high river flow operation.

6.1.1 Dry Weather Operation
The Santa Ana River watershed is located in an arid region that receives little precipitation during the dry season, so there is generally no local tributary flow into the project reach of the river beyond dry weather nuisance flows. The Santa Ana River base flow comes from Prado Dam, operated by the U.S. Army Corps of Engineers (USACE), which coordinates releases with OCWD from the reservoir for OCWD groundwater recharge. It is intended that OCWD will coordinate releases of Prado Dam to ensure that, in most cases, this base flow is not sufficient to reach the project site, as it percolates either in offline basins through rubber OC River Walk Hydrology and Hydraulics 6-2
Section 6 – Inflatable Dams and Operations
dam diversions at Imperial and Five Coves or into the riverbed upstream of OC River Walk. Thus, the Santa Ana River reach at OC River Walk will be mostly dry without the use of GWRS water from OCWD. This condition is defined as dry weather operation.

During dry weather operation, the impoundment water levels will be maintained using GWRS water supplied by OCWD. To address impoundment water quality concerns, dry weather nuisance flows in all adjacent tributary storm drain lines will be captured/diverted by gravity. These nuisance flows will be pumped to Orange County Sanitation District sewer lines and treatment facilities, with a few storm drain lines on the east side of the project discharged to the river channel downstream of the lower impoundment. This will minimize the possibility of any dry weather flows reaching the impoundments and mixing with GWRS water.

In this operational condition, the impoundments will be filled to within 6 to 12 inches of the impoundment overflow elevation and maintained, with the ability to bypass a portion of the water through a bypass structure containing a modulating weir so water levels and discharge flow can be controlled.

To summarize, dry weather operation is the condition where no surface flow, from any combination of tributary runoff and Prado Dam release, reaches the project site. In this condition, the impoundments are filled with only GWRS water to maximize water quality for aesthetics and potential recreational use.

6.1.2 Low River Flow Operation
A low flow event is defined as a precipitation event that produces expected flow volumes at the project site of less than 200 acre-feet (the volume of water retained by the two impoundments). Forecast monitoring of rainfall is already utilized for the operation of the Imperial and Five Coves rubber dams, as well as releases from Prado Dam, which constitutes the majority of the flow in the Lower Santa Ana River watershed. During a rain event, the dry weather nuisance diversion systems are turned off, allowing flow from the tributaries to enter the river. Flows to the project site will consist of a combination of flows from the surrounding tributaries and from Prado Dam releases.

Generally, in low flow conditions the GWRS water supply to the impoundments will be halted, and the GWRS water will be allowed to infiltrate or may be pumped to off-river basins operated by OCWD. Santa Ana River flows, either tributary or from Prado, will fill the impoundments up to the 200-acre-foot capacity.

In any event where flows over the rubber dam reach a 6-inch nappe (approximately 320 cfs), the inflatable dams will be deflated.

To summarize, low flow is the condition where there is flow in the channel at the project site, with the total expected volume less than 200 acre-feet and the peak flow during the event less than 320 cfs.

6.1.3 High River Flow Operation
High flow events are defined as events where the flows reaching the project site, which include tributary runoff and flows from Prado Dam, are 200 acre-feet or greater. In these conditions, both impoundments will be evacuated and the rubber dams will be deflated to allow complete storm conveyance in the Santa Ana River channel.

For this operation, GWRS inflows to the impoundments will be halted and allowed to fully infiltrate, which takes approximately 10 days, or the GWRS water will be drained and pumped to Burris Basin, which is anticipated to take approximately 3 days. The impoundments will then be fully deflated to maintain peak flood capacity of the Santa Ana River channel. In the later parts of the storm, the dams will be reinflated with the intent of capturing the full operation volume, or 200 acre-feet, in both impoundments.

During any event, regardless of expected volume, when the flow exceeds 320 cfs (6 inch nappe) over the dams, they will automatically deflate as a safety mechanism to prevent damage.

OC River Walk Hydrology and Hydraulics 6-3
Section 6 – Inflatable Dams and Operations

6.1.4 Collins Channel
There is an inflatable dam located in Collins Channel where it meets the SAR. This inflatable dam prevents GWRS water from backing up into Collins Channel and prevents dry weather runoff from Collins Channel from entering the impoundments. The crest of the Collins Channel inflatable dam will be at the same elevation as the north SAR dam.

The Collins Channel dam will be operated in conjunction with the OC River Walk impoundments and will be raised and lowered to facilitate various operating conditions. During dry weather, with the Collins Channel dam inflated, a pump station will pump flow in Collins Channel to the SAR downstream of the OCRW impoundments. During storm events, the Collins Channel dam will be lowered in conjunction with the OCRW dams. The operation of the Collins Channel dam will maintain the flow pattern of the Collins Channel, and will not impact existing Collins Channel drainage capacity.

6.1.5 Interior Drainage to the Impoundments
A preliminary interior drainage analysis was completed for the project area to determine the existing interior drainage paths. The analysis includes evaluating any pipes draining into the Santa Ana River within the project reach and determining whether a pipe is abandoned or not, and if and where the pipe drains into the system.

Watersheds south of Ball Road and north of the SR-57 Freeway were defined as contributing drainage within the impoundment study area. Within this area, Anaheim has fourteen (14) contributing watersheds, while the City of Orange has twelve (12). ArcGIS, a Geographic Information Systems (GIS) software, was utilized in conjunction with available survey information and as-built information to establish the watershed characteristics. The respective outfall structures of the watersheds identified that drain to the Santa Ana River within the project reach are summarized in Table 6-1 and Table 8-2, separated into the east bank and west bank, respectively.

Table 6-1: East Bank, City of Orange Interior Drainage
Watershed Name # Station
Outfall
Size
Outlet Invert
Elevation
Area
Drained
(in) (ft) (ac)
Taft Ave US1 748+15 54"Ø 166.1 94
Brian St. US2 739+93 42"Ø 162.5 14
SPRR Bridge US3 735+12 42"Ø 153 49
Promenade Main 101 725+19 54"Ø 154.5 45
Promenade Parking Lot 102 716+15 36"Ø 150.7 12
Katella (East Bank) 103 710+39 27"Ø 154.4 6
Collins Channel 201 699+34 60' (W) x
10' (H) 147.5 2992
Collins Ave. 202 695+64 48"Ø 146.5 62
OC Sheriff's Department 301 692+94 18"Ø 146.8 9
OC Children and Family
Services 302 684+02 36"Ø 144.6 10
YRC Freight 303 682+98 36"Ø 143.7 14
Orangewood Ave DS1 607+10 48"Ø 134 38
OC River Walk Hydrology and Hydraulics 6-4
Section 6 – Inflatable Dams and Operations
Table 6-2: West Bank, City of Orange Interior Drainage
Watershed Name # Station
Outfall
Size
Outlet Invert
Elevation
Area
Drained
(in) (ft) (ac)
Arena Corporate Center #1 1A1 728+89 21"Ø 159.7 10
Arena Corporate Center Main 1A2 718+66 48"Ø 154 25
Honda Center #1 1A3 714+13 36"Ø 152.1 3
Honda Center #2 1A4 710+81 27"Ø UNKNOWN 3
Honda Center Main + Katella 1A5 709+03 54"Ø 150.5 30
Artic #1 / Meadow Park 2A1 703+26 18"Ø ABANDONED 3
Artic #2 / Meadow Park 2A2 695+07 36"Ø ABANDONED 5
Artic #3 3A1 689+94 42"Ø 149.6 3
Artic #4 3A2 687+65 18"Ø 145.3 1
Artic Main + SR-57 3A3 687+18 48"Ø 143.5 65
Angel Stadium 3A4 683+61 18"Ø UNKNOWN 6
At outfalls where the water surface elevation of the impoundment is greater than the invert of the storm drain, a cast iron flap gate or an elastomer duckbill check valve will be installed. This will prevent the flow of GWRS water into the storm drain and diversion system.

6.2 Hydraulic Analysis for Rapid Drop of Rubber Dam Impoundments The inflatable dams will be managed to account for projected storm events that will cause large flows through OC River Walk. Any necessary evacuation of the impoundments is expected to occur through infiltration within 10 days; however, the hydraulics of a sudden deflation and resultant release of impounded water were investigated.

Approximately 9,500 feet downstream of the south impoundment is the Riverview Golf Course. This 18-hole golf course is located within the Santa Ana River floodplain, with the Santa Ana River running directly through the fairway. Potential impacts to the Riverview Golf Course and downstream areas were analyzed considering an emergency deflation of the dams holding full impoundment volumes. The analysis involved the following tasks, which will be discussed in detail in the following sections:
• Development of a design hydrograph for use in the hydraulic analysis • Development of a HEC-RAS model of the study reach to characterize hydraulics • Analysis of results and determination of downstream impacts

6.2.1 Hydrology
In order to model impacts to the golf course, a hydrograph of the inflatable dam deflation scenario was developed using the anticipated deflation time along with a stage-volume relationship. Three scenarios were analyzed resulting in three inflow hydrographs, described below:
• North Impoundment Deflation – Scenario where only the filled north impoundment is deflated. • South Impoundment Deflation – Scenario where only the filled south impoundment is deflated. • Simultaneous North and South Impoundment Deflation – Scenario where both the north and south impoundments are deflated concurrently.

Each deflation scenario was modeled using weir discharge equations. The scenarios assume that the deflation of the rubber dam will behave in the following manner. First, the behavior of the rubber dam will OC River Walk Hydrology and Hydraulics 6-5
Section 6 – Inflatable Dams and Operations
act as a rectangular weir from 𝑡0(𝑡𝑖𝑚𝑒 = 0) to 𝑡 =
1 4
𝑑𝑒𝑓𝑙𝑎𝑡𝑖𝑜𝑛 𝑡𝑖𝑚𝑒 . During this stage, the discharge is
calculated by the rectangular weir equation:

𝑄 = 𝐶𝐿𝐻
3 2
Where:

Q = discharge (cfs)
C = weir constant, assume 3
L = weir length (ft)
H = head above horizontal crest (ft)
Deflation will then transition to act as a rectangular weir with a v-notch, or a combination weir. This assumption is used from 𝑡 =
1 4
𝑑𝑒𝑓𝑙𝑎𝑡𝑖𝑜𝑛 𝑡𝑖𝑚𝑒 to the end of deflation. During this stage, a combination of the rectangular weir discharge and v-notch weir discharge equations are used:

𝑄 = 𝐶𝐿𝐻
3 2 + 3.9 ℎ

1.72 −1.5
Where:

Q = discharge (cfs)
C = weir constant, assume 3
L = weir length (ft)
H = head above horizontal crest (ft)
h = head above horizontal crest (ft)

6.2.2 Summary of Results
The resultant hydrographs for each of the three scenarios are shown in Figure 6-2. The north impoundment deflation will result in a peak discharge of 2,833 cfs, the south impoundment deflation will result in a peak discharge of 2,071 cfs, and the combined north/south simultaneous deflation scenario will result in a peak discharge of 4,850 cfs.

North Deflation Hydrograph
(Qpeak = 2,833 cfs)
South Deflation Hydrograph
(Qpeak = 2,071 cfs)
Simultaneous Deflation
Hydrograph (Qpeak = 4,850 cfs)
Figure 6-2: Deflation Hydrographs
0 1000
2000
3000
4000
5000
0 20 40
Outflow (cfs)
Time (minutes)
0 1000
2000
3000
4000
5000
0 20 40
Outflow (cfs)
Time (minutes)
0 1000
2000
3000
4000
5000
0 20 40
Outflow (cfs)
Time (minutes)
OC River Walk Hydrology and Hydraulics 6-6
Section 6 – Inflatable Dams and Operations

6.3 Hydraulic Modeling
An unsteady one-dimensional HEC-RAS model of the Santa Ana River was created to analyze the dam deflation scenarios.

6.3.1 Modeling Parameters
The USACE has an existing model of the Santa Ana River that extends from Prado Dam to the Pacific Ocean that was used as a basis of the analysis. The model was truncated to span the study area, with the downstream cross section as RS 53380, at the downstream of the Riverview Golf Course, and the upstream cross section as RS 69601, approximately 240 feet upstream of the OCTA/SCRRA railroad bridge.

The cross sections are spaced roughly 200 feet apart except for sections located near bridges, drop structures, or other abrupt changes in channel geometry. The USACE model elevations were originally in NGVD 29, but were converted and geo-referenced to NAVD 88 and California State Plane Coordinate System for this study.

6.3.1.1 Analysis Inflow
The inflow hydrographs were created through the analysis described in Section 6.1. To obtain a stable model, each hydrograph was modeled with a minimum flow of 500 cfs.

6.3.1.2 Downstream Boundary Condition
The model features a normal depth boundary condition at the downstream end of the model, with a friction slope of 0.001 ft/ft. This normal depth boundary condition is more appropriate for an unsteady model with varying flow rates than the original known water surface elevation boundary condition.

6.3.1.3 Unsteady Flow Simulation Parameters
The unsteady flow simulation was run for 1 hour and 35 minutes with a 1-second computation interval.

6.3.2 HEC-RAS Results
The unsteady flow results show that the golf course will not be negatively impacted by rapid dam deflation within the OC River Walk development. The results of the simultaneous discharge of the north and south impoundment areas show a peak flow of approximately 4,850 cfs. The maximum profile from the simultaneous discharge was compared to a steady-state 2-year storm event.

The discharge frequency flow events for the OC River Walk project reach are available in the Santa Ana River Design Memorandum Phase II GDM on the Santa Ana River Mainstem, Volume 7, in Table 7-10 (USACE, 1988). The GDM shows that the 2-year storm event peak discharge is 4,700 cfs.

The results show that the maximum profile has lower water surface elevations than the 2-year steady-state event. This indicates that the dam deflation scenario has smaller impacts than a 2-year storm event. The Riverview Golf Course will not be impacted by the worst-case dam deflation scenario associated with the OC River Walk development. Each of the three dam deflation scenarios analyzed shows impacts less than those of a 2-year storm event.

OC River Walk Hydrology and Hydraulics 7-1
Section 7 – Pedestrian Bridge Scour Analysis
Pedestrian Bridge Scour Analysis
This section summarizes the preliminary scour analysis completed for the proposed pedestrian bridge upstream of Katella Avenue.

7.1 Total Scour Analysis
Using the 190-year design flow rate, the total anticipated scour at the proposed bridge is determined by analyzing channel adjustments possible from long-term degradation, general scour, bend scour, contraction scour, local scour, low-flow incisement, and bed form scour.

𝑍𝑇𝑜𝑡𝑎𝑙 = 𝑍𝐿𝑜𝑛𝑔−𝑇𝑒𝑟𝑚 +𝑍𝐺𝑒𝑟𝑛𝑒𝑟𝑎𝑙 + 𝑍𝐵𝑒𝑛𝑑 + 𝑍𝐵𝑒𝑑 𝑓𝑜𝑟𝑚 + 𝑍𝐿𝑜𝑤 𝑓𝑙𝑜𝑤 𝑖𝑛𝑐𝑖𝑠𝑒𝑚𝑒𝑛𝑡 + 𝑍𝐿𝑜𝑐𝑎𝑙 𝑆𝑐𝑜𝑢𝑟 (𝐶𝑜𝑛𝑡𝑟𝑎𝑐𝑡𝑖𝑜𝑛,𝑃𝑖𝑒𝑟,𝑎𝑛𝑑 𝐴𝑏𝑢𝑡𝑚𝑒𝑛𝑡)

7.1.1 Long-Term Scour
Long-term scour adjustments aim to estimate scour from fluvial processes that occur over several years. In the case of the Santa Ana River, there are a series of grade control structures periodically spaced along the riprap-lined trapezoidal channel. These grade control structures will control the fluvial processes in the river and keep the channel from eroding past the top of each structure. Therefore, the long-term erosion of the study area is controlled by the downstream grade control structure. To conservatively calculate the long-term adjustment, it is assumed that the reach will erode to the top elevation of the downstream grade control, essentially causing a zero slope projected from the top of the grade control to the next upstream hydraulic structure. At the location of the bridge, the long-term scour, calculated by subtracting the top elevation of the grade control from the existing invert elevation, was found to be 2.4 feet.

7.1.2 General Scour
General scour is the lowering of the stream bed over a relatively short time period such as a single flow event. In order to estimate general scour, a series of equations were used. HEC-RAS includes a series of hydraulic design calculators, including a riprap calculator and a scour calculator. The scour calculator includes various widely used empirical local scour equations to provide a range of scour depths expected at a cross section. Both the upstream and downstream cross sections were analyzed using this tool.

General scour was also found using the Los Angeles County Flood Control District (LACFCD) Hydraulic Design Manual, Table F-31, which estimates cutoff depth based on velocity. The equations analyzed and the resultant general scour are summarized below. The D50 used in the general scour calculations was

1.396 millimeters (mm) as specified in the grain size analysis for the Orangewood Avenue Bridge Improvement project, which was taken from the riverbed at Orangewood Avenue, downstream of the proposed pedestrian bridge.

The final general scour value was chosen as 6.4 feet, specified from the Neil method. This value was selected as a median, conservative, empirical estimate of general scour at the proposed pedestrian bridge.

7.1.3 Bend Scour
Bend scour occurs on the outside of a river bend and is largely based on the “radius of curvature” for the bend. The reach in the vicinity of the proposed pedestrian bridge is very straight, so bend scour is not expected to occur within the study area.

7.1.4 Bedform Scour
Bedform scour can develop in sand beds as a result of the interaction between hydraulic curves and the bed sediment. Bed forms include dunes, antidunes, bars, and ripples within the main channel. The LA County Sedimentation Manual uses a nomograph to relate channel velocity to a bed form height. Using the HEC-RAS velocity for the bridge cross sections, a bed form height of 1 foot is anticipated based on the LA County method.

Table 7-1: General Scour Calculation Method Summary
Method Equation
General Scour Result (ft)
U/S Cross
Section
D/S Cross
Section
Neil ∆𝑦 = 𝑍 ∙ 𝐷𝑏𝑓 ̅̅̅̅̅ (
𝑄𝑑
𝑊
⁄
𝑄𝑏𝑓
𝑊𝑏𝑓 ⁄
)
𝑚
∆𝑦 = scour depth
𝑍 = 0.5 for straight reaches
𝑚 = 0.67 for sandy reaches
𝐷𝑏𝑓 ̅̅̅̅̅ = average bankfull cross section depth,
approximated with hydraulic depth
𝑄𝑑 = design flow
𝑄𝑏𝑓= bankfull flow
𝑊 = flow width of design event
𝑊𝑏𝑓 = bankfull flow width

6.4’ 6.3’
Lacey ∆𝑦 = 𝑍 ∙ 0.47 (
𝑄𝑑

1.76√𝑑𝑚
)
1 3
∆𝑦 = scour depth
𝑍 = 0.25 for straight reaches
𝑄𝑑 = design flow
𝑑𝑚= median grain size

3.1’ 3’
USBR
Mean
Velocity
∆𝑦 = 𝑍 𝐷̅
∆𝑦 = scour depth
𝑍 = 0.25 for straight reaches
𝐷̅= Depth
3’ 3’
Blench ∆𝑦 = 𝑍 ∙
(
𝑄𝑑
𝑊
⁄ )
2 3
(𝐹𝐵0)
1 3
∆𝑦 = scour depth
𝑍 = 0.6 for straight reaches
𝑄𝑑 = design flow
𝑊 = flow width of design event
𝐹𝐵0 = Blench’s Zero Bed Factor

10.9’ 10.9’
USBR
∆𝑦 = 2.47 +

0.937 (
𝑄𝑑
𝑊
⁄ )

3.45 , 𝑖𝑓 (
𝑄𝑑
𝑊
⁄ ) < 3.45
and
∆𝑦 = 𝐾 (
𝑄𝑑
𝑊
⁄ )

0.24 , 𝑖𝑓 (
𝑄𝑑
𝑊
⁄ ) ≥ 3.45
∆𝑦 = scour depth
𝐾 = 2.45
𝑄𝑑 = design flow
𝑊 = flow width of design event

7.6’ 7.6’
LA County
Cut of
Depth
NA 8’ 8’
Note:

1. Values italicized in red indicate that the D50 is not within the range anticipated to use the equation, and therefore should not be considered for general scour.

OC River Walk Hydrology and Hydraulics 7-3
Section 7 – Pedestrian Bridge Scour Analysis

7.1.5 Low-Flow Incisement
The low-flow channel incisement generally represents a small channel formed by smaller 5- to 10-year return storms. The incisement is formed as these low flows seek the most hydraulically efficient path downstream. The LA County Sedimentation manual specifies the use of 2 feet for a conservative estimate of low-flow incisement.

7.1.6 Local Pier Scour
Local scour occurs as the result of the proposed pedestrian bridge. The impacts of the local scour components are generally limited to the vicinity of the bridge that causes them; however, they are significant because they are frequently many times larger than the long-term or general adjustment components of scour. Local scour components are contraction scour, pier scour, and abutment scour. All three are calculated in HEC-RAS, following the procedures outlined in HEC-18: Evaluating Scour at Bridges, 5th Edition (FHWA, 2012).

According to the hydraulic output of the HEC-RAS modeling, contraction scour is computed based on the live-bed equation and pier scour based on the CSU equation. The proposed pedestrian bridge shows 3.7 feet of contraction scour and 4 feet of pier scour. This results in 7.7 feet of local scour.

7.2 Summary of Total Scour
The total scour anticipated at the proposed pedestrian bridge is the sum of all individual scour components analyzed. Each scour component analyzed and the total scour for the proposed pedestrian bridge is summarized below.

Table 7-2: Summary of Each Scour Component
Scour Component Expected Adjustment (ft)
Long-Term 2.4
General 6.5
Bend 0
Bedform 1
Low Flow Incisement 2
Local Scour 7.7
Total Scour 19.6
OC River Walk Hydrology and Hydraulics 8-1
Section 8 – OC River Walk Development Impact Analysis
OC River Walk Development Impact Analysis

8.1 Hydraulic Impacts
Hydraulic impacts encompass changes to depth, velocity, freeboard, and scour within the Santa Ana River as a result of the proposed OC River Walk development.

8.1.1 Depth and Velocity
Depths within the Santa Ana River were analyzed through the existing and proposed HEC-RAS modeling.

The change in depth as a result of the proposed project shows a maximum increase of 0.5 feet, and in some areas a decrease in depth up to 0.2 feet. The changes to depth are generally upstream of the two proposed pedestrian bridges. These changes in depth are minimal; see Figure 8-1.

Similarly to depth data, velocity data was analyzed by comparing the existing and proposed HEC-RAS model results. The changes to velocity as a result of the proposed project include increases up to 0.6 fps and decreases up to 0.9 fps. The decreases are generally located around the proposed pedestrian bridges, where the addition of piers within the main channel slows down the flow, decreasing velocity. The maximum increase in velocity is localized to the proposed Meadow Park, which includes a small change in the bank alignment that slightly decreases flow area, therefore increasing velocity. Changes in velocity between the existing and proposed conditions are plotted in Figure 8-2.

8.1.2 Freeboard
The Santa Ana River is designated as a levee, which has minimum freeboard requirements. Freeboard is the vertical distance between the design water level and the top of bank. The USACE GDM Volume 3 specifies the minimum freeboard in the project reach as 2.5 feet. Freeboard was calculated for the existing and proposed condition HEC-RAS models by subtracting the design water surface elevation from the top of bank. A comparison of the freeboard provided in the existing and proposed condition models is detailed in Appendix E.

The freeboard analysis shows there is generally sufficient freeboard (greater than 2.5 feet) in the existing condition, with some deficiencies located just upstream of the SR 57 bridge, LOSSAN railroad bridge, and Katella Avenue bridge and around the crest of the downstream drop structure. In the proposed condition, the amount of freeboard gained or lost is directly related to the change in water surface elevation. The proposed project aims to fix any deficiencies in freeboard in the existing condition by raising the top of bank to meet the freeboard requirement specified in the USACE GDM. Freeboard will improve as a result of the proposed project.

8.1.3 Scour
The as-built/existing toe elevations range from a minimum of 5 feet along the channel up to 10-15 feet at drop structures and stabilization structures. A preliminary cutoff depth analysis was completed using the LACFCD Hydraulic Design Manual Table F-31, Levee Criteria, Cut-Off Depths. As discussed in Sections

5.3 and 8.1.1, changes in velocity are minimal, which means changes in scour depth are also minimal.

There are no anticipated changes to scour depth as a result of the proposed channel improvements.

8.2 Hydrologic Impacts
Hydrologic changes are related to the ground cover within the project site. The proposed project will change 26,400 linear feet of grouted/un-grouted riprap to soil cement and riprap. This may result in a small increase to impervious area within the project site. However, in the perspective of the lower Santa Ana River watershed, this is a negligible increase. The lower Santa Ana River watershed covers an approximately 200 square mile area, while the change in pervious area is less than 0.01 square mile. There would be no significant impacts to the Santa Ana River hydrology as a result of the proposed bank modifications.

OC River Walk Hydrology and Hydraulics 8-4
Section 8 – OC River Walk Development Impact Analysis

8.3 Water Quality Changes
Surface drainage in the project site will primarily remain the same, with the river trails and surrounding areas draining to the Santa Ana River. A Water Quality Management Plan (WQMP) will be developed which will address the required water quality components for the project elements. Best Management Practices (BMP’s ) will be implemented as required following the Santa Ana Region Technical Guidance Document (TGD). GWRS water from OCWD will be dechlorinated prior to being discharged into the Santa Ana River.

Further chemical addition prior to discharge is anticipated for concrete corrosion control (e.g. calcium chloride addition) and algae control (e.g. alum addition).

8.4 Human Contact Changes and Impacts
One of the largest changes to the Santa Ana River as a result of the OC River Walk project is human access to the river and surrounding project site. The existing condition of the project site primarily only allows for access through the SART bike path. This unsupervised travel path allows for nuisance use of the dirt areas adjacent to the river, promoting poor trash management and creating the potential for bacterial and biological pollution. In addition, there are no trash receptacles or public restrooms in the vicinity of the SART.

During operation of the proposed impoundments, there are opportunities to divert trash from the Santa Ana River. During dry weather operation, trash from the storm drain diversions will be captured and no longer enter the Santa Ana River. In the event of large storms, the Santa Ana River will operate as it currently does, any trash and debris within the river will continue downstream.

In the proposed condition, there will be an anticipated increase in human access to the Santa Ana River, including recreation within the river. This increased access and site development will include the construction of public sanitary facilities and trash receptacles. The presence of these facilities will divert trash and other pollutants away from the Santa Ana River and into proper disposal pathways using source control. In addition, the City will maintain the project area and proposed impoundments, removing any accumulations of debris. It is anticipated there will be a decrease in pollutant loading through the construction of the proposed development and related facilities.

Any recreational elements as part of OC River Walk will generally operate between 5:30am and 10:30pm, which aligns with the City of Anaheim’s standard operating schedule. The City of Orange’s standard park operating hours are from 5:00am to 11:00pm.

OC River Walk Hydrology and Hydraulics 9-1
Section 9 – Conclusion
Conclusion
The OC River Walk project, located within the Santa Ana River corridor between the Ball Road and Orangewood Avenue bridge crossings, will transform the Santa Ana River by removing the existing riprap bank lining and replacing it with soil cement stepped terraces, extending the existing SART bike path, adding two additional pedestrian bridges across the Santa Ana River, and creating two river impoundments that allow for infiltration.

HEC-RAS modeling of the project site was completed using hydrology from the USACE Design Memorandum for Phase II GDM on the Santa Ana River Mainstem, Volume 3, for the lower Santa Ana River. The final design flow rate represents a 190-year storm with a flow rate of 40,000 to 41,000 cfs within the project reach. Hydraulic modeling of the project reach included floodplain hydraulics, freeboard, and scour. Comparison between the existing and proposed conditions showed minimal changes in depth, velocity, freeboard, and scour.

The proposed project will also change the way that users can interface with the Santa Ana River. The development improves human impacts on the Santa Ana River by decreasing pollutant loading through the inclusion of sanitary facilities and trash receptacles in the proposed design. In addition, management of the two impoundments will include maintenance activities that divert trash from washing downstream to the Pacific Ocean.

Operation of the dam impoundments will have minimal impacts on downstream flood control facilities and users. Modeling of three deflation scenarios showed that the hydraulic impacts would be the same as those from a 2-year return storm. Minimal flow depth and velocity changes would occur.

OC River Walk Hydrology and Hydraulics R-1
References
References
Federal Highway Administration (FHWA), Hydraulic Engineering Circular Number 18. April 2012.

Orange County Water District, Orange County Water District Application to Appropriate Santa Ana River Water. March 2006.

U.S. Army Corps of Engineers, and Federal Emergency Management Agency (FEMA). National Levee Database, USACE, June 2017, levees.sec.usace.army.mil/map-viewer/index.html.

U.S. Army Corps of Engineers, Santa Ana River Design Memorandum No. 1, Phase II GDM on the Santa Ana River Mainstem including Santiago Creek. Volume 3, Lower Santa Ana River. August 1988.

U.S. Army Corps of Engineers, Santa Ana River Design Memorandum No. 1, Phase II GDM on the Santa Ana River Mainstem including Santiago Creek. Volume 7, Hydrology. August 1988.

Appendix A
Appendix A – ACOE GDM Hydrology Documentation
Appendix A
Pages from USACE Design Memorandum No. 1 Phase II GDM on the Santa Ana River Mainstem, Volume 3 Lower Santa Ana River ucFILE US Army Corps
of Engineers
Los Angeles District SANTA ANA RIVER BASIN, CALIFORNIA
AD-A204 544
.Sa ta Ana River
Design Memorandum No. 1
PHASE 1 GDM ON THE

SANTA ANA RIVER MAINSTEM
including Santiago Creek
• .... , ,,... .. E L E C T F- 00
VOLUME 3

LOWER SANTA ANA RIVER
(PRADO DAM TO PACIFIC OCEAN)
89 2 2 005
August 1988
Ninates Design Flood Peak Discharges
3-03 Table III-1 lists the design flood peak discharges (based on future conditions) at several locations along the Lower Santa Ana River as shown in figure 7. The design flood peak discharges on the Santa Ana River below Prado Dam are produced by a general storm critically centered above Prado Dam with contemporaneous rainfall from the same general storm falling on the drainage area bilow Prado Dam. This storm resulted in a outflow discharge of 30,000 ft /sec from Prado Dam, which was routed downstream and combined with the contemporaneous flow of downstream subareas to determine the design flood peak discharges at each location. A storm centered below Prado Dam, whether a local storm or a general storm, will not be more critical than the selected storm centered upstream from Prado Dam.

Table III-1. Design Flood Peak Discharges Along
the Lower Santa Ana River.

Design
Location Station Discharge (cfs)*
Prado Dam Outflow 1607+50 30,000
Downstream from:

Wardlow Canyon 1603+10 31,000
Weir Canyon Road 1207+30 37,000
Imperial Highway 1065+61 38,000
Carbon Canyon Diversion Channel 846+25 40,000
Santa Ana Freeway 625+39 42,000
Santiago Creek 564+00 46,000
Hamilton Avenue 72+90 47,000
Pacific Ocean 16+95 47,000
*Based on general storm upstream from Prado Dam. Design discharges below Prado Dam are approximately a 190-year event.

Interior Flood Control
3-04 Interior flood control refers to drainage from areas protected from direct river flooding by levees or floodwalls. From the end of the canyon reach at Weir Canyon Road to 17th Street in Santa Ana, the project channel levee heights are generally 2-4 feet above the natural ground line. From 17th Street to the Pacific Ocean, the levee heights increase to about 10-15 feet above the natural ground line. Peak discharges and runoff volumes were determined for all interior drainage areas for the following three conditions: )
111-2
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Appendix A
Pages from USACE Design Memorandum No. 1 Phase II GDM on the Santa Ana River Mainstem, Volume 7 Hydrology
*IICFILLCA~j082
US ArmyCorp of Engners
Los Angel4es District SANTA ANA RIVER BASIN, CALIFORNIA AD-A204 547
Santa Ana River
Design Memorandum No. 1
PHASE 11 GDM ON THE

SANTA ANA RIVER MAINSTEM
including Santiago Creek
DTIC
E -r - 1
VOLUME 7 FEBO0?

HYDROLOGY
W?~ BU IO STA TE rN AAppwoeed f' i~'c
77 t.~A*~ August 1988 8 9 2 6 1001 1
Table 7-10. Santa Ana River Mainstem Discharge-Frequency Values. (Future Conditions)
Frequency of Peak Discharge
Location 200-YR 100-YR 50-YR 21-YR 10-YR 5-YR 2-YR
(in ft /s)
at Seven Oaks Dam (D.A. = 177 mi2 )
Inflow
w/o project 88,000 58,000 34,000 20,500 8,800 4,300 1,100 and w/project
Outflow
w/o project same as inflow
w/project 6,900 5,500 4,200 3,150 2,150 2,000 500
D/S of Mill Creek (D.A. = 242 mi2 )
w/o project 120,000 76,000 45,000 26,000 11,700 5,600 1,400 w/project 37,000 25,000 15,500 9,300 4,300 2,050 760
D/S of City Creek (D.A. = 290 mi1 2 )
w/o project 125,000 80,000 48,000 28,000 12,500 5,800 1,400 w/project 50,000 33,000 21,000 13,000 5,600 2,600 800
at E Street (D.A. = 500 mi2 )
w/o project 170,000 111,000 64,000 36,000 14,500 6,300 1,450 w/project 110,000 70,000 42,000 24,000 9,400 4,000 920
at Riverside Narrows (D.A. = 824 mi2 )
w/o project 280,000 190,000 115,000 62,000 26,000 11,000 2,200 w/project 220,000 140,000 82,000 47,000 19,000 8,100 1,680 at Prado Dam (D.A. = 2255 m12 )
Inflow
w/o project 380,000 270,000 155,000 85,000 34,000 14,000 3,400 w/project 320,000 230,000 135,000 75,000 30,000 13,000 3,100 Outflow
w/o project 240,000 115,000 21,000 6,900 6,400 4,700 2,,00 w/project 30,000 30,000 30,000 22,000 11,000 6,000 3,'00 at Imperial Hwy (D.A. = 2306 mi2 )
w/o project 240,000 110,000 22,000 7,000 6,500 4,800 2,500 w/project 40,000 36,000 34,000 25,000 13,000 7,200 3,800 at Santa Ana (D.A. = 2447 m12)
w/o project 220,000 90,000 30,00) 20,400 13,000 8,400 4,700 w/project 50,000 42,000 37,000 27,500 18,000 11,000 4,700 Note: D.A. = drainage area.

Appendix
B
Appendix B – Existing Condition HEC-RAS Output

HEC-RAS Plan: Existing_Topo_ACOE_Extend River: Santa Ana River Reach: Below Prado Profile: 190yr ACOE Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 77600 190yr ACOE 40000.00 172.94 184.18 180.49 185.74 0.001799 10.01 3996.02 379.15 0.54 Below Prado 77433* 190yr ACOE 40000.00 172.57 183.85 180.18 185.43 0.001819 10.08 3966.48 375.21 0.55 Below Prado 77266* 190yr ACOE 40000.00 172.21 183.51 179.87 185.12 0.001854 10.19 3927.23 371.21 0.55 Below Prado 77100 190yr ACOE 40000.00 171.84 183.16 179.57 184.80 0.001889 10.29 3888.74 367.16 0.56 Below Prado 76933* 190yr ACOE 40000.00 171.51 182.85 179.24 184.48 0.001871 10.24 3905.58 368.61 0.55 Below Prado 76766* 190yr ACOE 40000.00 171.17 182.56 178.89 184.17 0.001842 10.18 3930.32 370.24 0.55 Below Prado 76600 190yr ACOE 40000.00 170.84 182.27 178.54 183.86 0.001817 10.12 3953.16 371.94 0.55 Below Prado 76433* 190yr ACOE 40000.00 170.37 181.93 178.18 183.55 0.001839 10.21 3917.16 366.66 0.55 Below Prado 76266* 190yr ACOE 40000.00 169.91 181.57 177.84 183.24 0.001877 10.34 3867.89 360.45 0.56 Below Prado 76100 190yr ACOE 40000.00 169.44 181.21 177.50 182.92 0.001877 10.47 3818.71 348.69 0.56 Below Prado 75900* 190yr ACOE 40000.00 169.14 180.85 177.12 182.53 0.001944 10.40 3845.79 364.66 0.56 Below Prado 75700* 190yr ACOE 40000.00 168.84 180.48 176.76 182.13 0.001922 10.32 3875.37 368.69 0.56 Below Prado 75500* 190yr ACOE 40000.00 168.54 180.11 176.39 181.74 0.001899 10.24 3906.29 372.80 0.56 Below Prado 75300* 190yr ACOE 40000.00 168.24 179.75 176.03 181.36 0.001875 10.15 3939.09 377.23 0.55 Below Prado 75100 190yr ACOE 40000.00 167.94 179.40 175.67 180.98 0.001846 10.06 3974.73 381.51 0.55 Below Prado 74969 190yr ACOE 40000.00 167.24 179.27 175.08 180.72 0.001564 9.65 4144.72 366.63 0.51 Below Prado 74927 Bridge
Below Prado 74886 190yr ACOE 40000.00 167.24 178.87 175.12 180.40 0.001775 9.92 4034.17 382.80 0.54 Below Prado 74862* 190yr ACOE 40000.00 167.19 178.78 175.12 180.35 0.001872 10.06 3976.11 382.99 0.55 Below Prado 74839* 190yr ACOE 40000.00 167.13 178.72 175.04 180.31 0.001882 10.10 3959.03 380.63 0.55 Below Prado 74815* 190yr ACOE 40000.00 167.08 178.73 174.71 180.24 0.001719 9.85 4060.91 377.07 0.53 Below Prado 74792* 190yr ACOE 40000.00 167.03 178.66 174.74 180.20 0.001768 9.95 4022.05 380.21 0.54 Below Prado 74768 190yr ACOE 40000.00 166.97 178.66 174.58 180.14 0.001619 9.77 4094.53 371.30 0.52 Below Prado 74745* 190yr ACOE 40000.00 166.92 178.65 174.49 180.09 0.001565 9.63 4151.98 375.07 0.51 Below Prado 74721* 190yr ACOE 40000.00 166.87 178.63 174.43 180.05 0.001549 9.58 4176.25 378.08 0.51 Below Prado 74697 190yr ACOE 40000.00 166.81 178.57 174.43 180.01 0.001576 9.63 4152.60 377.82 0.51 Below Prado 74674* 190yr ACOE 40000.00 166.76 178.48 174.51 179.97 0.001658 9.80 4081.43 375.74 0.52 Below Prado 74650* 190yr ACOE 40000.00 166.71 178.39 174.57 179.92 0.001740 9.95 4020.96 375.40 0.54 Below Prado 74627* 190yr ACOE 40000.00 166.65 178.30 174.46 179.88 0.001816 10.08 3969.80 375.50 0.55 Below Prado 74603 190yr ACOE 40000.00 166.60 178.24 174.42 179.84 0.001777 10.16 3938.68 361.70 0.54 Below Prado 74580* 190yr ACOE 40000.00 166.55 178.20 174.36 179.79 0.001763 10.12 3951.66 362.67 0.54 Below Prado 74556 190yr ACOE 40000.00 166.49 178.21 174.19 179.73 0.001667 9.91 4038.10 366.70 0.53 Below Prado 74552* 190yr ACOE 40000.00 166.48 178.20 174.18 179.72 0.001659 9.88 4047.94 367.80 0.53 Below Prado 74547 190yr ACOE 40000.00 166.47 178.20 174.17 179.71 0.001660 9.87 4051.10 368.70 0.53 Below Prado 74542 190yr ACOE 40000.00 166.46 178.21 174.12 179.69 0.001622 9.77 4093.05 371.97 0.52 Below Prado 74537 190yr ACOE 40000.00 166.45 178.22 174.06 179.67 0.001578 9.66 4142.27 375.46 0.51 Below Prado 74533 190yr ACOE 40000.00 166.44 178.21 174.06 179.66 0.001584 9.67 4136.34 375.07 0.51 Below Prado 74524 Inl Struct
Below Prado 74515 190yr ACOE 40000.00 154.19 169.81 162.21 170.74 0.002077 7.77 5147.15 359.31 0.36 Below Prado 74510 190yr ACOE 40000.00 154.19 169.80 162.23 170.73 0.002056 7.73 5177.65 362.85 0.36 Below Prado 74505 190yr ACOE 40000.00 154.19 169.81 162.20 170.72 0.002019 7.66 5224.65 366.25 0.36 Below Prado 74500 190yr ACOE 40000.00 154.19 169.80 162.18 170.70 0.001985 7.60 5260.44 369.40 0.36 Below Prado 74496 190yr ACOE 40000.00 154.19 169.80 162.17 170.69 0.001959 7.58 5280.13 370.33 0.35 Below Prado 74491 190yr ACOE 40000.00 154.19 169.79 162.15 170.68 0.001949 7.58 5274.76 369.87 0.35 Below Prado 74486 190yr ACOE 40000.00 154.19 169.78 162.15 170.67 0.001945 7.59 5269.57 369.36 0.35 Below Prado 74481 190yr ACOE 40000.00 154.19 169.77 162.12 170.66 0.001933 7.59 5271.07 368.89 0.35 Below Prado 74477 190yr ACOE 40000.00 154.19 169.75 162.13 170.65 0.001942 7.60 5260.35 368.64 0.35 Below Prado 74469 190yr ACOE 40000.00 157.29 169.02 165.06 170.56 0.004727 9.98 4009.46 365.19 0.53 Below Prado 74313* 190yr ACOE 40000.00 156.94 168.51 164.77 170.13 0.001814 10.21 3917.68 363.00 0.55 Below Prado 74157* 190yr ACOE 40000.00 156.59 168.22 164.42 169.84 0.001796 10.22 3914.79 359.02 0.55 Below Prado 74001 190yr ACOE 40000.00 156.24 167.96 164.10 169.56 0.001764 10.16 3935.64 359.18 0.54 Below Prado 73801* 190yr ACOE 40000.00 155.79 167.65 163.62 169.20 0.001684 10.01 3996.34 359.97 0.53 Below Prado 73601 190yr ACOE 40000.00 155.34 167.39 163.11 168.85 0.001550 9.71 4121.57 365.40 0.51 Below Prado 73467* 190yr ACOE 40000.00 155.19 167.08 163.18 168.63 0.001717 9.98 4007.02 368.08 0.53 Below Prado 73334 190yr ACOE 40000.00 155.04 166.86 162.99 168.39 0.001771 9.91 4036.46 381.00 0.54 Below Prado 73324 Bridge
Below Prado 73314 190yr ACOE 40000.00 155.04 166.38 162.93 168.06 0.001947 10.37 3856.24 364.27 0.56 Below Prado 73207* 190yr ACOE 40000.00 154.69 166.12 162.73 167.84 0.001999 10.51 3805.30 359.83 0.57 Below Prado 73101 190yr ACOE 40000.00 154.34 166.05 162.23 167.59 0.001736 9.95 4018.35 374.35 0.54 Below Prado 72934* 190yr ACOE 40000.00 153.97 165.72 161.79 167.30 0.001727 10.07 3971.56 361.60 0.54 Below Prado 72767 190yr ACOE 40000.00 153.61 165.46 161.44 167.00 0.001670 9.96 4015.30 362.40 0.53 Below Prado 72601 190yr ACOE 40000.00 153.24 165.18 161.08 166.73 0.001650 9.97 4011.23 357.56 0.52 Below Prado 72401 190yr ACOE 40000.00 152.84 164.90 160.66 166.38 0.001577 9.76 4098.79 365.51 0.51 Below Prado 72201 190yr ACOE 40000.00 152.44 164.63 160.23 166.06 0.001504 9.62 4159.37 365.64 0.50 Below Prado 72027 190yr ACOE 40000.00 152.04 164.43 159.76 165.79 0.001386 9.35 4279.43 368.81 0.48 Below Prado 71854* 190yr ACOE 40000.00 151.64 164.22 159.37 165.55 0.001326 9.23 4332.02 367.54 0.47 Below Prado 71772 190yr ACOE 40000.00 151.46 164.12 159.22 165.43 0.001307 9.21 4345.14 366.50 0.47 Below Prado 71718 190yr ACOE 40000.00 151.32 164.06 159.08 165.36 0.001286 9.17 4361.38 365.20 0.47 Below Prado 71681 190yr ACOE 40000.00 151.24 164.00 159.03 165.31 0.001294 9.20 4346.52 363.91 0.47 Below Prado 71481* 190yr ACOE 40000.00 150.79 163.64 158.81 165.04 0.001370 9.48 4220.55 352.95 0.48 Below Prado 71281 190yr ACOE 40000.00 150.34 163.23 158.61 164.74 0.001489 9.86 4054.78 339.71 0.50 Below Prado 71201 190yr ACOE 40000.00 150.14 163.05 158.62 164.61 0.001650 10.02 3992.17 353.41 0.53 Below Prado 71081* 190yr ACOE 40000.00 149.74 162.91 158.56 164.39 0.001544 9.77 4092.49 358.52 0.51 Below Prado 70961 190yr ACOE 40000.00 149.34 162.84 158.04 164.18 0.001350 9.29 4307.76 368.04 0.48 Below Prado 70894 Bridge
Below Prado 70827 190yr ACOE 40000.00 149.34 162.45 157.77 163.86 0.001405 9.51 4206.27 354.75 0.49 Below Prado 70714 190yr ACOE 40000.00 148.94 162.37 157.28 163.68 0.001260 9.16 4367.03 360.67 0.46 Below Prado 70601 190yr ACOE 40000.00 148.54 162.28 156.67 163.52 0.001172 8.94 4472.32 362.66 0.45 Below Prado 70434* 190yr ACOE 40000.00 148.31 162.10 156.41 163.32 0.001108 8.87 4507.55 354.74 0.44 Below Prado 70267* 190yr ACOE 40000.00 148.07 161.62 156.60 163.09 0.001374 9.73 4110.69 331.00 0.49 Below Prado 70101 190yr ACOE 40000.00 147.84 161.25 156.51 162.84 0.001515 10.13 3946.90 321.50 0.51 HEC-RAS Plan: Existing_Topo_ACOE_Extend River: Santa Ana River Reach: Below Prado Profile: 190yr ACOE (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 69934* 190yr ACOE 41000.00 147.41 161.05 155.88 162.58 0.001397 9.90 4141.24 321.20 0.49 Below Prado 69767* 190yr ACOE 41000.00 146.97 160.69 155.87 162.32 0.001511 10.25 3998.37 319.04 0.51 Below Prado 69601 190yr ACOE 41000.00 146.54 160.50 155.35 162.06 0.001398 10.01 4096.90 319.10 0.49 Below Prado 69366 190yr ACOE 41000.00 146.17 160.26 154.99 161.71 0.001318 9.66 4243.97 334.53 0.48 Below Prado 69341 Bridge
Below Prado 69313 190yr ACOE 41000.00 146.00 159.55 154.81 161.13 0.001506 10.10 4059.71 330.82 0.51 Below Prado 69200 190yr ACOE 41000.00 145.78 159.25 154.71 160.94 0.001665 10.43 3929.91 328.42 0.53 Below Prado 69176* 190yr ACOE 41000.00 145.73 159.14 154.69 160.90 0.001768 10.62 3861.75 329.05 0.55 Below Prado 69152* 190yr ACOE 41000.00 145.68 159.11 154.58 160.85 0.001640 10.59 3873.08 312.83 0.53 Below Prado 69128* 190yr ACOE 41000.00 145.63 159.07 154.55 160.81 0.001643 10.58 3875.05 313.93 0.53 Below Prado 69104* 190yr ACOE 41000.00 145.58 159.02 154.55 160.77 0.001661 10.62 3860.46 313.87 0.53 Below Prado 69080* 190yr ACOE 41000.00 145.54 158.97 154.57 160.73 0.001684 10.64 3851.77 315.79 0.54 Below Prado 69056* 190yr ACOE 41000.00 145.49 158.94 154.48 160.68 0.001655 10.57 3877.79 316.73 0.53 Below Prado 69032* 190yr ACOE 41000.00 145.44 158.92 154.38 160.64 0.001628 10.52 3898.27 317.17 0.53 Below Prado 69009 190yr ACOE 41000.00 145.39 158.93 154.21 160.58 0.001551 10.31 3976.90 321.20 0.52 Below Prado 69004 190yr ACOE 41000.00 145.38 158.93 154.19 160.56 0.001536 10.26 3995.60 322.61 0.51 Below Prado 68999 190yr ACOE 41000.00 145.37 158.94 154.12 160.54 0.001497 10.15 4038.23 324.75 0.51 Below Prado 68994 190yr ACOE 41000.00 145.36 158.95 154.04 160.52 0.001466 10.05 4079.46 328.15 0.50 Below Prado 68989 190yr ACOE 41000.00 145.35 158.96 153.99 160.50 0.001434 9.95 4121.20 330.97 0.50 Below Prado 68985 190yr ACOE 41000.00 145.34 158.97 153.94 160.48 0.001403 9.86 4159.96 333.49 0.49 Below Prado 68977 Inl Struct
Below Prado 68969 190yr ACOE 41000.00 135.14 152.76 144.25 153.80 0.002021 8.21 4993.54 315.57 0.36 Below Prado 68964 190yr ACOE 41000.00 135.14 152.78 143.99 153.78 0.001929 8.03 5106.65 318.20 0.35 Below Prado 68959 190yr ACOE 41000.00 135.14 152.76 144.11 153.77 0.001940 8.06 5085.98 320.70 0.36 Below Prado 68955 190yr ACOE 41000.00 135.14 152.75 144.25 153.76 0.001974 8.09 5071.08 323.19 0.36 Below Prado 68950 190yr ACOE 41000.00 135.14 152.75 144.14 153.75 0.001911 8.00 5127.06 325.75 0.36 Below Prado 68945 190yr ACOE 41000.00 135.14 152.75 144.16 153.73 0.001890 7.96 5151.62 327.78 0.35 Below Prado 68940 190yr ACOE 41000.00 135.14 152.75 144.13 153.72 0.001874 7.93 5169.93 328.70 0.35 Below Prado 68936 190yr ACOE 41000.00 135.14 152.74 144.12 153.71 0.001862 7.91 5182.99 329.47 0.35 Below Prado 68931 190yr ACOE 41000.00 135.14 152.74 144.06 153.70 0.001841 7.88 5204.06 330.19 0.35 Below Prado 68926 190yr ACOE 41000.00 135.14 152.72 144.11 153.69 0.001851 7.90 5191.91 330.68 0.35 Below Prado 68922 190yr ACOE 41000.00 135.14 152.71 144.11 153.68 0.001868 7.92 5175.27 329.01 0.35 Below Prado 68916 190yr ACOE 41000.00 138.07 152.13 146.83 153.62 0.003693 9.78 4191.22 326.09 0.48 Below Prado 68808* 190yr ACOE 41000.00 137.85 151.20 147.48 153.26 0.002085 11.53 3556.58 304.49 0.59 Below Prado 68700 190yr ACOE 41000.00 137.64 151.28 146.54 152.95 0.001557 10.37 3953.71 317.00 0.52 Below Prado 68547* 190yr ACOE 41000.00 137.29 151.14 146.34 152.68 0.001496 9.97 4112.47 341.42 0.51 Below Prado 68395 190yr ACOE 41000.00 136.94 150.82 146.05 152.44 0.001542 10.22 4011.78 327.99 0.52 Below Prado 68222 Bridge
Below Prado 68050 190yr ACOE 41000.00 136.40 149.14 145.46 151.17 0.002060 11.43 3587.55 306.96 0.59 Below Prado 67866* 190yr ACOE 41000.00 136.07 148.73 145.12 150.79 0.002109 11.50 3565.68 307.85 0.60 Below Prado 67683* 190yr ACOE 41000.00 135.71 148.42 144.66 150.39 0.002009 11.26 3641.43 313.06 0.58 Below Prado 67500 190yr ACOE 41000.00 135.34 148.07 144.27 150.01 0.001973 11.19 3665.50 313.98 0.58 Below Prado 67341 190yr ACOE 41000.00 134.98 147.74 143.94 149.70 0.001984 11.22 3652.65 312.47 0.58 Below Prado 67313 190yr ACOE 41000.00 134.91 147.68 143.87 149.64 0.001979 11.23 3650.81 311.25 0.58 Below Prado 67166* 190yr ACOE 41000.00 134.58 147.42 143.49 149.34 0.001917 11.12 3685.70 311.14 0.57 Below Prado 67000 190yr ACOE 41000.00 134.20 147.31 142.96 148.97 0.001646 10.34 3965.54 329.00 0.53 Below Prado 66922 190yr ACOE 41000.00 134.14 147.16 142.72 148.84 0.001629 10.38 3949.64 323.23 0.52 Below Prado 66884 Bridge
Below Prado 66847 190yr ACOE 41000.00 133.94 146.31 142.79 148.27 0.002113 11.24 3647.49 324.43 0.59 Below Prado 66723* 190yr ACOE 41000.00 133.64 145.99 142.69 148.00 0.002328 11.36 3608.04 342.86 0.62 Below Prado 66600 190yr ACOE 41000.00 133.34 145.78 142.08 147.71 0.002013 11.15 3676.47 321.30 0.58 Below Prado 66433* 190yr ACOE 41000.00 133.01 145.43 141.76 147.37 0.002026 11.19 3665.20 320.28 0.58 Below Prado 66266* 190yr ACOE 41000.00 132.67 145.08 141.42 147.04 0.002032 11.21 3657.96 319.35 0.58 Below Prado 66100 190yr ACOE 41000.00 132.34 144.73 141.10 146.70 0.002048 11.25 3645.80 318.40 0.59 Below Prado 65933* 190yr ACOE 41000.00 132.01 144.39 140.77 146.35 0.002048 11.23 3649.72 319.44 0.59 Below Prado 65766* 190yr ACOE 41000.00 131.67 144.06 140.42 146.01 0.002041 11.21 3658.00 320.56 0.58 Appendix
C
Appendix C – Proposed Condition HEC-RAS Output

HEC-RAS Plan: Proposed_Cut_Extend_v2 River: Santa Ana River Reach: Below Prado Profile: 190yr ACOE Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 77600 190yr ACOE 40000.00 172.94 184.18 180.49 185.74 0.001799 10.01 3996.02 379.15 0.54 Below Prado 77433* 190yr ACOE 40000.00 172.57 183.85 180.18 185.43 0.001819 10.08 3966.48 375.21 0.55 Below Prado 77266* 190yr ACOE 40000.00 172.21 183.51 179.87 185.12 0.001854 10.19 3927.23 371.21 0.55 Below Prado 77100 190yr ACOE 40000.00 171.84 183.16 179.57 184.80 0.001889 10.29 3888.74 367.16 0.56 Below Prado 76933* 190yr ACOE 40000.00 171.51 182.85 179.24 184.48 0.001871 10.24 3905.58 368.61 0.55 Below Prado 76766* 190yr ACOE 40000.00 171.17 182.56 178.89 184.17 0.001842 10.18 3930.32 370.24 0.55 Below Prado 76600 190yr ACOE 40000.00 170.84 182.27 178.54 183.86 0.001817 10.12 3953.16 371.94 0.55 Below Prado 76433* 190yr ACOE 40000.00 170.37 181.93 178.18 183.55 0.001839 10.21 3917.16 366.66 0.55 Below Prado 76266* 190yr ACOE 40000.00 169.91 181.57 177.84 183.24 0.001877 10.34 3867.90 360.45 0.56 Below Prado 76100 190yr ACOE 40000.00 169.44 181.21 177.50 182.92 0.001877 10.47 3818.72 348.69 0.56 Below Prado 75900* 190yr ACOE 40000.00 169.14 180.85 177.12 182.53 0.001944 10.40 3845.80 364.66 0.56 Below Prado 75700* 190yr ACOE 40000.00 168.84 180.48 176.76 182.13 0.001922 10.32 3875.39 368.69 0.56 Below Prado 75500* 190yr ACOE 40000.00 168.54 180.11 176.39 181.74 0.001899 10.24 3906.31 372.80 0.56 Below Prado 75300* 190yr ACOE 40000.00 168.24 179.75 176.03 181.36 0.001875 10.15 3939.12 377.23 0.55 Below Prado 75100 190yr ACOE 40000.00 167.94 179.40 175.67 180.98 0.001846 10.06 3974.76 381.51 0.55 Below Prado 74969 190yr ACOE 40000.00 167.24 179.27 175.08 180.72 0.001564 9.65 4144.74 366.63 0.51 Below Prado 74927 Bridge
Below Prado 74886 190yr ACOE 40000.00 167.24 178.87 175.12 180.40 0.001775 9.92 4034.17 382.80 0.54 Below Prado 74862* 190yr ACOE 40000.00 167.19 178.78 175.12 180.35 0.001872 10.06 3976.11 382.99 0.55 Below Prado 74839* 190yr ACOE 40000.00 167.13 178.72 175.04 180.31 0.001882 10.10 3959.05 380.59 0.55 Below Prado 74815* 190yr ACOE 40000.00 167.08 178.73 174.71 180.24 0.001719 9.85 4060.95 377.07 0.53 Below Prado 74792* 190yr ACOE 40000.00 167.03 178.66 174.74 180.20 0.001768 9.95 4022.06 380.21 0.54 Below Prado 74768 190yr ACOE 40000.00 166.97 178.66 174.59 180.14 0.001619 9.77 4094.54 371.30 0.52 Below Prado 74745* 190yr ACOE 40000.00 166.92 178.65 174.49 180.09 0.001565 9.63 4152.00 375.08 0.51 Below Prado 74721* 190yr ACOE 40000.00 166.87 178.63 174.43 180.05 0.001549 9.58 4176.26 378.08 0.51 Below Prado 74697 190yr ACOE 40000.00 166.81 178.57 174.43 180.01 0.001576 9.63 4152.59 377.82 0.51 Below Prado 74674* 190yr ACOE 40000.00 166.76 178.48 174.50 179.97 0.001658 9.80 4081.43 375.74 0.52 Below Prado 74650* 190yr ACOE 40000.00 166.71 178.39 174.57 179.92 0.001740 9.95 4020.95 375.40 0.54 Below Prado 74627* 190yr ACOE 40000.00 166.65 178.30 174.46 179.88 0.001816 10.08 3969.80 375.50 0.55 Below Prado 74603 190yr ACOE 40000.00 166.60 178.24 174.40 179.84 0.001777 10.16 3938.68 361.70 0.54 Below Prado 74580* 190yr ACOE 40000.00 166.55 178.20 174.36 179.79 0.001763 10.12 3951.66 362.67 0.54 Below Prado 74556 190yr ACOE 40000.00 166.49 178.21 174.19 179.73 0.001666 9.91 4038.06 366.70 0.53 Below Prado 74552* 190yr ACOE 40000.00 166.48 178.20 174.18 179.72 0.001659 9.88 4047.94 367.80 0.53 Below Prado 74547 190yr ACOE 40000.00 166.47 178.20 174.17 179.71 0.001660 9.87 4051.10 368.70 0.53 Below Prado 74542 190yr ACOE 40000.00 166.46 178.21 174.12 179.69 0.001622 9.77 4093.05 371.97 0.52 Below Prado 74537 190yr ACOE 40000.00 166.45 178.22 174.06 179.67 0.001578 9.66 4142.27 375.46 0.51 Below Prado 74533 190yr ACOE 40000.00 166.44 178.21 174.06 179.66 0.001584 9.67 4136.34 375.07 0.51 Below Prado 74524 Inl Struct
Below Prado 74515 190yr ACOE 40000.00 154.19 169.84 162.21 170.77 0.002062 7.75 5159.62 359.45 0.36 Below Prado 74510 190yr ACOE 40000.00 154.19 169.84 162.23 170.76 0.002041 7.71 5190.27 362.99 0.36 Below Prado 74505 190yr ACOE 40000.00 154.19 169.84 162.21 170.75 0.002004 7.64 5237.40 366.39 0.36 Below Prado 74500 190yr ACOE 40000.00 154.19 169.84 162.18 170.73 0.001970 7.59 5273.32 369.54 0.35 Below Prado 74496 190yr ACOE 40000.00 154.19 169.83 162.17 170.72 0.001944 7.56 5293.05 370.47 0.35 Below Prado 74491 190yr ACOE 40000.00 154.19 169.82 162.15 170.71 0.001934 7.56 5287.70 370.01 0.35 Below Prado 74486 190yr ACOE 40000.00 154.19 169.81 162.15 170.70 0.001930 7.57 5282.51 369.50 0.35 Below Prado 74481 190yr ACOE 40000.00 154.19 169.80 162.13 170.69 0.001918 7.57 5284.02 369.03 0.35 Below Prado 74477 190yr ACOE 40000.00 154.19 169.79 162.13 170.68 0.001927 7.59 5273.34 368.78 0.35 Below Prado 74469 190yr ACOE 40000.00 157.29 169.07 165.05 170.60 0.004643 9.93 4029.06 365.37 0.53 Below Prado 74313* 190yr ACOE 40000.00 156.94 168.56 164.77 170.17 0.001784 10.16 3938.15 363.22 0.54 Below Prado 74157* 190yr ACOE 40000.00 156.59 168.29 164.42 169.89 0.001764 10.16 3937.55 359.28 0.54 Below Prado 74001 190yr ACOE 40000.00 156.24 168.03 164.10 169.61 0.001729 10.10 3960.68 359.47 0.54 Below Prado 73801* 190yr ACOE 40000.00 155.79 167.72 163.62 169.26 0.001647 9.94 4024.36 360.27 0.52 Below Prado 73601 190yr ACOE 40000.00 155.34 167.47 163.12 168.92 0.001513 9.63 4152.78 365.69 0.50 Below Prado 73467* 190yr ACOE 40000.00 155.19 167.17 163.16 168.70 0.001669 9.89 4042.63 368.41 0.53 Below Prado 73334 190yr ACOE 40000.00 155.04 166.97 162.99 168.46 0.001715 9.81 4076.73 381.19 0.53 Below Prado 73324 Bridge
Below Prado 73314 190yr ACOE 40000.00 155.04 166.50 162.94 168.14 0.001878 10.26 3899.77 364.48 0.55 Below Prado 73207* 190yr ACOE 40000.00 154.69 166.28 162.74 167.94 0.001907 10.33 3873.06 363.40 0.56 Below Prado 73101 190yr ACOE 40000.00 154.34 166.16 162.23 167.71 0.001762 9.99 4005.66 371.42 0.54 Below Prado 72934* 190yr ACOE 40000.00 153.97 165.89 161.79 167.42 0.001646 9.92 4032.17 362.25 0.52 Below Prado 72767 190yr ACOE 40000.00 153.61 165.77 161.36 167.11 0.001388 9.30 4354.32 398.19 0.48 Below Prado 72601 190yr ACOE 40000.00 153.24 165.42 161.21 166.85 0.001604 9.59 4187.81 396.69 0.51 Below Prado 72401 190yr ACOE 40000.00 152.84 165.29 160.48 166.50 0.001216 8.89 4572.01 406.86 0.46 Below Prado 72201 190yr ACOE 40000.00 152.44 165.05 160.09 166.26 0.001194 8.85 4567.27 397.34 0.45 Below Prado 72027 190yr ACOE 40000.00 152.04 164.87 159.65 166.05 0.001165 8.75 4594.87 396.70 0.45 Below Prado 71854* 190yr ACOE 40000.00 151.64 164.63 159.29 165.85 0.001151 8.87 4510.07 357.99 0.44 Below Prado 71772 190yr ACOE 40000.00 151.46 164.62 158.79 165.72 0.001012 8.43 4744.44 367.10 0.41 Below Prado 71740 Bridge
Below Prado 71718 190yr ACOE 40000.00 151.32 164.29 158.65 165.43 0.001063 8.56 4671.68 366.75 0.42 Below Prado 71681 190yr ACOE 40000.00 151.24 164.11 158.97 165.37 0.001213 9.02 4433.46 357.07 0.45 Below Prado 71481* 190yr ACOE 40000.00 150.79 163.73 158.81 165.11 0.001339 9.41 4251.09 353.30 0.48 Below Prado 71281 190yr ACOE 40000.00 150.34 163.33 158.60 164.82 0.001449 9.78 4089.27 340.04 0.50 Below Prado 71201 190yr ACOE 40000.00 150.14 163.16 158.62 164.69 0.001599 9.92 4032.16 353.80 0.52 Below Prado 71081* 190yr ACOE 40000.00 149.74 163.03 158.56 164.48 0.001495 9.67 4135.12 358.95 0.50 Below Prado 70961 190yr ACOE 40000.00 149.34 162.96 158.04 164.27 0.001306 9.19 4352.90 368.60 0.47 Below Prado 70894 Bridge
Below Prado 70827 190yr ACOE 40000.00 149.34 162.59 157.77 163.96 0.001354 9.40 4254.97 355.01 0.48 Below Prado 70714 190yr ACOE 40000.00 148.94 162.50 157.38 163.79 0.001255 9.09 4399.17 367.62 0.46 Below Prado 70601 190yr ACOE 40000.00 148.54 162.48 156.80 163.61 0.001050 8.53 4690.21 376.51 0.43 Below Prado 70434* 190yr ACOE 40000.00 148.31 162.32 156.45 163.43 0.001015 8.45 4731.95 375.37 0.42 Below Prado 70267* 190yr ACOE 40000.00 148.07 161.68 156.84 163.19 0.001455 9.88 4049.40 331.11 0.50 HEC-RAS Plan: Proposed_Cut_Extend_v2 River: Santa Ana River Reach: Below Prado Profile: 190yr ACOE (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 70101 190yr ACOE 40000.00 147.84 161.08 157.06 162.89 0.001915 10.77 3714.84 329.03 0.56 Below Prado 69934* 190yr ACOE 41000.00 147.41 160.98 156.03 162.54 0.001461 10.02 4091.22 321.47 0.50 Below Prado 69767* 190yr ACOE 41000.00 146.97 160.63 155.87 162.28 0.001535 10.31 3978.42 318.82 0.51 Below Prado 69601 190yr ACOE 41000.00 146.54 160.44 155.35 162.01 0.001420 10.06 4075.78 318.83 0.50 Below Prado 69366 190yr ACOE 41000.00 146.17 160.24 154.83 161.64 0.001276 9.52 4308.77 334.38 0.47 Below Prado 69341 Bridge
Below Prado 69313 190yr ACOE 41000.00 146.00 159.62 154.68 161.13 0.001430 9.87 4152.33 331.13 0.49 Below Prado 69200 190yr ACOE 41000.00 145.78 159.25 154.71 160.94 0.001665 10.43 3929.85 328.42 0.53 Below Prado 69176* 190yr ACOE 41000.00 145.73 159.14 154.69 160.90 0.001768 10.62 3861.69 329.05 0.55 Below Prado 69152* 190yr ACOE 41000.00 145.68 159.11 154.59 160.85 0.001640 10.59 3873.04 312.83 0.53 Below Prado 69128* 190yr ACOE 41000.00 145.63 159.07 154.55 160.81 0.001643 10.58 3875.00 313.93 0.53 Below Prado 69104* 190yr ACOE 41000.00 145.58 159.02 154.55 160.77 0.001661 10.62 3860.41 313.87 0.53 Below Prado 69080* 190yr ACOE 41000.00 145.54 158.97 154.57 160.73 0.001684 10.64 3851.72 315.79 0.54 Below Prado 69056* 190yr ACOE 41000.00 145.49 158.94 154.48 160.68 0.001655 10.57 3877.73 316.73 0.53 Below Prado 69032* 190yr ACOE 41000.00 145.44 158.92 154.40 160.64 0.001628 10.52 3898.21 317.17 0.53 Below Prado 69009 190yr ACOE 41000.00 145.39 158.93 154.21 160.58 0.001551 10.31 3976.84 321.20 0.52 Below Prado 69004 190yr ACOE 41000.00 145.38 158.93 154.18 160.56 0.001536 10.26 3995.54 322.61 0.51 Below Prado 68999 190yr ACOE 41000.00 145.37 158.94 154.11 160.54 0.001497 10.15 4038.17 324.75 0.51 Below Prado 68994 190yr ACOE 41000.00 145.36 158.95 154.06 160.52 0.001466 10.05 4079.40 328.15 0.50 Below Prado 68989 190yr ACOE 41000.00 145.35 158.96 153.99 160.50 0.001434 9.95 4121.14 330.98 0.50 Below Prado 68985 190yr ACOE 41000.00 145.34 158.97 153.93 160.48 0.001403 9.86 4159.90 333.49 0.49 Below Prado 68977 Inl Struct
Below Prado 68969 190yr ACOE 41000.00 135.14 152.82 144.25 153.86 0.001996 8.18 5014.08 315.83 0.36 Below Prado 68964 190yr ACOE 41000.00 135.14 152.84 143.99 153.84 0.001906 8.00 5127.28 318.48 0.35 Below Prado 68959 190yr ACOE 41000.00 135.14 152.83 144.12 153.83 0.001916 8.03 5106.87 320.97 0.35 Below Prado 68955 190yr ACOE 41000.00 135.14 152.83 144.17 153.81 0.001888 7.97 5144.60 326.05 0.35 Below Prado 68950 190yr ACOE 41000.00 135.14 152.82 144.14 153.81 0.001886 7.96 5148.85 326.01 0.35 Below Prado 68945 190yr ACOE 41000.00 135.14 152.82 144.16 153.79 0.001866 7.92 5173.57 328.03 0.35 Below Prado 68940 190yr ACOE 41000.00 135.14 152.81 144.13 153.78 0.001850 7.90 5191.97 328.99 0.35 Below Prado 68936 190yr ACOE 41000.00 135.14 152.81 144.11 153.77 0.001838 7.88 5205.13 329.77 0.35 Below Prado 68931 190yr ACOE 41000.00 135.14 152.80 144.07 153.76 0.001816 7.85 5226.26 330.49 0.35 Below Prado 68926 190yr ACOE 41000.00 135.14 152.79 144.10 153.75 0.001826 7.86 5214.20 330.98 0.35 Below Prado 68922 190yr ACOE 41000.00 135.14 152.78 144.11 153.74 0.001844 7.89 5197.52 329.27 0.35 Below Prado 68916 190yr ACOE 41000.00 138.06 152.21 146.82 153.68 0.003620 9.72 4218.61 326.39 0.48 Below Prado 68808* 190yr ACOE 41000.00 137.85 151.31 147.48 153.33 0.002028 11.42 3589.22 305.08 0.59 Below Prado 68700 190yr ACOE 41000.00 137.64 151.39 146.55 153.03 0.001517 10.28 3987.22 317.51 0.51 Below Prado 68547* 190yr ACOE 41000.00 137.29 151.25 146.35 152.76 0.001454 9.88 4150.78 342.12 0.50 Below Prado 68395 190yr ACOE 41000.00 136.94 150.94 146.03 152.53 0.001495 10.12 4052.14 328.65 0.51 Below Prado 68222 Bridge
Below Prado 68050 190yr ACOE 41000.00 136.40 149.49 145.40 151.36 0.001853 10.97 3738.23 314.74 0.56 Below Prado 67866* 190yr ACOE 41000.00 136.07 149.06 145.13 151.00 0.001970 11.18 3666.94 313.91 0.58 Below Prado 67683* 190yr ACOE 41000.00 135.71 148.70 144.78 150.62 0.002131 11.12 3686.72 335.92 0.59 Below Prado 67500 190yr ACOE 41000.00 135.34 148.38 144.30 150.23 0.001868 10.92 3755.03 319.78 0.56 Below Prado 67341 190yr ACOE 41000.00 134.98 147.85 144.14 149.90 0.002062 11.49 3569.11 303.12 0.59 Below Prado 67324 Bridge
Below Prado 67313 190yr ACOE 41000.00 134.91 147.59 144.07 149.71 0.002173 11.69 3508.21 302.02 0.60 Below Prado 67166* 190yr ACOE 41000.00 134.58 147.43 143.50 149.35 0.001912 11.11 3690.17 311.22 0.57 Below Prado 67000 190yr ACOE 41000.00 134.20 147.32 142.96 148.98 0.001640 10.33 3970.70 329.03 0.52 Below Prado 66922 190yr ACOE 41000.00 134.14 147.11 142.86 148.84 0.001713 10.55 3886.49 323.09 0.54 Below Prado 66884 Bridge
Below Prado 66847 190yr ACOE 41000.00 133.94 146.23 143.06 148.31 0.002315 11.57 3543.61 324.26 0.62 Below Prado 66723* 190yr ACOE 41000.00 133.64 145.99 142.69 148.00 0.002328 11.36 3608.04 342.86 0.62 Below Prado 66600 190yr ACOE 41000.00 133.34 145.78 142.08 147.71 0.002013 11.15 3676.47 321.30 0.58 Below Prado 66433* 190yr ACOE 41000.00 133.01 145.43 141.76 147.37 0.002026 11.19 3665.20 320.28 0.58 Below Prado 66266* 190yr ACOE 41000.00 132.67 145.08 141.42 147.04 0.002032 11.21 3657.96 319.35 0.58 Below Prado 66100 190yr ACOE 41000.00 132.34 144.73 141.10 146.70 0.002048 11.25 3645.80 318.40 0.59 Below Prado 65933* 190yr ACOE 41000.00 132.01 144.39 140.77 146.35 0.002048 11.23 3649.72 319.44 0.59 Below Prado 65766* 190yr ACOE 41000.00 131.67 144.06 140.42 146.01 0.002041 11.21 3658.00 320.56 0.58 Appendix D Appendix
D
– Dam Deflation Scenarios HEC-RAS
Output
Appendix D
North Deflation HEC-RAS Model Output

HEC-RAS Plan: North_Short River: Santa Ana River Reach: Below Prado Profile: Max WS Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 69601 Max WS 2832.88 144.20 146.97 147.18 0.001486 3.70 766.32 283.34 0.40 Below Prado 69366 Max WS 2832.24 143.83 146.63 145.33 146.84 0.001444 3.68 769.64 280.08 0.39 Below Prado 69341 Bridge
Below Prado 69313 Max WS 2832.21 143.66 146.12 146.39 0.002219 4.20 675.05 278.62 0.48 Below Prado 69200 Max WS 2831.55 143.44 145.85 146.14 0.002354 4.28 662.57 279.14 0.49 Below Prado 69176* Max WS 2831.38 143.39 145.80 146.08 0.002391 4.29 660.46 279.24 0.49 Below Prado 69152* Max WS 2831.20 143.34 145.74 146.02 0.002421 4.30 658.00 279.34 0.49 Below Prado 69128* Max WS 2831.11 143.29 145.68 145.97 0.002456 4.32 655.26 279.44 0.50 Below Prado 69104* Max WS 2830.94 143.24 145.61 145.91 0.002495 4.34 652.18 279.56 0.50 Below Prado 69080* Max WS 2830.89 143.20 145.55 145.85 0.002593 4.39 644.76 279.64 0.51 Below Prado 69056* Max WS 2830.74 143.15 145.48 145.78 0.002655 4.42 640.31 279.76 0.52 Below Prado 69032* Max WS 2830.55 143.10 145.41 145.72 0.002727 4.46 635.22 279.91 0.52 Below Prado 69009 Max WS 2830.43 143.05 145.34 145.65 0.002813 4.50 629.42 280.05 0.53 Below Prado 69004* Max WS 2830.34 143.04 145.32 145.64 0.002832 4.51 628.17 280.09 0.53 Below Prado 68999* Max WS 2830.39 143.03 145.31 145.63 0.002852 4.52 626.86 280.11 0.53 Below Prado 68994* Max WS 2830.37 143.02 145.29 145.61 0.002873 4.52 625.52 280.15 0.53 Below Prado 68989* Max WS 2830.35 143.01 145.28 145.60 0.002895 4.53 624.13 280.19 0.54 Below Prado 68985 Max WS 2830.36 143.00 145.26 144.50 145.58 0.002917 4.55 622.72 280.22 0.54 Below Prado 68977 Inl Struct
Below Prado 68969 Max WS 2830.15 132.80 138.62 138.67 0.000344 1.74 1630.75 280.00 0.13 Below Prado 68964* Max WS 2830.14 132.80 138.62 138.67 0.000347 1.74 1624.39 279.00 0.13 Below Prado 68959* Max WS 2830.13 132.80 138.62 138.67 0.000349 1.75 1618.01 278.00 0.13 Below Prado 68955* Max WS 2830.12 132.80 138.62 138.67 0.000352 1.76 1611.61 277.00 0.13 Below Prado 68950* Max WS 2830.07 132.80 138.62 138.66 0.000356 1.76 1605.24 276.00 0.13 Below Prado 68945* Max WS 2830.01 132.80 138.61 138.66 0.000359 1.77 1598.85 275.00 0.13 Below Prado 68940* Max WS 2829.95 132.80 138.61 138.66 0.000362 1.78 1592.55 274.64 0.13 Below Prado 68936* Max WS 2830.04 132.80 138.61 138.66 0.000366 1.78 1586.73 275.03 0.13 Below Prado 68931* Max WS 2830.07 132.80 138.61 138.66 0.000370 1.79 1581.49 275.38 0.13 Below Prado 68926* Max WS 2830.05 132.80 138.61 138.66 0.000373 1.79 1576.84 275.70 0.13 Below Prado 68922 Max WS 2830.02 132.80 138.60 138.65 0.000376 1.80 1572.72 275.98 0.13 Below Prado 68916 Max WS 2829.98 135.73 138.44 138.67 0.004004 3.61 751.49 285.36 0.39 Below Prado 68808* Max WS 2829.59 135.51 138.11 138.35 0.001832 3.94 718.40 282.61 0.44 Below Prado 68700 Max WS 2829.47 135.30 137.92 138.16 0.001800 3.93 720.75 281.07 0.43 Below Prado 68547* Max WS 2829.45 134.95 137.68 137.90 0.001560 3.76 753.07 281.70 0.41 Below Prado 68395 Max WS 2830.01 134.60 137.49 136.10 137.68 0.001295 3.55 797.43 282.62 0.37 Below Prado 68222 Bridge
Below Prado 68050 Max WS 2826.61 134.10 136.62 136.88 0.002023 4.06 695.75 281.49 0.46 Below Prado 67866* Max WS 2822.49 133.73 136.26 136.51 0.002015 4.06 695.26 280.70 0.45 Below Prado 67683* Max WS 2816.79 133.37 135.88 136.14 0.002045 4.08 690.68 279.88 0.46 Below Prado 67500 Max WS 2809.71 133.00 135.51 135.77 0.002046 4.08 688.80 279.13 0.46 Below Prado 67333* Max WS 2804.69 132.62 135.21 135.45 0.001836 3.92 715.27 283.81 0.44 Below Prado 67166* Max WS 2796.94 132.24 134.95 135.16 0.001568 3.70 756.14 291.15 0.40 Below Prado 67000 Max WS 2793.96 131.86 134.75 134.93 0.001265 3.40 821.11 304.87 0.37 Below Prado 66922 Max WS 2793.29 131.80 134.63 133.29 134.83 0.001341 3.56 784.60 284.16 0.38 Below Prado 66884 Bridge
Below Prado 66847 Max WS 2790.75 131.60 134.01 134.29 0.002290 4.20 664.77 280.97 0.48 Below Prado 66723* Max WS 2784.43 131.30 133.75 134.01 0.002181 4.14 673.09 280.31 0.47 Below Prado 66600 Max WS 2778.14 131.00 133.50 133.75 0.002018 4.04 688.03 280.31 0.45 Below Prado 66433* Max WS 2770.49 130.67 133.17 133.42 0.002022 4.04 686.31 280.10 0.45 Below Prado 66266* Max WS 2763.44 130.33 132.84 133.09 0.001983 4.01 689.19 279.96 0.45 Below Prado 66100 Max WS 2755.96 130.00 132.51 132.76 0.001960 3.99 690.34 279.81 0.45 Below Prado 65933* Max WS 2749.48 129.67 132.19 132.44 0.001919 3.96 693.95 280.07 0.44 Below Prado 65766* Max WS 2742.86 129.33 131.89 132.13 0.001815 3.89 705.08 280.46 0.43 Below Prado 65600 Max WS 2737.64 129.00 131.61 131.84 0.001697 3.81 718.98 280.90 0.42 Below Prado 65425* Max WS 2733.25 128.73 131.30 131.53 0.001779 3.86 708.25 280.96 0.43 Below Prado 65250* Max WS 2730.12 128.45 130.97 131.21 0.001890 3.93 694.94 280.95 0.44 Below Prado 65075* Max WS 2727.03 128.18 130.60 130.86 0.002174 4.10 665.64 280.69 0.47 Below Prado 64900 Max WS 2723.44 127.90 130.08 130.40 0.003044 4.54 600.41 279.83 0.55 Below Prado 64734* Max WS 2720.85 127.34 129.64 129.93 0.002662 4.36 624.24 279.25 0.51 Below Prado 64568 Max WS 2719.99 126.78 129.25 129.52 0.002291 4.17 652.91 279.14 0.48 Below Prado 64559* Max WS 2720.01 126.78 129.23 129.50 0.002306 4.17 651.60 279.08 0.48 Below Prado 64550* Max WS 2719.94 126.78 129.21 129.48 0.002315 4.18 650.76 279.03 0.48 Below Prado 64541* Max WS 2719.93 126.79 129.18 129.46 0.002381 4.22 645.22 278.94 0.49 Below Prado 64532* Max WS 2719.94 126.79 129.16 129.44 0.002418 4.24 642.18 278.88 0.49 Below Prado 64522* Max WS 2719.92 126.79 129.13 129.42 0.002479 4.27 637.29 278.80 0.50 Below Prado 64513* Max WS 2719.91 126.79 129.10 129.39 0.002547 4.30 632.05 278.73 0.50 Below Prado 64504* Max WS 2719.90 126.80 129.07 129.37 0.002691 4.38 621.64 278.61 0.52 Below Prado 64495 Max WS 2719.90 126.80 129.04 129.34 0.002811 4.43 613.46 278.53 0.53 Below Prado 64490* Max WS 2719.89 126.80 129.02 129.33 0.002884 4.47 608.70 278.46 0.53 Below Prado 64486 Max WS 2719.88 126.80 129.00 128.26 129.32 0.002965 4.51 603.61 278.41 0.54 Below Prado 64478 Inl Struct
Below Prado 64470 Max WS 2698.47 117.80 123.82 123.86 0.000302 1.66 1625.72 270.00 0.12 Below Prado 64465* Max WS 2698.86 117.80 123.82 123.86 0.000302 1.66 1625.32 270.00 0.12 Below Prado 64460* Max WS 2698.46 117.80 123.82 123.86 0.000302 1.66 1624.94 270.00 0.12 Below Prado 64455* Max WS 2698.84 117.80 123.82 123.86 0.000303 1.66 1624.54 270.00 0.12 Below Prado 64450* Max WS 2698.45 117.80 123.82 123.86 0.000303 1.66 1624.13 270.00 0.12 Below Prado 64445* Max WS 2698.82 117.80 123.81 123.86 0.000303 1.66 1623.75 270.00 0.12 Below Prado 64440* Max WS 2698.80 117.80 123.81 123.86 0.000304 1.66 1623.47 270.93 0.12 Below Prado 64435* Max WS 2698.43 117.80 123.81 123.85 0.000305 1.66 1623.75 272.30 0.12 HEC-RAS Plan: North_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 64430* Max WS 2698.06 117.80 123.81 123.85 0.000305 1.66 1624.58 273.66 0.12 Below Prado 64426* Max WS 2697.69 117.80 123.81 123.85 0.000306 1.66 1625.96 275.00 0.12 Below Prado 64421 Max WS 2697.31 117.80 123.81 123.85 0.000305 1.66 1627.86 276.32 0.12 Below Prado 64416 Max WS 2691.56 120.80 123.68 123.86 0.003273 3.37 797.87 284.29 0.36 Below Prado 64308* Max WS 2673.81 120.60 123.44 123.61 0.001211 3.39 788.49 284.61 0.36 Below Prado 64200 Max WS 2667.23 120.40 123.33 123.49 0.001075 3.27 816.72 285.14 0.34 Below Prado 64063* Max WS 2657.57 120.20 123.19 123.35 0.001003 3.20 829.67 282.96 0.33 Below Prado 63927 Max WS 2651.86 120.00 123.07 121.43 123.22 0.000933 3.14 843.26 279.72 0.32 Below Prado 63878 Bridge
Below Prado 63829 Max WS 2638.53 119.50 122.32 122.50 0.001225 3.41 774.63 279.24 0.36 Below Prado 63600 Max WS 2619.40 119.20 122.07 122.24 0.001109 3.28 799.59 284.29 0.34 Below Prado 63400* Max WS 2602.27 119.05 121.83 122.01 0.001216 3.36 774.24 283.96 0.36 Below Prado 63200 Max WS 2587.07 118.90 121.56 121.75 0.001402 3.50 738.84 283.50 0.38 Below Prado 63000* Max WS 2579.28 118.45 121.35 121.50 0.001043 3.20 807.09 284.52 0.33 Below Prado 62800 Max WS 2576.68 118.00 121.20 121.33 0.000747 2.88 893.45 285.79 0.29 Below Prado 62601 Max WS 2576.21 117.84 121.05 119.24 121.18 0.000745 2.89 892.48 284.66 0.29 Below Prado 62451 Bridge
Below Prado 62301 Max WS 2566.89 117.35 119.67 119.92 0.002174 4.00 642.43 281.21 0.47 Below Prado 62300 Max WS 2567.93 117.20 119.71 119.92 0.001663 3.68 698.62 283.40 0.41 Below Prado 62100* Max WS 2560.03 116.90 119.36 119.58 0.001760 3.73 685.52 283.40 0.42 Below Prado 61900 Max WS 2543.63 116.60 118.98 119.21 0.001944 3.84 662.59 283.26 0.44 Below Prado 61733* Max WS 2527.74 116.27 118.67 118.89 0.001866 3.78 668.64 283.64 0.43 Below Prado 61566* Max WS 2514.60 115.93 118.39 118.60 0.001708 3.67 685.03 284.18 0.42 Below Prado 61400 Max WS 2497.57 115.60 118.14 118.33 0.001517 3.53 707.54 284.84 0.39 Below Prado 61200* Max WS 2480.80 115.30 117.84 118.03 0.001484 3.50 709.36 284.74 0.39 Below Prado 61000 Max WS 2467.07 115.00 117.56 117.74 0.001437 3.46 713.86 284.69 0.38 Below Prado 60800* Max WS 2459.45 114.60 117.32 117.48 0.001161 3.23 760.54 285.49 0.35 Below Prado 60600 Max WS 2456.18 114.20 117.14 115.56 117.28 0.000894 2.98 823.16 286.63 0.31 Below Prado 60550 Bridge
Below Prado 60505 Max WS 2456.36 113.95 117.13 117.25 0.000697 2.77 886.27 285.71 0.28 Below Prado 60500 Max WS 2455.73 113.95 116.91 115.31 117.05 0.000884 2.98 823.83 284.73 0.31 Below Prado 60372 Bridge
Below Prado 60245 Max WS 2455.33 113.70 115.83 116.10 0.002688 4.19 585.32 279.42 0.51 Below Prado 60222* Max WS 2455.30 113.66 115.76 116.04 0.002811 4.25 577.37 279.28 0.52 Below Prado 60199* Max WS 2455.23 113.62 115.68 115.98 0.002986 4.33 566.83 279.09 0.54 Below Prado 60176* Max WS 2455.18 113.58 115.60 115.90 0.003215 4.43 554.20 278.88 0.55 Below Prado 60153 Max WS 2455.18 113.54 115.50 115.83 0.003531 4.56 538.63 278.61 0.58 Below Prado 60148* Max WS 2455.17 113.51 115.49 115.81 0.003409 4.51 544.41 278.69 0.57 Below Prado 60144* Max WS 2455.15 113.48 115.49 115.79 0.003290 4.46 550.30 278.77 0.56 Below Prado 60139* Max WS 2455.16 113.46 115.47 115.78 0.003252 4.45 552.27 278.78 0.56 Below Prado 60134* Max WS 2455.15 113.43 115.46 115.77 0.003137 4.40 558.33 278.86 0.55 Below Prado 60130 Max WS 2455.14 113.40 115.46 114.77 115.75 0.003025 4.35 564.53 278.94 0.54 Below Prado 60122 Inl Struct
Below Prado 60115 Max WS 2452.90 103.40 109.54 109.58 0.000239 1.47 1670.37 283.02 0.11 Below Prado 60110* Max WS 2452.90 103.40 109.54 109.58 0.000239 1.47 1665.28 279.93 0.11 Below Prado 60105* Max WS 2452.89 103.40 109.54 109.58 0.000238 1.48 1661.50 276.85 0.11 Below Prado 60101* Max WS 2453.00 103.40 109.54 109.57 0.000237 1.48 1658.98 273.79 0.11 Below Prado 60096* Max WS 2452.77 103.40 109.54 109.57 0.000235 1.48 1657.76 270.74 0.11 Below Prado 60092* Max WS 2452.76 103.40 109.54 109.57 0.000234 1.48 1657.42 270.00 0.11 Below Prado 60087* Max WS 2452.65 103.40 109.54 109.57 0.000234 1.48 1657.12 270.00 0.11 Below Prado 60082* Max WS 2452.75 103.40 109.54 109.57 0.000234 1.48 1656.83 270.00 0.11 Below Prado 60078* Max WS 2452.64 103.40 109.54 109.57 0.000234 1.48 1656.53 270.00 0.11 Below Prado 60073* Max WS 2452.74 103.40 109.53 109.57 0.000235 1.48 1656.26 270.00 0.11 Below Prado 60069 Max WS 2452.85 103.40 109.53 109.57 0.000235 1.48 1655.96 270.00 0.11 Below Prado 60061 Max WS 2452.13 106.93 109.37 109.58 0.004758 3.67 668.96 278.33 0.42 Below Prado 59931 Max WS 2447.04 106.80 108.84 109.10 0.002652 4.06 602.84 299.35 0.50 Below Prado 59766* Max WS 2441.13 106.40 108.48 108.70 0.002201 3.75 651.54 317.27 0.46 Below Prado 59601 Max WS 2436.96 106.00 108.22 108.39 0.001588 3.32 734.18 335.52 0.40 Below Prado 59434* Max WS 2434.38 105.83 107.95 108.12 0.001681 3.31 734.53 351.26 0.40 Below Prado 59267* Max WS 2431.84 105.67 107.63 107.81 0.001966 3.41 712.47 366.79 0.43 Below Prado 59101 Max WS 2426.22 105.50 107.16 107.39 0.003168 3.87 626.33 381.67 0.53 Below Prado 58934* Max WS 2413.63 104.99 106.67 106.89 0.002859 3.72 648.69 388.74 0.51 Below Prado 58767* Max WS 2402.12 104.47 106.31 106.48 0.002017 3.32 723.80 396.33 0.43 Below Prado 58601 Max WS 2398.37 103.96 106.10 106.22 0.001185 2.80 855.33 404.46 0.34 Below Prado 58464 Max WS 2397.05 103.63 105.90 106.05 0.001365 3.11 771.09 347.51 0.37 Below Prado 58353 Max WS 2396.90 103.44 105.77 104.59 105.91 0.001181 2.96 810.95 353.39 0.34 Below Prado 58307 Bridge
Below Prado 58260 Max WS 2396.71 103.30 105.15 105.37 0.002503 3.70 647.07 353.33 0.48 Below Prado 58252* Max WS 2396.74 103.28 105.13 105.34 0.002510 3.71 646.77 353.63 0.48 Below Prado 58243* Max WS 2396.73 103.26 105.11 105.32 0.002518 3.71 646.38 353.92 0.48 Below Prado 58234* Max WS 2396.71 103.24 105.09 105.30 0.002525 3.71 646.00 354.22 0.48 Below Prado 58225* Max WS 2396.68 103.21 105.07 105.28 0.002473 3.69 650.35 354.58 0.48 Below Prado 58216* Max WS 2396.69 103.19 105.04 105.26 0.002478 3.69 650.13 354.88 0.48 Below Prado 58207 Max WS 2396.67 103.17 105.02 105.23 0.002484 3.69 649.90 355.18 0.48 Below Prado 58198 Max WS 2396.67 103.15 104.95 104.35 105.21 0.003191 4.09 586.59 331.91 0.54 Below Prado 58188 Inl Struct
Below Prado 58178 Max WS 2352.02 93.15 100.55 100.57 0.000027 0.95 2482.11 350.47 0.06 Below Prado 58174* Max WS 2352.51 93.15 100.55 100.57 0.000027 0.94 2493.33 351.94 0.06 Below Prado 58169* Max WS 2352.03 93.15 100.55 100.57 0.000027 0.94 2504.65 353.43 0.06 HEC-RAS Plan: North_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 58164* Max WS 2352.97 93.15 100.55 100.57 0.000027 0.94 2515.87 354.90 0.06 Below Prado 58159* Max WS 2352.50 93.15 100.55 100.57 0.000026 0.93 2527.16 356.38 0.06 Below Prado 58154* Max WS 2352.95 93.15 100.55 100.57 0.000026 0.93 2538.38 357.85 0.06 Below Prado 58149* Max WS 2352.94 93.15 100.55 100.57 0.000026 0.92 2549.68 359.33 0.06 Below Prado 58144* Max WS 2352.94 93.15 100.55 100.57 0.000026 0.92 2560.89 360.80 0.06 Below Prado 58139* Max WS 2352.49 93.15 100.55 100.57 0.000025 0.91 2572.14 362.28 0.06 Below Prado 58134* Max WS 2353.37 93.15 100.55 100.57 0.000025 0.91 2583.35 363.75 0.06 Below Prado 58130* Max WS 2352.48 93.15 100.55 100.57 0.000025 0.91 2594.64 365.22 0.06 Below Prado 58125* Max WS 2353.33 93.15 100.55 100.57 0.000025 0.90 2605.88 366.69 0.06 Below Prado 58120* Max WS 2352.90 93.15 100.55 100.57 0.000024 0.90 2617.08 368.16 0.06 Below Prado 58115* Max WS 2352.46 93.15 100.55 100.57 0.000024 0.90 2628.32 369.63 0.06 Below Prado 58110* Max WS 2352.87 93.15 100.55 100.57 0.000024 0.89 2639.56 371.10 0.06 Below Prado 58105* Max WS 2352.86 93.15 100.55 100.57 0.000024 0.89 2650.79 372.58 0.06 Below Prado 58100 Max WS 2353.25 93.15 100.55 100.57 0.000024 0.88 2661.98 374.04 0.06 Below Prado 58094 Max WS 2350.42 97.40 100.51 100.57 0.000373 2.01 1168.94 381.70 0.20 Below Prado 57997* Max WS 2348.14 97.20 100.43 100.53 0.000573 2.50 939.89 306.71 0.25 Below Prado 57900 Max WS 2344.46 97.00 100.27 100.45 0.001165 3.39 691.55 243.19 0.35 Below Prado 57800* Max WS 2342.29 96.83 100.13 100.33 0.001265 3.55 659.24 229.77 0.37 Below Prado 57700* Max WS 2340.48 96.67 99.97 100.19 0.001421 3.77 621.07 216.15 0.39 Below Prado 57600 Max WS 2339.20 96.50 99.79 100.04 0.001635 4.03 580.58 203.08 0.42 Below Prado 57550* Max WS 2338.45 96.38 99.68 99.96 0.001803 4.21 555.49 195.70 0.44 Below Prado 57500* Max WS 2338.06 96.25 99.56 99.86 0.001962 4.41 530.22 185.50 0.46 Below Prado 57450* Max WS 2337.81 96.12 99.43 99.76 0.002058 4.62 505.82 170.71 0.47 Below Prado 57400 Max WS 2337.39 96.00 99.29 99.65 0.002284 4.86 481.22 162.86 0.50 Below Prado 57375* Max WS 2337.12 95.94 99.21 99.59 0.002394 4.98 469.55 158.69 0.51 Below Prado 57350* Max WS 2336.95 95.88 99.13 99.53 0.002496 5.09 459.48 155.11 0.52 Below Prado 57325* Max WS 2336.86 95.81 99.06 99.47 0.002621 5.16 452.87 155.19 0.53 Below Prado 57300* Max WS 2336.71 95.75 98.98 99.40 0.002761 5.24 446.07 155.44 0.55 Below Prado 57275* Max WS 2336.63 95.69 98.89 99.33 0.002871 5.31 439.91 154.65 0.56 Below Prado 57250* Max WS 2336.50 95.62 98.81 99.26 0.002928 5.36 435.99 153.47 0.56 Below Prado 57225* Max WS 2336.43 95.56 98.73 99.19 0.003021 5.43 430.34 152.07 0.57 Below Prado 57200 Max WS 2336.37 95.50 98.64 99.11 0.003114 5.50 424.79 150.59 0.58 Below Prado 57175* Max WS 2336.31 95.45 98.54 99.03 0.003272 5.59 418.02 150.15 0.59 Below Prado 57150* Max WS 2336.26 95.40 98.44 98.95 0.003473 5.70 410.03 149.63 0.61 Below Prado 57125* Max WS 2336.24 95.35 98.33 98.86 0.003737 5.83 400.44 149.01 0.63 Below Prado 57100* Max WS 2336.18 95.30 98.20 98.76 0.004107 6.02 388.38 148.22 0.66 Below Prado 57075 Max WS 2336.17 95.25 98.04 98.65 0.004689 6.28 372.14 147.15 0.70 Below Prado 57067* Max WS 2336.16 95.24 98.07 98.61 0.004113 5.93 394.05 153.92 0.65 Below Prado 57059* Max WS 2336.16 95.24 98.08 98.58 0.003713 5.65 413.44 160.84 0.62 Below Prado 57050 Max WS 2336.15 95.23 98.10 97.28 98.55 0.003314 5.37 435.39 168.12 0.59 Below Prado 57040 Inl Struct
Below Prado 57030 Max WS 2312.55 85.25 91.57 91.58 0.000038 1.01 2281.14 372.08 0.07 Below Prado 57020* Max WS 2313.62 85.25 91.57 91.58 0.000038 1.01 2281.02 372.08 0.07 Below Prado 57010* Max WS 2313.26 85.25 91.57 91.58 0.000038 1.01 2280.90 372.08 0.07 Below Prado 57000* Max WS 2312.54 85.24 91.57 91.58 0.000038 1.01 2284.49 372.11 0.07 Below Prado 56990* Max WS 2313.21 85.24 91.57 91.58 0.000038 1.01 2284.37 372.11 0.07 Below Prado 56980* Max WS 2312.53 85.24 91.57 91.58 0.000038 1.01 2284.24 372.10 0.07 Below Prado 56970* Max WS 2312.85 85.24 91.57 91.58 0.000038 1.01 2284.12 372.10 0.07 Below Prado 56960* Max WS 2312.83 85.23 91.57 91.58 0.000037 1.01 2287.70 372.13 0.07 Below Prado 56950 Max WS 2312.50 85.23 91.57 91.58 0.000037 1.01 2287.58 372.13 0.07 Below Prado 56947 Max WS 2306.80 89.44 91.46 91.62 0.001700 3.23 714.35 358.42 0.40 Below Prado 56868* Max WS 2298.30 89.33 91.34 91.49 0.001612 3.13 733.18 369.46 0.39 Below Prado 56789* Max WS 2290.49 89.22 91.22 91.37 0.001512 3.03 754.73 380.52 0.38 Below Prado 56710* Max WS 2283.57 89.11 91.12 91.25 0.001403 2.93 779.53 391.61 0.37 Below Prado 56630 Max WS 2279.44 89.00 91.02 91.14 0.001287 2.82 808.07 402.72 0.35 Below Prado 56537* Max WS 2273.80 88.73 90.90 91.03 0.001247 2.90 783.21 365.13 0.35 Below Prado 56444* Max WS 2269.78 88.47 90.76 90.91 0.001290 3.06 741.71 327.62 0.36 Below Prado 56350 Max WS 2264.91 88.20 90.62 90.79 0.001397 3.29 689.16 290.23 0.38 Below Prado 56258* Max WS 2260.69 88.07 90.49 90.66 0.001416 3.31 683.50 288.12 0.38 Below Prado 56165* Max WS 2256.60 87.94 90.35 90.52 0.001442 3.33 677.09 285.99 0.38 Below Prado 56072* Max WS 2252.68 87.81 90.21 90.39 0.001475 3.36 669.78 283.86 0.39 Below Prado 55979* Max WS 2248.67 87.69 90.07 90.25 0.001547 3.42 657.51 281.66 0.39 Below Prado 55886* Max WS 2245.19 87.56 89.92 90.10 0.001616 3.47 646.38 279.47 0.40 Below Prado 55793* Max WS 2240.41 87.43 89.75 89.95 0.001709 3.54 632.68 277.23 0.41 Below Prado 55700 Max WS 2236.31 87.30 89.58 89.78 0.001847 3.63 615.38 274.93 0.43 Below Prado 55608* Max WS 2231.66 87.13 89.41 89.62 0.001816 3.61 618.60 275.78 0.42 Below Prado 55515* Max WS 2227.18 86.95 89.26 89.45 0.001738 3.55 626.82 276.70 0.42 Below Prado 55423* Max WS 2222.67 86.78 89.10 89.29 0.001676 3.51 633.82 277.60 0.41 Below Prado 55330 Max WS 2217.58 86.60 88.96 89.14 0.001567 3.43 646.78 278.59 0.40 Below Prado 55240* Max WS 2213.11 86.48 88.82 89.00 0.001573 3.42 647.73 281.27 0.40 Below Prado 55150* Max WS 2206.61 86.37 88.68 88.86 0.001610 3.42 644.47 283.88 0.40 Below Prado 55060* Max WS 2199.22 86.25 88.53 88.72 0.001625 3.42 643.67 286.53 0.40 Below Prado 54970* Max WS 2191.03 86.13 88.39 88.57 0.001645 3.41 642.23 289.18 0.40 Below Prado 54880* Max WS 2180.05 86.02 88.24 88.42 0.001702 3.43 636.03 291.75 0.41 Below Prado 54790 Max WS 2165.82 85.90 88.08 88.26 0.001739 3.43 631.71 294.36 0.41 Below Prado 54692.5* Max WS 2150.45 85.70 87.92 88.10 0.001624 3.36 640.66 292.79 0.40 Below Prado 54595.0* Max WS 2136.58 85.50 87.78 87.95 0.001491 3.27 653.44 291.29 0.38 Below Prado 54497.5* Max WS 2125.18 85.30 87.65 87.81 0.001346 3.17 670.34 289.84 0.37 Below Prado 54400 Max WS 2116.83 85.10 87.54 87.69 0.001197 3.06 691.46 288.46 0.35 HEC-RAS Plan: North_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 54300.0* Max WS 2108.22 84.95 87.43 87.57 0.001145 3.02 697.27 286.60 0.34 Below Prado 54200.0* Max WS 2102.64 84.80 87.32 87.46 0.001091 2.98 704.49 284.76 0.33 Below Prado 54100.0* Max WS 2098.13 84.65 87.22 87.35 0.001034 2.94 713.18 282.94 0.33 Below Prado 54000 Max WS 2095.20 84.50 87.12 87.26 0.000975 2.90 723.38 281.15 0.32 Below Prado 53912* Max WS 2092.65 84.36 87.04 87.17 0.000969 2.92 715.93 273.10 0.32 Below Prado 53823* Max WS 2091.30 84.21 86.95 87.09 0.000953 2.94 710.70 265.09 0.32 Below Prado 53735* Max WS 2089.86 84.07 86.86 87.00 0.000954 2.98 701.55 257.04 0.32 Below Prado 53646* Max WS 2089.53 83.93 86.78 86.92 0.000961 3.02 691.30 248.99 0.32 Below Prado 53558* Max WS 2089.08 83.79 86.69 86.83 0.000972 3.07 679.80 240.92 0.32 Below Prado 53469* Max WS 2089.06 83.64 86.60 86.75 0.000977 3.12 669.70 232.90 0.32 Below Prado 53380 Max WS 2088.95 83.50 86.50 84.93 86.66 0.001001 3.19 655.56 224.82 0.33 Appendix D
South Deflation HEC-RAS Model Output

HEC-RAS Plan: South_Short River: Santa Ana River Reach: Below Prado Profile: Max WS Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 69601 Max WS 2068.25 144.20 146.50 146.67 0.001472 3.26 634.16 281.08 0.38 Below Prado 69366 Max WS 2066.84 143.83 146.17 145.05 146.33 0.001399 3.22 641.46 278.43 0.37 Below Prado 69341 Bridge
Below Prado 69313 Max WS 2066.15 143.66 145.70 145.92 0.002194 3.69 559.23 277.16 0.46 Below Prado 69200 Max WS 2065.03 143.44 145.44 145.66 0.002357 3.77 547.13 277.57 0.47 Below Prado 69176* Max WS 2064.97 143.39 145.38 145.60 0.002393 3.79 544.96 277.64 0.48 Below Prado 69152* Max WS 2064.90 143.34 145.32 145.55 0.002430 3.81 542.46 277.72 0.48 Below Prado 69128* Max WS 2064.78 143.29 145.26 145.49 0.002473 3.83 539.63 277.80 0.48 Below Prado 69104* Max WS 2064.75 143.24 145.20 145.43 0.002524 3.85 536.38 277.88 0.49 Below Prado 69080* Max WS 2064.72 143.20 145.13 145.37 0.002649 3.91 528.70 277.93 0.50 Below Prado 69056* Max WS 2064.68 143.15 145.06 145.30 0.002735 3.94 523.71 278.01 0.51 Below Prado 69032* Max WS 2064.83 143.10 144.99 145.24 0.002841 3.99 517.79 278.10 0.52 Below Prado 69009 Max WS 2064.78 143.05 144.91 145.17 0.002975 4.04 510.74 278.18 0.53 Below Prado 69004* Max WS 2064.79 143.04 144.90 145.15 0.003006 4.06 509.15 278.20 0.53 Below Prado 68999* Max WS 2064.78 143.03 144.88 145.14 0.003039 4.07 507.51 278.22 0.53 Below Prado 68994* Max WS 2064.78 143.02 144.87 145.12 0.003074 4.08 505.77 278.23 0.53 Below Prado 68989* Max WS 2064.77 143.01 144.85 145.11 0.003110 4.10 504.01 278.25 0.54 Below Prado 68985 Max WS 2064.77 143.00 144.83 144.22 145.09 0.003149 4.11 502.13 278.27 0.54 Below Prado 68977 Inl Struct
Below Prado 68969 Max WS 2060.87 132.80 138.13 138.16 0.000244 1.38 1491.70 280.00 0.11 Below Prado 68964* Max WS 2061.21 132.80 138.13 138.16 0.000246 1.39 1485.98 279.00 0.11 Below Prado 68959* Max WS 2061.57 132.80 138.12 138.15 0.000248 1.39 1480.29 278.00 0.11 Below Prado 68955* Max WS 2061.45 132.80 138.12 138.15 0.000250 1.40 1474.58 277.00 0.11 Below Prado 68950* Max WS 2061.33 132.80 138.12 138.15 0.000252 1.40 1468.87 276.00 0.11 Below Prado 68945* Max WS 2061.32 132.80 138.12 138.15 0.000255 1.41 1463.14 275.00 0.11 Below Prado 68940* Max WS 2061.31 132.80 138.12 138.15 0.000257 1.41 1457.43 274.00 0.11 Below Prado 68936* Max WS 2061.42 132.80 138.12 138.15 0.000259 1.42 1451.76 273.42 0.11 Below Prado 68931* Max WS 2061.31 132.80 138.12 138.15 0.000262 1.43 1446.50 273.80 0.11 Below Prado 68926* Max WS 2061.41 132.80 138.11 138.15 0.000264 1.43 1441.86 274.14 0.11 Below Prado 68922 Max WS 2061.41 132.80 138.11 138.15 0.000267 1.43 1437.76 274.44 0.11 Below Prado 68916 Max WS 2060.13 135.73 137.98 138.16 0.003945 3.17 621.76 282.77 0.38 Below Prado 68808* Max WS 2056.16 135.51 137.66 137.85 0.001830 3.48 591.38 280.42 0.42 Below Prado 68700 Max WS 2054.32 135.30 137.47 137.65 0.001777 3.45 595.25 279.18 0.42 Below Prado 68547* Max WS 2053.63 134.95 137.24 137.41 0.001477 3.26 629.68 279.82 0.38 Below Prado 68395 Max WS 2053.64 134.60 137.06 135.81 137.21 0.001159 3.03 678.22 280.77 0.34 Below Prado 68222 Bridge
Below Prado 68050 Max WS 2049.38 134.10 136.18 136.38 0.002024 3.58 571.87 279.48 0.44 Below Prado 67866* Max WS 2044.77 133.73 135.81 136.01 0.002013 3.58 571.52 278.82 0.44 Below Prado 67683* Max WS 2039.99 133.37 135.44 135.64 0.002055 3.60 566.67 278.13 0.44 Below Prado 67500 Max WS 2036.29 133.00 135.06 135.26 0.002088 3.62 562.84 277.48 0.45 Below Prado 67333* Max WS 2033.33 132.62 134.74 134.93 0.001869 3.48 584.04 280.88 0.43 Below Prado 67166* Max WS 2031.62 132.24 134.48 134.65 0.001561 3.28 619.93 285.38 0.39 Below Prado 67000 Max WS 2030.89 131.86 134.27 134.41 0.001261 3.00 675.88 301.98 0.35 Below Prado 66922 Max WS 2030.63 131.80 134.16 133.00 134.31 0.001302 3.12 651.38 281.80 0.36 Below Prado 66884 Bridge
Below Prado 66847 Max WS 2028.52 131.60 133.59 133.80 0.002301 3.71 546.49 279.05 0.47 Below Prado 66723* Max WS 2026.11 131.30 133.32 133.53 0.002186 3.66 554.25 278.52 0.46 Below Prado 66600 Max WS 2024.10 131.00 133.07 133.27 0.002002 3.56 568.74 278.55 0.44 Below Prado 66433* Max WS 2021.07 130.67 132.74 132.94 0.002012 3.56 567.24 278.38 0.44 Below Prado 66266* Max WS 2018.64 130.33 132.41 132.60 0.001974 3.54 570.03 278.27 0.44 Below Prado 66100 Max WS 2015.82 130.00 132.08 132.28 0.001956 3.53 571.08 278.14 0.43 Below Prado 65933* Max WS 2013.14 129.67 131.76 131.96 0.001917 3.51 574.22 278.36 0.43 Below Prado 65766* Max WS 2010.80 129.33 131.46 131.65 0.001798 3.44 585.25 278.71 0.42 Below Prado 65600 Max WS 2009.13 129.00 131.19 131.36 0.001653 3.35 600.26 279.13 0.40 Below Prado 65425* Max WS 2007.92 128.73 130.89 131.07 0.001725 3.39 592.44 279.19 0.41 Below Prado 65250* Max WS 2007.16 128.45 130.57 130.76 0.001819 3.44 582.99 279.21 0.42 Below Prado 65075* Max WS 2006.35 128.18 130.22 130.42 0.002089 3.59 558.85 279.00 0.45 Below Prado 64900 Max WS 2005.38 127.90 129.71 129.96 0.003106 4.05 495.38 278.13 0.53 Below Prado 64734* Max WS 2004.89 127.34 129.25 129.48 0.002719 3.89 515.15 277.63 0.50 Below Prado 64568 Max WS 2004.64 126.78 128.85 129.07 0.002304 3.70 541.37 277.59 0.47 Below Prado 64559* Max WS 2004.64 126.78 128.83 129.05 0.002323 3.71 540.00 277.52 0.47 Below Prado 64550* Max WS 2004.64 126.78 128.81 129.02 0.002335 3.72 539.15 277.48 0.47 Below Prado 64541* Max WS 2004.61 126.79 128.78 129.00 0.002415 3.76 533.62 277.39 0.48 Below Prado 64532* Max WS 2004.61 126.79 128.76 128.98 0.002462 3.78 530.52 277.34 0.48 Below Prado 64522* Max WS 2004.57 126.79 128.73 128.96 0.002538 3.81 525.61 277.25 0.49 Below Prado 64513* Max WS 2004.59 126.79 128.70 128.93 0.002626 3.85 520.23 277.19 0.50 Below Prado 64504* Max WS 2004.59 126.80 128.67 128.91 0.002810 3.93 509.67 277.07 0.51 Below Prado 64495 Max WS 2004.59 126.80 128.63 128.88 0.002973 4.00 501.06 276.98 0.52 Below Prado 64490* Max WS 2004.58 126.80 128.61 128.87 0.003074 4.04 495.99 276.91 0.53 Below Prado 64486 Max WS 2004.58 126.80 128.59 127.99 128.85 0.003189 4.09 490.53 276.86 0.54 Below Prado 64478 Inl Struct
Below Prado 64470 Max WS 1993.24 117.80 123.33 123.36 0.000217 1.33 1493.59 270.00 0.10 Below Prado 64465* Max WS 1992.85 117.80 123.33 123.36 0.000218 1.33 1493.32 270.00 0.10 Below Prado 64460* Max WS 1992.95 117.80 123.33 123.36 0.000218 1.33 1493.02 270.00 0.10 Below Prado 64455* Max WS 1993.14 117.80 123.33 123.36 0.000218 1.34 1492.75 270.00 0.10 Below Prado 64450* Max WS 1992.95 117.80 123.33 123.36 0.000218 1.34 1492.45 270.00 0.10 Below Prado 64445* Max WS 1992.94 117.80 123.33 123.35 0.000218 1.34 1492.15 270.00 0.10 Below Prado 64440* Max WS 1992.85 117.80 123.33 123.35 0.000218 1.34 1491.86 270.00 0.10 Below Prado 64435* Max WS 1992.94 117.80 123.32 123.35 0.000219 1.34 1491.65 270.66 0.10 HEC-RAS Plan: South_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 64430* Max WS 1992.85 117.80 123.32 123.35 0.000219 1.34 1491.90 272.03 0.10 Below Prado 64426* Max WS 1992.84 117.80 123.32 123.35 0.000220 1.34 1492.73 273.38 0.10 Below Prado 64421 Max WS 1992.75 117.80 123.32 123.35 0.000220 1.33 1494.10 274.71 0.10 Below Prado 64416 Max WS 1989.18 120.80 123.22 123.36 0.003203 2.98 667.45 282.00 0.34 Below Prado 64308* Max WS 1984.69 120.60 122.98 123.12 0.001202 3.01 658.76 282.50 0.35 Below Prado 64200 Max WS 1981.37 120.40 122.87 123.00 0.001048 2.89 686.59 283.24 0.33 Below Prado 64063* Max WS 1979.38 120.20 122.74 122.86 0.000966 2.82 701.26 281.22 0.32 Below Prado 63927 Max WS 1977.06 120.00 122.62 121.19 122.74 0.000881 2.75 717.63 278.29 0.30 Below Prado 63878 Bridge
Below Prado 63829 Max WS 1974.41 119.50 121.89 122.03 0.001194 3.02 654.27 277.83 0.35 Below Prado 63600 Max WS 1970.49 119.20 121.64 121.77 0.001080 2.91 677.69 282.59 0.33 Below Prado 63400* Max WS 1967.89 119.05 121.40 121.54 0.001218 3.02 652.67 282.27 0.35 Below Prado 63200 Max WS 1964.38 118.90 121.11 121.27 0.001484 3.20 614.03 281.75 0.38 Below Prado 63000* Max WS 1962.41 118.45 120.89 121.02 0.001073 2.90 677.34 282.70 0.33 Below Prado 62800 Max WS 1961.77 118.00 120.74 120.84 0.000729 2.58 761.81 283.94 0.28 Below Prado 62601 Max WS 1960.92 117.84 120.59 119.01 120.69 0.000723 2.57 762.46 282.76 0.28 Below Prado 62451 Bridge
Below Prado 62301 Max WS 1959.00 117.35 119.32 119.52 0.002206 3.61 542.56 279.72 0.46 Below Prado 62300 Max WS 1959.06 117.20 119.35 119.52 0.001621 3.28 597.09 281.91 0.40 Below Prado 62100* Max WS 1956.13 116.90 119.01 119.19 0.001714 3.33 586.58 281.93 0.41 Below Prado 61900 Max WS 1952.28 116.60 118.64 118.82 0.001930 3.45 565.26 281.78 0.43 Below Prado 61733* Max WS 1948.18 116.27 118.33 118.51 0.001865 3.41 570.68 282.11 0.42 Below Prado 61566* Max WS 1943.63 115.93 118.04 118.21 0.001703 3.32 585.95 282.59 0.41 Below Prado 61400 Max WS 1939.50 115.60 117.79 117.94 0.001506 3.19 607.81 283.20 0.38 Below Prado 61200* Max WS 1936.43 115.30 117.49 117.65 0.001490 3.18 609.18 283.18 0.38 Below Prado 61000 Max WS 1933.65 115.00 117.20 117.35 0.001464 3.16 611.93 283.19 0.38 Below Prado 60800* Max WS 1932.20 114.60 116.96 117.09 0.001160 2.94 656.57 283.88 0.34 Below Prado 60600 Max WS 1931.40 114.20 116.78 115.35 116.89 0.000861 2.69 718.85 284.94 0.30 Below Prado 60550 Bridge
Below Prado 60505 Max WS 1931.37 113.95 116.77 116.86 0.000644 2.47 783.50 284.10 0.26 Below Prado 60500 Max WS 1931.27 113.95 116.57 115.11 116.68 0.000826 2.66 726.06 283.19 0.29 Below Prado 60372 Bridge
Below Prado 60245 Max WS 1931.22 113.70 115.54 115.77 0.002700 3.82 505.09 278.14 0.50 Below Prado 60222* Max WS 1931.18 113.66 115.47 115.71 0.002846 3.89 497.04 278.00 0.51 Below Prado 60199* Max WS 1931.15 113.62 115.40 115.64 0.003060 3.97 486.22 277.82 0.53 Below Prado 60176* Max WS 1931.15 113.58 115.31 115.57 0.003355 4.08 472.82 277.59 0.55 Below Prado 60153 Max WS 1931.14 113.54 115.20 115.48 0.003795 4.24 455.44 277.30 0.58 Below Prado 60148* Max WS 1931.13 113.51 115.19 115.47 0.003652 4.19 460.78 277.37 0.57 Below Prado 60144* Max WS 1931.13 113.48 115.18 115.45 0.003512 4.14 466.26 277.44 0.56 Below Prado 60139* Max WS 1931.13 113.46 115.17 115.43 0.003473 4.13 467.83 277.46 0.56 Below Prado 60134* Max WS 1931.13 113.43 115.16 115.42 0.003337 4.08 473.56 277.53 0.55 Below Prado 60130 Max WS 1931.13 113.40 115.15 114.57 115.40 0.003204 4.03 479.41 277.61 0.54 Below Prado 60122 Inl Struct
Below Prado 60115 Max WS 1930.69 103.40 109.22 109.25 0.000176 1.22 1579.63 280.62 0.09 Below Prado 60110* Max WS 1930.75 103.40 109.22 109.24 0.000176 1.23 1575.64 277.54 0.09 Below Prado 60105* Max WS 1930.62 103.40 109.22 109.24 0.000175 1.23 1572.93 274.47 0.09 Below Prado 60101* Max WS 1930.71 103.40 109.22 109.24 0.000174 1.23 1571.51 271.41 0.09 Below Prado 60096* Max WS 1930.66 103.40 109.22 109.24 0.000173 1.23 1571.16 270.00 0.09 Below Prado 60092* Max WS 1930.71 103.40 109.22 109.24 0.000173 1.23 1570.94 270.00 0.09 Below Prado 60087* Max WS 1930.70 103.40 109.22 109.24 0.000173 1.23 1570.72 270.00 0.09 Below Prado 60082* Max WS 1930.70 103.40 109.22 109.24 0.000173 1.23 1570.51 270.00 0.09 Below Prado 60078* Max WS 1930.59 103.40 109.22 109.24 0.000173 1.23 1570.29 270.00 0.09 Below Prado 60073* Max WS 1930.62 103.40 109.22 109.24 0.000173 1.23 1570.08 270.00 0.09 Below Prado 60069 Max WS 1930.62 103.40 109.21 109.24 0.000173 1.23 1569.86 270.00 0.09 Below Prado 60061 Max WS 1930.54 106.93 109.08 109.25 0.004486 3.28 588.89 277.35 0.40 Below Prado 59931 Max WS 1929.15 106.80 108.58 108.79 0.002619 3.68 523.83 298.27 0.49 Below Prado 59766* Max WS 1927.28 106.40 108.22 108.40 0.002161 3.40 567.67 316.22 0.45 Below Prado 59601 Max WS 1926.12 106.00 107.96 108.09 0.001507 2.98 646.74 334.52 0.38 Below Prado 59434* Max WS 1925.19 105.83 107.70 107.84 0.001590 2.97 647.92 350.30 0.39 Below Prado 59267* Max WS 1924.45 105.67 107.40 107.55 0.001862 3.06 628.62 365.88 0.41 Below Prado 59101 Max WS 1923.25 105.50 106.94 107.13 0.003182 3.54 543.57 380.79 0.52 Below Prado 58934* Max WS 1920.52 104.99 106.44 106.62 0.002989 3.44 557.49 387.80 0.51 Below Prado 58767* Max WS 1916.78 104.47 106.05 106.20 0.002165 3.10 618.12 395.27 0.44 Below Prado 58601 Max WS 1914.83 103.96 105.81 105.91 0.001222 2.59 739.33 403.32 0.34 Below Prado 58464 Max WS 1914.28 103.63 105.61 105.74 0.001360 2.84 672.96 345.70 0.36 Below Prado 58353 Max WS 1914.17 103.44 105.49 104.43 105.60 0.001161 2.69 711.13 352.09 0.33 Below Prado 58307 Bridge
Below Prado 58260 Max WS 1914.10 103.30 104.90 105.09 0.002584 3.42 559.27 352.21 0.48 Below Prado 58252* Max WS 1914.08 103.28 104.88 105.06 0.002598 3.43 558.54 352.50 0.48 Below Prado 58243* Max WS 1914.10 103.26 104.86 105.04 0.002614 3.43 557.69 352.77 0.48 Below Prado 58234* Max WS 1914.07 103.24 104.83 105.02 0.002630 3.44 556.81 353.06 0.48 Below Prado 58225* Max WS 1914.08 103.21 104.81 104.99 0.002575 3.41 560.61 353.40 0.48 Below Prado 58216* Max WS 1914.07 103.19 104.79 104.97 0.002588 3.42 559.90 353.68 0.48 Below Prado 58207 Max WS 1914.06 103.17 104.77 104.95 0.002604 3.42 559.09 353.97 0.48 Below Prado 58198 Max WS 1914.05 103.15 104.70 104.18 104.92 0.003372 3.80 503.09 330.24 0.54 Below Prado 58188 Inl Struct
Below Prado 58178 Max WS 1899.38 93.15 100.14 100.15 0.000022 0.81 2338.28 348.78 0.06 Below Prado 58174* Max WS 1899.18 93.15 100.14 100.15 0.000021 0.81 2348.89 350.25 0.06 Below Prado 58169* Max WS 1898.77 93.15 100.14 100.15 0.000021 0.80 2359.60 351.74 0.05 HEC-RAS Plan: South_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 58164* Max WS 1898.97 93.15 100.14 100.15 0.000021 0.80 2370.21 353.22 0.05 Below Prado 58159* Max WS 1898.97 93.15 100.14 100.15 0.000021 0.80 2380.86 354.71 0.05 Below Prado 58154* Max WS 1899.36 93.15 100.14 100.15 0.000021 0.79 2391.47 356.18 0.05 Below Prado 58149* Max WS 1899.35 93.15 100.14 100.15 0.000020 0.79 2402.16 357.67 0.05 Below Prado 58144* Max WS 1899.15 93.15 100.14 100.15 0.000020 0.79 2412.76 359.14 0.05 Below Prado 58139* Max WS 1899.15 93.15 100.14 100.15 0.000020 0.78 2423.41 360.62 0.05 Below Prado 58134* Max WS 1899.32 93.15 100.14 100.15 0.000020 0.78 2434.01 362.10 0.05 Below Prado 58130* Max WS 1899.14 93.15 100.14 100.15 0.000020 0.78 2444.65 363.57 0.05 Below Prado 58125* Max WS 1898.96 93.15 100.14 100.15 0.000019 0.77 2455.29 365.05 0.05 Below Prado 58120* Max WS 1899.13 93.15 100.14 100.15 0.000019 0.77 2465.88 366.52 0.05 Below Prado 58115* Max WS 1898.78 93.15 100.14 100.15 0.000019 0.77 2476.51 368.00 0.05 Below Prado 58110* Max WS 1899.11 93.15 100.14 100.15 0.000019 0.76 2487.15 369.48 0.05 Below Prado 58105* Max WS 1898.95 93.15 100.14 100.15 0.000019 0.76 2497.78 370.96 0.05 Below Prado 58100 Max WS 1899.11 93.15 100.14 100.15 0.000019 0.76 2508.36 372.42 0.05 Below Prado 58094 Max WS 1898.29 97.40 100.10 100.16 0.000388 1.87 1014.32 380.18 0.20 Below Prado 57997* Max WS 1897.19 97.20 100.03 100.11 0.000586 2.32 817.06 302.75 0.25 Below Prado 57900 Max WS 1895.57 97.00 99.87 100.03 0.001194 3.18 596.50 235.51 0.35 Below Prado 57800* Max WS 1894.38 96.83 99.73 99.90 0.001290 3.33 569.39 222.34 0.37 Below Prado 57700* Max WS 1893.55 96.67 99.57 99.77 0.001452 3.53 536.45 209.39 0.39 Below Prado 57600 Max WS 1892.88 96.50 99.39 99.61 0.001676 3.78 501.03 196.66 0.42 Below Prado 57550* Max WS 1892.62 96.38 99.28 99.53 0.001828 3.95 479.39 187.92 0.44 Below Prado 57500* Max WS 1892.44 96.25 99.17 99.43 0.001948 4.12 459.21 176.86 0.45 Below Prado 57450* Max WS 1892.11 96.12 99.05 99.33 0.002058 4.29 441.08 166.56 0.46 Below Prado 57400 Max WS 1892.06 96.00 98.91 99.22 0.002274 4.50 420.42 159.09 0.49 Below Prado 57375* Max WS 1891.91 95.94 98.84 99.17 0.002370 4.60 410.99 155.07 0.50 Below Prado 57350* Max WS 1891.87 95.88 98.76 99.11 0.002468 4.70 402.77 151.98 0.51 Below Prado 57325* Max WS 1891.83 95.81 98.69 99.04 0.002529 4.76 397.39 149.65 0.52 Below Prado 57300* Max WS 1891.70 95.75 98.61 98.98 0.002654 4.84 390.96 149.03 0.53 Below Prado 57275* Max WS 1891.72 95.69 98.54 98.91 0.002792 4.91 385.42 149.42 0.54 Below Prado 57250* Max WS 1891.66 95.62 98.46 98.84 0.002858 4.95 382.32 149.04 0.54 Below Prado 57225* Max WS 1891.61 95.56 98.38 98.77 0.002956 5.01 377.63 148.22 0.55 Below Prado 57200 Max WS 1891.52 95.50 98.29 98.69 0.003049 5.07 373.13 147.21 0.56 Below Prado 57175* Max WS 1891.55 95.45 98.20 98.61 0.003209 5.15 367.05 146.81 0.57 Below Prado 57150* Max WS 1891.48 95.40 98.10 98.53 0.003413 5.26 359.84 146.33 0.59 Below Prado 57125* Max WS 1891.46 95.35 97.99 98.44 0.003686 5.39 351.04 145.74 0.61 Below Prado 57100* Max WS 1891.45 95.30 97.86 98.35 0.004080 5.57 339.78 144.99 0.64 Below Prado 57075 Max WS 1891.45 95.25 97.71 98.24 0.004712 5.83 324.47 143.96 0.68 Below Prado 57067* Max WS 1891.45 95.24 97.72 98.20 0.004182 5.53 342.20 150.43 0.65 Below Prado 57059* Max WS 1891.44 95.24 97.73 98.17 0.003823 5.29 357.57 157.03 0.62 Below Prado 57050 Max WS 1891.44 95.23 97.74 97.01 98.14 0.003440 5.04 375.47 163.96 0.59 Below Prado 57040 Inl Struct
Below Prado 57030 Max WS 1883.31 85.25 91.31 91.33 0.000029 0.86 2186.89 371.20 0.06 Below Prado 57020* Max WS 1883.29 85.25 91.31 91.33 0.000029 0.86 2186.79 371.20 0.06 Below Prado 57010* Max WS 1883.00 85.25 91.31 91.33 0.000029 0.86 2186.69 371.19 0.06 Below Prado 57000* Max WS 1883.14 85.24 91.31 91.33 0.000029 0.86 2190.30 371.22 0.06 Below Prado 56990* Max WS 1883.13 85.24 91.31 91.33 0.000029 0.86 2190.20 371.22 0.06 Below Prado 56980* Max WS 1883.11 85.24 91.31 91.32 0.000029 0.86 2190.10 371.22 0.06 Below Prado 56970* Max WS 1882.97 85.24 91.31 91.32 0.000029 0.86 2190.00 371.22 0.06 Below Prado 56960* Max WS 1882.70 85.23 91.31 91.32 0.000028 0.86 2193.61 371.24 0.06 Below Prado 56950 Max WS 1882.69 85.23 91.31 91.32 0.000028 0.86 2193.50 371.24 0.06 Below Prado 56947 Max WS 1880.90 89.44 91.22 91.36 0.001709 2.98 630.26 357.44 0.40 Below Prado 56868* Max WS 1877.22 89.33 91.10 91.23 0.001643 2.91 644.91 368.54 0.39 Below Prado 56789* Max WS 1873.90 89.22 90.98 91.10 0.001565 2.83 661.53 379.66 0.38 Below Prado 56710* Max WS 1870.70 89.11 90.86 90.98 0.001474 2.75 680.71 390.81 0.37 Below Prado 56630 Max WS 1868.07 89.00 90.76 90.87 0.001371 2.66 703.06 401.98 0.35 Below Prado 56537* Max WS 1865.36 88.73 90.63 90.75 0.001297 2.72 686.58 364.26 0.35 Below Prado 56444* Max WS 1862.98 88.47 90.50 90.62 0.001309 2.84 655.08 326.63 0.35 Below Prado 56350 Max WS 1860.84 88.20 90.36 90.50 0.001378 3.03 613.93 289.13 0.37 Below Prado 56258* Max WS 1858.53 88.07 90.23 90.37 0.001396 3.05 609.39 287.02 0.37 Below Prado 56165* Max WS 1857.00 87.94 90.10 90.24 0.001420 3.07 604.17 284.90 0.37 Below Prado 56072* Max WS 1854.97 87.81 89.96 90.11 0.001450 3.10 598.13 282.78 0.38 Below Prado 55979* Max WS 1853.19 87.69 89.82 89.97 0.001523 3.16 587.23 280.59 0.38 Below Prado 55886* Max WS 1851.26 87.56 89.67 89.83 0.001591 3.21 577.45 278.40 0.39 Below Prado 55793* Max WS 1849.25 87.43 89.51 89.68 0.001688 3.27 565.10 276.17 0.40 Below Prado 55700 Max WS 1847.34 87.30 89.34 89.51 0.001834 3.36 549.01 273.88 0.42 Below Prado 55608* Max WS 1844.95 87.13 89.17 89.35 0.001802 3.34 552.19 274.75 0.42 Below Prado 55515* Max WS 1842.59 86.95 89.02 89.18 0.001719 3.29 560.39 275.69 0.41 Below Prado 55423* Max WS 1839.99 86.78 88.86 89.03 0.001650 3.24 567.59 276.62 0.40 Below Prado 55330 Max WS 1837.54 86.60 88.73 88.88 0.001531 3.16 580.96 277.63 0.39 Below Prado 55240* Max WS 1835.15 86.48 88.59 88.74 0.001536 3.15 582.11 280.31 0.39 Below Prado 55150* Max WS 1832.44 86.37 88.45 88.60 0.001578 3.16 579.09 282.92 0.39 Below Prado 55060* Max WS 1829.18 86.25 88.31 88.46 0.001599 3.16 578.27 285.58 0.39 Below Prado 54970* Max WS 1825.15 86.13 88.16 88.32 0.001627 3.17 576.58 288.22 0.39 Below Prado 54880* Max WS 1820.62 86.02 88.01 88.17 0.001705 3.20 569.70 290.79 0.40 Below Prado 54790 Max WS 1814.43 85.90 87.85 88.01 0.001773 3.22 563.85 293.37 0.41 Below Prado 54692.5* Max WS 1807.58 85.70 87.69 87.84 0.001670 3.16 571.58 291.78 0.40 Below Prado 54595.0* Max WS 1800.71 85.50 87.54 87.69 0.001542 3.09 582.86 290.24 0.38 Below Prado 54497.5* Max WS 1794.84 85.30 87.40 87.54 0.001395 3.00 598.27 288.78 0.37 Below Prado 54400 Max WS 1789.40 85.10 87.29 87.42 0.001236 2.89 618.16 287.37 0.35 HEC-RAS Plan: South_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 54300.0* Max WS 1784.70 84.95 87.17 87.30 0.001187 2.86 623.01 285.49 0.34 Below Prado 54200.0* Max WS 1780.97 84.80 87.06 87.18 0.001134 2.83 629.27 283.63 0.33 Below Prado 54100.0* Max WS 1777.68 84.65 86.95 87.07 0.001075 2.79 637.02 281.79 0.33 Below Prado 54000 Max WS 1775.66 84.50 86.85 86.97 0.001013 2.75 646.40 279.99 0.32 Below Prado 53912* Max WS 1774.01 84.36 86.76 86.88 0.001004 2.77 640.34 271.92 0.32 Below Prado 53823* Max WS 1772.71 84.21 86.67 86.79 0.000982 2.78 636.69 263.90 0.32 Below Prado 53735* Max WS 1771.75 84.07 86.58 86.71 0.000979 2.82 629.35 255.84 0.32 Below Prado 53646* Max WS 1771.47 83.93 86.49 86.62 0.000980 2.85 621.04 247.78 0.32 Below Prado 53558* Max WS 1771.24 83.79 86.40 86.53 0.000987 2.90 611.63 239.71 0.32 Below Prado 53469* Max WS 1771.07 83.64 86.31 86.45 0.000984 2.93 603.82 231.69 0.32 Below Prado 53380 Max WS 1771.05 83.50 86.22 84.79 86.36 0.001002 2.99 592.19 223.61 0.32 Appendix D
Simultaneous Deflation HEC-RAS Model Output

HEC-RAS Plan: Short_Sim_Short River: Santa Ana River Reach: Below Prado Profile: Max WS Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 69601 Max WS 4849.86 144.20 148.00 148.32 0.001511 4.57 1060.73 288.30 0.42 Below Prado 69366 Max WS 4848.04 143.83 147.64 145.98 147.97 0.001504 4.59 1055.83 283.74 0.42 Below Prado 69341 Bridge
Below Prado 69313 Max WS 4847.47 143.66 147.06 147.47 0.002218 5.17 936.96 281.90 0.50 Below Prado 69200 Max WS 4846.70 143.44 146.79 147.22 0.002293 5.24 925.84 282.69 0.51 Below Prado 69176* Max WS 4846.51 143.39 146.74 147.16 0.002326 5.24 924.64 282.85 0.51 Below Prado 69152* Max WS 4846.39 143.34 146.68 147.11 0.002342 5.25 922.89 283.01 0.51 Below Prado 69128* Max WS 4846.14 143.29 146.62 147.05 0.002359 5.26 921.02 283.18 0.51 Below Prado 69104* Max WS 4845.97 143.24 146.56 146.99 0.002378 5.27 919.04 283.38 0.52 Below Prado 69080* Max WS 4845.89 143.20 146.50 146.94 0.002433 5.31 912.93 283.56 0.52 Below Prado 69056* Max WS 4845.79 143.15 146.44 146.88 0.002459 5.32 910.27 283.78 0.52 Below Prado 69032* Max WS 4845.61 143.10 146.38 146.82 0.002487 5.34 907.48 284.05 0.53 Below Prado 69009 Max WS 4845.62 143.05 146.31 146.76 0.002518 5.36 904.42 284.33 0.53 Below Prado 69004* Max WS 4845.61 143.04 146.30 146.75 0.002524 5.36 903.82 284.40 0.53 Below Prado 68999* Max WS 4845.61 143.03 146.29 146.74 0.002531 5.37 903.15 284.46 0.53 Below Prado 68994* Max WS 4845.61 143.02 146.28 146.72 0.002538 5.37 902.49 284.53 0.53 Below Prado 68989* Max WS 4845.59 143.01 146.26 146.71 0.002545 5.37 901.87 284.60 0.53 Below Prado 68985 Max WS 4845.59 143.00 146.25 145.14 146.70 0.002552 5.38 901.18 284.67 0.53 Below Prado 68977 Inl Struct
Below Prado 68969 Max WS 4839.77 132.80 139.73 139.82 0.000570 2.50 1939.28 280.00 0.17 Below Prado 68964* Max WS 4839.06 132.80 139.72 139.82 0.000575 2.51 1931.38 279.00 0.17 Below Prado 68959* Max WS 4839.53 132.80 139.72 139.82 0.000580 2.52 1923.48 278.00 0.17 Below Prado 68955* Max WS 4839.29 132.80 139.72 139.81 0.000585 2.53 1915.59 277.02 0.17 Below Prado 68950* Max WS 4839.28 132.80 139.71 139.81 0.000593 2.54 1908.03 277.48 0.17 Below Prado 68945* Max WS 4839.27 132.80 139.71 139.81 0.000599 2.55 1901.08 277.89 0.17 Below Prado 68940* Max WS 4839.06 132.80 139.71 139.81 0.000605 2.55 1894.71 278.26 0.17 Below Prado 68936* Max WS 4839.24 132.80 139.70 139.80 0.000611 2.56 1888.90 278.60 0.17 Below Prado 68931* Max WS 4839.04 132.80 139.70 139.80 0.000616 2.57 1883.66 278.90 0.17 Below Prado 68926* Max WS 4839.03 132.80 139.69 139.80 0.000620 2.58 1878.94 279.17 0.18 Below Prado 68922 Max WS 4839.21 132.80 139.69 139.79 0.000623 2.58 1874.71 279.40 0.18 Below Prado 68916 Max WS 4837.59 135.73 139.46 139.81 0.003983 4.43 1046.21 291.17 0.41 Below Prado 68808* Max WS 4834.25 135.51 139.14 139.49 0.001750 4.78 1011.92 287.61 0.45 Below Prado 68700 Max WS 4832.03 135.30 138.96 139.31 0.001713 4.76 1015.47 285.48 0.44 Below Prado 68547* Max WS 4829.42 134.95 138.74 139.06 0.001523 4.59 1052.71 286.22 0.42 Below Prado 68395 Max WS 4829.08 134.60 138.55 136.74 138.85 0.001324 4.39 1099.53 287.26 0.40 Below Prado 68222 Bridge
Below Prado 68050 Max WS 4820.85 134.10 137.59 137.97 0.001989 4.97 969.94 285.89 0.48 Below Prado 67866* Max WS 4816.10 133.73 137.23 137.61 0.001970 4.96 970.84 284.83 0.47 Below Prado 67683* Max WS 4809.16 133.37 136.87 137.25 0.001969 4.96 968.84 283.77 0.47 Below Prado 67500 Max WS 4800.71 133.00 136.52 136.90 0.001934 4.94 971.82 282.80 0.47 Below Prado 67333* Max WS 4793.92 132.62 136.24 136.59 0.001739 4.74 1012.37 290.34 0.45 Below Prado 67166* Max WS 4789.83 132.24 136.01 136.32 0.001517 4.47 1070.62 302.02 0.42 Below Prado 67000 Max WS 4787.81 131.86 135.82 136.09 0.001239 4.16 1151.81 311.36 0.38 Below Prado 66922 Max WS 4787.54 131.80 135.70 133.93 135.99 0.001428 4.32 1108.55 314.20 0.41 Below Prado 66884 Bridge
Below Prado 66847 Max WS 4782.27 131.60 134.96 135.37 0.002212 5.12 934.08 285.29 0.50 Below Prado 66723* Max WS 4776.98 131.30 134.71 135.10 0.002120 5.06 944.36 284.36 0.49 Below Prado 66600 Max WS 4773.72 131.00 134.47 134.85 0.001996 4.97 961.22 284.31 0.48 Below Prado 66433* Max WS 4767.26 130.67 134.14 134.52 0.001994 4.96 960.42 284.04 0.48 Below Prado 66266* Max WS 4760.39 130.33 133.81 134.19 0.001959 4.94 964.44 283.85 0.47 Below Prado 66100 Max WS 4755.93 130.00 133.49 133.87 0.001941 4.92 966.34 283.63 0.47 Below Prado 65933* Max WS 4750.67 129.67 133.18 133.55 0.001909 4.89 971.02 284.00 0.47 Below Prado 65766* Max WS 4745.79 129.33 132.87 133.24 0.001836 4.83 982.37 284.46 0.46 Below Prado 65600 Max WS 4742.99 129.00 132.58 132.94 0.001766 4.77 994.31 284.97 0.45 Below Prado 65425* Max WS 4739.29 128.73 132.26 132.62 0.001860 4.84 978.45 285.02 0.46 Below Prado 65250* Max WS 4736.59 128.45 131.91 132.28 0.001986 4.94 958.95 285.00 0.47 Below Prado 65075* Max WS 4731.00 128.18 131.51 131.91 0.002254 5.13 922.19 284.70 0.50 Below Prado 64900 Max WS 4731.13 127.90 130.99 131.47 0.002870 5.52 856.58 283.92 0.56 Below Prado 64734* Max WS 4730.34 127.34 130.58 131.02 0.002518 5.31 890.06 283.15 0.53 Below Prado 64568 Max WS 4729.41 126.78 130.23 130.63 0.002203 5.11 926.21 282.91 0.50 Below Prado 64559* Max WS 4728.73 126.78 130.21 130.61 0.002211 5.11 925.04 282.85 0.50 Below Prado 64550* Max WS 4728.58 126.78 130.18 130.59 0.002215 5.12 924.43 282.80 0.50 Below Prado 64541* Max WS 4728.53 126.79 130.16 130.57 0.002258 5.15 919.04 282.70 0.50 Below Prado 64532* Max WS 4728.50 126.79 130.14 130.55 0.002279 5.16 916.32 282.65 0.51 Below Prado 64522* Max WS 4728.47 126.79 130.11 130.53 0.002316 5.19 911.80 282.56 0.51 Below Prado 64513* Max WS 4728.44 126.79 130.08 130.51 0.002356 5.21 907.03 282.50 0.51 Below Prado 64504* Max WS 4728.42 126.80 130.05 130.49 0.002442 5.27 897.18 282.38 0.52 Below Prado 64495 Max WS 4728.39 126.80 130.02 130.46 0.002509 5.31 889.87 282.30 0.53 Below Prado 64490* Max WS 4728.37 126.80 130.01 130.45 0.002549 5.34 885.58 282.24 0.53 Below Prado 64486 Max WS 4728.36 126.80 129.99 128.92 130.44 0.002591 5.37 881.11 282.20 0.54 Below Prado 64478 Inl Struct
Below Prado 64470 Max WS 4695.32 117.80 125.06 125.15 0.000495 2.39 1961.04 270.00 0.16 Below Prado 64465* Max WS 4695.31 117.80 125.06 125.15 0.000495 2.40 1960.39 270.00 0.16 Below Prado 64460* Max WS 4694.72 117.80 125.06 125.15 0.000496 2.40 1959.74 270.00 0.16 Below Prado 64455* Max WS 4694.71 117.80 125.06 125.15 0.000498 2.40 1959.21 270.99 0.16 Below Prado 64450* Max WS 4694.69 117.80 125.05 125.14 0.000499 2.40 1959.25 272.39 0.16 Below Prado 64445* Max WS 4694.10 117.80 125.05 125.14 0.000501 2.40 1959.87 273.77 0.16 Below Prado 64440* Max WS 4694.09 117.80 125.05 125.14 0.000501 2.39 1961.05 275.13 0.16 Below Prado 64435* Max WS 4694.08 117.80 125.05 125.14 0.000502 2.39 1962.76 276.48 0.16 HEC-RAS Plan: Short_Sim_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 64430* Max WS 4694.07 117.80 125.04 125.13 0.000501 2.39 1965.03 277.80 0.16 Below Prado 64426* Max WS 4694.05 117.80 125.04 125.13 0.000501 2.39 1967.81 279.11 0.16 Below Prado 64421 Max WS 4693.51 117.80 125.04 125.13 0.000499 2.38 1971.13 280.40 0.16 Below Prado 64416 Max WS 4685.78 120.80 124.87 125.13 0.003113 4.11 1139.57 290.19 0.37 Below Prado 64308* Max WS 4670.41 120.60 124.64 124.90 0.001131 4.12 1134.34 290.18 0.37 Below Prado 64200 Max WS 4665.91 120.40 124.54 124.79 0.001033 4.00 1165.16 290.16 0.35 Below Prado 64063* Max WS 4660.00 120.20 124.41 124.65 0.000988 3.96 1176.09 287.61 0.35 Below Prado 63927 Max WS 4654.31 120.00 124.28 122.09 124.52 0.000945 3.93 1184.89 283.56 0.34 Below Prado 63878 Bridge
Below Prado 63829 Max WS 4626.65 119.50 123.49 123.76 0.001233 4.16 1111.91 297.64 0.38 Below Prado 63600 Max WS 4618.86 119.20 123.24 123.50 0.001097 4.07 1135.53 288.89 0.36 Below Prado 63400* Max WS 4611.78 119.05 123.01 123.27 0.001175 4.15 1110.82 288.60 0.37 Below Prado 63200 Max WS 4604.09 118.90 122.75 123.03 0.001286 4.27 1079.44 288.21 0.39 Below Prado 63000* Max WS 4599.84 118.45 122.55 122.80 0.001035 3.99 1153.34 289.32 0.35 Below Prado 62800 Max WS 4596.66 118.00 122.40 122.62 0.000816 3.71 1240.47 290.61 0.32 Below Prado 62601 Max WS 4595.15 117.84 122.24 119.90 122.45 0.000827 3.73 1233.23 289.57 0.32 Below Prado 62451 Bridge
Below Prado 62301 Max WS 4572.98 117.35 120.70 121.08 0.002028 4.90 933.79 285.52 0.48 Below Prado 62300 Max WS 4575.95 117.20 120.74 121.07 0.001668 4.60 993.73 287.68 0.44 Below Prado 62100* Max WS 4563.70 116.90 120.40 120.74 0.001730 4.65 981.39 287.78 0.44 Below Prado 61900 Max WS 4544.57 116.60 120.04 120.38 0.001824 4.72 963.46 287.80 0.45 Below Prado 61733* Max WS 4527.19 116.27 119.75 120.09 0.001727 4.63 977.93 288.43 0.44 Below Prado 61566* Max WS 4511.88 115.93 119.50 119.81 0.001583 4.50 1002.87 289.22 0.43 Below Prado 61400 Max WS 4499.60 115.60 119.27 119.56 0.001435 4.36 1032.47 290.11 0.41 Below Prado 61200* Max WS 4485.96 115.30 118.99 119.28 0.001390 4.31 1040.06 289.84 0.40 Below Prado 61000 Max WS 4474.80 115.00 118.73 119.01 0.001336 4.26 1050.82 289.59 0.39 Below Prado 60800* Max WS 4471.22 114.60 118.51 118.77 0.001141 4.05 1103.08 290.73 0.37 Below Prado 60600 Max WS 4469.67 114.20 118.33 116.22 118.56 0.000951 3.83 1166.92 292.14 0.34 Below Prado 60550 Bridge
Below Prado 60505 Max WS 4469.67 113.95 118.30 118.51 0.000808 3.65 1223.45 290.93 0.31 Below Prado 60500 Max WS 4469.12 113.95 118.04 115.97 118.28 0.000990 3.89 1149.07 289.79 0.34 Below Prado 60372 Bridge
Below Prado 60245 Max WS 4468.40 113.70 116.80 117.22 0.002553 5.21 857.04 283.68 0.53 Below Prado 60222* Max WS 4468.47 113.66 116.73 117.16 0.002621 5.26 850.12 283.55 0.54 Below Prado 60199* Max WS 4468.46 113.62 116.66 117.10 0.002711 5.31 841.38 283.39 0.54 Below Prado 60176* Max WS 4468.44 113.58 116.59 117.04 0.002816 5.37 831.60 283.22 0.55 Below Prado 60153 Max WS 4468.43 113.54 116.51 116.97 0.002942 5.45 820.57 283.02 0.56 Below Prado 60148* Max WS 4468.42 113.51 116.50 116.96 0.002863 5.40 827.35 283.10 0.56 Below Prado 60144* Max WS 4468.41 113.48 116.50 116.94 0.002787 5.36 834.20 283.18 0.55 Below Prado 60139* Max WS 4468.42 113.46 116.49 116.93 0.002756 5.34 837.05 283.21 0.55 Below Prado 60134* Max WS 4468.42 113.43 116.48 116.92 0.002682 5.29 844.01 283.29 0.54 Below Prado 60130 Max WS 4468.41 113.40 116.48 115.43 116.90 0.002610 5.25 851.00 283.37 0.53 Below Prado 60122 Inl Struct
Below Prado 60115 Max WS 4466.45 103.40 110.58 110.66 0.000477 2.27 1966.30 290.72 0.15 Below Prado 60110* Max WS 4466.30 103.40 110.57 110.65 0.000479 2.28 1957.57 287.61 0.15 Below Prado 60105* Max WS 4466.43 103.40 110.57 110.65 0.000480 2.29 1950.15 284.50 0.15 Below Prado 60101* Max WS 4466.15 103.40 110.57 110.65 0.000480 2.30 1944.05 281.40 0.15 Below Prado 60096* Max WS 4466.29 103.40 110.57 110.65 0.000478 2.30 1939.26 278.32 0.15 Below Prado 60092* Max WS 4466.28 103.40 110.56 110.65 0.000476 2.31 1935.77 275.25 0.15 Below Prado 60087* Max WS 4466.41 103.40 110.56 110.64 0.000473 2.31 1933.59 272.20 0.15 Below Prado 60082* Max WS 4466.28 103.40 110.56 110.64 0.000470 2.31 1932.66 270.00 0.15 Below Prado 60078* Max WS 4466.15 103.40 110.56 110.64 0.000470 2.31 1932.07 270.00 0.15 Below Prado 60073* Max WS 4466.14 103.40 110.55 110.64 0.000471 2.31 1931.47 270.00 0.15 Below Prado 60069 Max WS 4466.38 103.40 110.55 110.63 0.000471 2.31 1930.88 270.00 0.15 Below Prado 60061 Max WS 4465.32 106.93 110.28 110.65 0.005461 4.83 924.47 281.45 0.47 Below Prado 59931 Max WS 4458.02 106.80 109.69 110.11 0.002746 5.19 859.37 302.84 0.54 Below Prado 59766* Max WS 4451.62 106.40 109.34 109.70 0.002320 4.82 924.04 320.67 0.50 Below Prado 59601 Max WS 4446.96 106.00 109.06 109.36 0.001799 4.36 1018.86 338.77 0.44 Below Prado 59434* Max WS 4441.65 105.83 108.75 109.05 0.001899 4.35 1019.94 354.42 0.45 Below Prado 59267* Max WS 4434.88 105.67 108.40 108.71 0.002164 4.45 996.48 369.84 0.48 Below Prado 59101 Max WS 4418.95 105.50 107.94 108.29 0.002893 4.77 925.76 384.81 0.54 Below Prado 58934* Max WS 4405.26 104.99 107.55 107.85 0.002364 4.45 989.24 392.23 0.49 Below Prado 58767* Max WS 4398.67 104.47 107.27 107.52 0.001671 3.98 1105.76 400.15 0.42 Below Prado 58601 Max WS 4396.71 103.96 107.10 107.29 0.001102 3.48 1262.87 408.43 0.35 Below Prado 58464 Max WS 4396.05 103.63 106.88 107.12 0.001374 3.94 1115.68 353.80 0.39 Below Prado 58353 Max WS 4395.99 103.44 106.75 105.16 106.98 0.001224 3.79 1160.79 357.88 0.37 Below Prado 58307 Bridge
Below Prado 58260 Max WS 4395.82 103.30 106.05 106.37 0.002246 4.55 966.75 357.38 0.49 Below Prado 58252* Max WS 4395.73 103.28 106.03 106.35 0.002240 4.54 967.88 357.72 0.49 Below Prado 58243* Max WS 4395.80 103.26 106.01 106.33 0.002234 4.54 969.01 358.06 0.49 Below Prado 58234* Max WS 4395.76 103.24 106.00 106.31 0.002228 4.53 970.18 358.41 0.49 Below Prado 58225* Max WS 4395.73 103.21 105.98 106.30 0.002186 4.50 976.16 358.82 0.48 Below Prado 58216* Max WS 4395.77 103.19 105.96 106.28 0.002178 4.50 977.52 359.17 0.48 Below Prado 58207 Max WS 4395.75 103.17 105.94 106.26 0.002171 4.49 978.91 359.53 0.48 Below Prado 58198 Max WS 4395.74 103.15 105.86 104.94 106.24 0.002740 4.94 890.26 337.92 0.54 Below Prado 58188 Inl Struct
Below Prado 58178 Max WS 4336.98 93.15 102.17 102.20 0.000048 1.42 3055.06 357.13 0.09 Below Prado 58174* Max WS 4336.20 93.15 102.17 102.20 0.000047 1.41 3068.68 358.59 0.09 Below Prado 58169* Max WS 4336.97 93.15 102.17 102.20 0.000047 1.41 3082.43 360.06 0.08 HEC-RAS Plan: Short_Sim_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 58164* Max WS 4337.72 93.15 102.17 102.20 0.000046 1.40 3096.04 361.51 0.08 Below Prado 58159* Max WS 4336.96 93.15 102.17 102.20 0.000046 1.39 3109.69 362.97 0.08 Below Prado 58154* Max WS 4338.45 93.15 102.17 102.20 0.000046 1.39 3123.30 364.42 0.08 Below Prado 58149* Max WS 4336.21 93.15 102.17 102.20 0.000045 1.38 3137.04 365.89 0.08 Below Prado 58144* Max WS 4337.69 93.15 102.17 102.20 0.000045 1.38 3150.65 367.33 0.08 Below Prado 58139* Max WS 4337.68 93.15 102.17 102.20 0.000044 1.37 3164.28 368.80 0.08 Below Prado 58134* Max WS 4337.67 93.15 102.17 102.20 0.000044 1.36 3177.88 370.24 0.08 Below Prado 58130* Max WS 4336.94 93.15 102.17 102.20 0.000043 1.36 3191.53 371.69 0.08 Below Prado 58125* Max WS 4336.93 93.15 102.17 102.20 0.000043 1.35 3205.15 373.15 0.08 Below Prado 58120* Max WS 4336.92 93.15 102.17 102.20 0.000043 1.35 3218.74 374.59 0.08 Below Prado 58115* Max WS 4337.62 93.15 102.17 102.20 0.000042 1.34 3232.40 376.05 0.08 Below Prado 58110* Max WS 4336.21 93.15 102.17 102.20 0.000042 1.34 3246.00 377.49 0.08 Below Prado 58105* Max WS 4337.60 93.15 102.17 102.20 0.000042 1.33 3259.64 378.95 0.08 Below Prado 58100 Max WS 4336.91 93.15 102.17 102.20 0.000041 1.32 3273.18 380.39 0.08 Below Prado 58094 Max WS 4332.71 97.40 102.11 102.21 0.000315 2.43 1786.34 387.74 0.20 Below Prado 57997* Max WS 4326.46 97.20 102.03 102.17 0.000500 3.00 1442.22 322.38 0.25 Below Prado 57900 Max WS 4315.01 97.00 101.86 102.10 0.000975 3.91 1103.59 273.99 0.34 Below Prado 57800* Max WS 4312.46 96.83 101.74 102.00 0.001084 4.06 1061.20 269.21 0.36 Below Prado 57700* Max WS 4306.51 96.67 101.60 101.88 0.001282 4.27 1007.88 268.93 0.39 Below Prado 57600 Max WS 4299.76 96.50 101.42 101.73 0.001760 4.44 967.61 308.75 0.44 Below Prado 57550* Max WS 4296.80 96.38 101.32 101.64 0.001867 4.53 948.86 307.69 0.45 Below Prado 57500* Max WS 4294.89 96.25 101.21 101.54 0.001995 4.63 928.45 306.39 0.47 Below Prado 57450* Max WS 4292.67 96.12 101.09 101.44 0.002166 4.75 904.10 304.97 0.49 Below Prado 57400 Max WS 4290.69 96.00 100.95 101.33 0.002422 4.92 872.29 303.25 0.51 Below Prado 57375* Max WS 4289.98 95.94 100.86 101.26 0.002608 5.10 841.01 292.62 0.53 Below Prado 57350* Max WS 4289.31 95.88 100.76 101.20 0.002798 5.29 811.00 281.75 0.55 Below Prado 57325* Max WS 4288.98 95.81 100.66 101.12 0.003005 5.47 784.27 273.38 0.57 Below Prado 57300* Max WS 4288.93 95.75 100.55 101.05 0.003271 5.68 755.71 265.52 0.59 Below Prado 57275* Max WS 4288.66 95.69 100.42 100.96 0.003604 5.90 726.49 258.72 0.62 Below Prado 57250* Max WS 4288.98 95.62 100.27 100.87 0.004054 6.17 695.52 253.38 0.66 Below Prado 57225* Max WS 4289.06 95.56 100.10 100.76 0.004772 6.53 656.47 247.77 0.71 Below Prado 57200 Max WS 4289.21 95.50 99.93 100.66 0.003193 6.84 627.19 163.16 0.61 Below Prado 57175* Max WS 4289.25 95.45 99.80 100.56 0.003407 6.99 613.87 162.37 0.63 Below Prado 57150* Max WS 4289.27 95.40 99.68 100.46 0.003613 7.12 602.09 161.66 0.65 Below Prado 57125* Max WS 4289.22 95.35 99.55 100.37 0.003846 7.27 589.80 160.91 0.67 Below Prado 57100* Max WS 4289.19 95.30 99.41 100.27 0.004158 7.46 574.82 160.00 0.69 Below Prado 57075 Max WS 4289.18 95.25 99.24 100.16 0.004608 7.72 555.71 158.84 0.73 Below Prado 57067* Max WS 4289.17 95.24 99.32 100.13 0.003915 7.21 594.84 166.73 0.67 Below Prado 57059* Max WS 4289.17 95.24 99.38 100.10 0.003433 6.80 630.51 174.87 0.63 Below Prado 57050 Max WS 4289.17 95.23 99.43 98.24 100.07 0.003009 6.42 668.49 183.41 0.59 Below Prado 57040 Inl Struct
Below Prado 57030 Max WS 4245.69 85.25 92.61 92.65 0.000076 1.59 2671.48 375.73 0.11 Below Prado 57020* Max WS 4244.98 85.25 92.61 92.65 0.000076 1.59 2671.22 375.73 0.11 Below Prado 57010* Max WS 4245.64 85.25 92.61 92.65 0.000076 1.59 2670.96 375.73 0.11 Below Prado 57000* Max WS 4244.96 85.24 92.61 92.65 0.000076 1.59 2674.46 375.75 0.10 Below Prado 56990* Max WS 4244.94 85.24 92.61 92.65 0.000076 1.59 2674.21 375.75 0.10 Below Prado 56980* Max WS 4244.91 85.24 92.61 92.65 0.000076 1.59 2673.95 375.75 0.10 Below Prado 56970* Max WS 4244.89 85.24 92.61 92.65 0.000076 1.59 2673.69 375.74 0.10 Below Prado 56960* Max WS 4244.26 85.23 92.61 92.65 0.000076 1.59 2677.19 375.77 0.10 Below Prado 56950 Max WS 4244.24 85.23 92.61 92.65 0.000076 1.59 2676.92 375.76 0.10 Below Prado 56947 Max WS 4230.82 89.44 92.44 92.68 0.001524 3.96 1067.54 362.51 0.41 Below Prado 56868* Max WS 4223.49 89.33 92.34 92.57 0.001405 3.82 1105.90 373.31 0.39 Below Prado 56789* Max WS 4215.50 89.22 92.25 92.46 0.001284 3.67 1147.98 384.13 0.37 Below Prado 56710* Max WS 4211.30 89.11 92.17 92.36 0.001167 3.53 1193.96 394.95 0.36 Below Prado 56630 Max WS 4206.73 89.00 92.10 92.28 0.001054 3.38 1243.99 405.77 0.34 Below Prado 56537* Max WS 4201.42 88.73 91.98 92.18 0.001099 3.56 1181.24 368.70 0.35 Below Prado 56444* Max WS 4195.89 88.47 91.84 92.07 0.001217 3.82 1097.50 331.68 0.37 Below Prado 56350 Max WS 4186.69 88.20 91.67 91.95 0.001418 4.19 998.54 294.70 0.40 Below Prado 56258* Max WS 4180.36 88.07 91.54 91.82 0.001444 4.23 989.33 292.59 0.41 Below Prado 56165* Max WS 4174.30 87.94 91.40 91.68 0.001476 4.26 979.14 290.46 0.41 Below Prado 56072* Max WS 4168.00 87.81 91.25 91.54 0.001515 4.31 967.83 288.32 0.41 Below Prado 55979* Max WS 4161.78 87.69 91.10 91.40 0.001583 4.37 951.32 286.11 0.42 Below Prado 55886* Max WS 4155.99 87.56 90.94 91.25 0.001649 4.44 936.11 283.91 0.43 Below Prado 55793* Max WS 4149.65 87.43 90.78 91.09 0.001733 4.52 918.44 281.66 0.44 Below Prado 55700 Max WS 4140.82 87.30 90.60 90.93 0.001842 4.61 897.61 279.37 0.45 Below Prado 55608* Max WS 4133.54 87.13 90.43 90.76 0.001812 4.58 902.18 280.15 0.45 Below Prado 55515* Max WS 4125.40 86.95 90.28 90.60 0.001750 4.52 911.75 281.00 0.44 Below Prado 55423* Max WS 4117.40 86.78 90.13 90.44 0.001700 4.48 919.64 281.83 0.44 Below Prado 55330 Max WS 4110.19 86.60 89.98 90.28 0.001622 4.40 933.07 282.73 0.43 Below Prado 55240* Max WS 4101.11 86.48 89.84 90.14 0.001618 4.38 936.04 285.43 0.43 Below Prado 55150* Max WS 4093.05 86.37 89.70 89.99 0.001637 4.38 935.04 288.08 0.43 Below Prado 55060* Max WS 4084.36 86.25 89.55 89.85 0.001638 4.36 937.06 290.77 0.43 Below Prado 54970* Max WS 4076.13 86.13 89.41 89.70 0.001641 4.34 938.88 293.47 0.43 Below Prado 54880* Max WS 4068.37 86.02 89.26 89.55 0.001668 4.34 936.43 296.10 0.43 Below Prado 54790 Max WS 4058.78 85.90 89.11 89.40 0.001678 4.33 936.85 298.78 0.43 Below Prado 54692.5* Max WS 4049.88 85.70 88.96 89.24 0.001611 4.28 945.17 297.22 0.42 Below Prado 54595.0* Max WS 4042.36 85.50 88.81 89.09 0.001537 4.23 955.63 295.70 0.41 Below Prado 54497.5* Max WS 4036.77 85.30 88.67 88.94 0.001456 4.17 968.44 294.22 0.41 Below Prado 54400 Max WS 4031.97 85.10 88.55 88.81 0.001370 4.10 983.70 292.78 0.39 HEC-RAS Plan: Short_Sim_Short River: Santa Ana River Reach: Below Prado Profile: Max WS (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Below Prado 54300.0* Max WS 4027.02 84.95 88.41 88.67 0.001369 4.11 980.58 290.80 0.39 Below Prado 54200.0* Max WS 4023.35 84.80 88.27 88.54 0.001369 4.12 977.36 288.83 0.39 Below Prado 54100.0* Max WS 4019.69 84.65 88.14 88.40 0.001370 4.13 973.98 286.84 0.39 Below Prado 54000 Max WS 4017.21 84.50 88.00 88.26 0.001373 4.14 970.44 284.86 0.40 Below Prado 53912* Max WS 4015.93 84.36 87.86 88.14 0.001461 4.27 941.09 276.58 0.41 Below Prado 53823* Max WS 4014.35 84.21 87.71 88.01 0.001558 4.40 911.80 268.30 0.42 Below Prado 53735* Max WS 4013.27 84.07 87.54 87.86 0.001712 4.59 875.12 259.89 0.44 Below Prado 53646* Max WS 4012.40 83.93 87.34 87.70 0.001932 4.82 832.68 251.40 0.47 Below Prado 53558* Max WS 4011.79 83.79 87.11 87.52 0.002279 5.13 781.39 242.72 0.50 Below Prado 53469* Max WS 4011.59 83.64 86.80 87.29 0.002870 5.59 718.23 233.79 0.56 Below Prado 53380 Max WS 4011.50 83.50 86.24 85.71 86.94 0.005010 6.72 596.94 223.70 0.73 Appendix E
Appendix E – Existing vs. Proposed Comparisons
Appendix E
Existing vs Proposed Condition Comparison – Water Surface Elevation
WSE Comparison
HEC-RAS Cross
Section
Existing
Condition WSE
[ft]
Proposed
Condition WSE
[ft]
Difference
(Proposed -
Existing) [ft]
HEC-RAS Cross
Section
Existing
Condition WSE
[ft]
Proposed
Condition WSE
[ft]
Difference
(Proposed -
Existing) [ft]
77600 184.18 184.18 0 71481* 163.64 163.73 0.09
77433* 183.85 183.85 0 71281 163.23 163.33 0.1
77266* 183.51 183.51 0 71201 163.05 163.16 0.11
77100 183.16 183.16 0 71081* 162.91 163.03 0.12
76933* 182.85 182.85 0 70961 162.84 162.96 0.12
76766* 182.56 182.56 0 70894
76600 182.27 182.27 0 70827 162.45 162.59 0.14
76433* 181.93 181.93 0 70714 162.37 162.5 0.13
76266* 181.57 181.57 0 70601 162.28 162.48 0.2
76100 181.21 181.21 0 70434* 162.1 162.32 0.22
75900* 180.85 180.85 0 70267* 161.62 161.68 0.06
75700* 180.48 180.48 0 70101 161.25 161.08 -0.17
75500* 180.11 180.11 0 69934* 161.05 160.98 -0.07
75300* 179.75 179.75 0 69767* 160.69 160.63 -0.06
75100 179.4 179.4 0 69601 160.5 160.44 -0.06
74969 179.27 179.27 0 69366 160.26 160.24 -0.02
74927 69341
74886 178.87 178.87 0 69313 159.55 159.62 0.07
74862* 178.78 178.78 0 69200 159.25 159.25 0
74839* 178.72 178.72 0 69176* 159.14 159.14 0
74815* 178.73 178.73 0 69152* 159.11 159.11 0
74792* 178.66 178.66 0 69128* 159.07 159.07 0
74768 178.66 178.66 0 69104* 159.02 159.02 0
74745* 178.65 178.65 0 69080* 158.97 158.97 0
74721* 178.63 178.63 0 69056* 158.94 158.94 0
74697 178.57 178.57 0 69032* 158.92 158.92 0
74674* 178.48 178.48 0 69009 158.93 158.93 0
74650* 178.39 178.39 0 69004 158.93 158.93 0
74627* 178.3 178.3 0 68999 158.94 158.94 0
74603 178.24 178.24 0 68994 158.95 158.95 0
74580* 178.2 178.2 0 68989 158.96 158.96 0
74556 178.21 178.21 0 68985 158.97 158.97 0
74552* 178.2 178.2 0 68969 152.76 152.82 0.06
74547 178.2 178.2 0 68964 152.78 152.84 0.06
74542 178.21 178.21 0 68959 152.76 152.83 0.07
74537 178.22 178.22 0 68955 152.75 152.83 0.08
74533 178.21 178.21 0 68950 152.75 152.82 0.07
74515 169.81 169.84 0.03 68945 152.75 152.82 0.07
74510 169.8 169.84 0.04 68940 152.75 152.81 0.06
74505 169.81 169.84 0.03 68936 152.74 152.81 0.07
74500 169.8 169.84 0.04 68931 152.74 152.8 0.06
74496 169.8 169.83 0.03 68926 152.72 152.79 0.07
74491 169.79 169.82 0.03 68922 152.71 152.78 0.07
74486 169.78 169.81 0.03 68916 152.13 152.21 0.08
74481 169.77 169.8 0.03 68808* 151.2 151.31 0.11
74477 169.75 169.79 0.04 68700 151.28 151.39 0.11
74469 169.02 169.07 0.05 68547* 151.14 151.25 0.11
74313* 168.51 168.56 0.05 68395 150.82 150.94 0.12
74157* 168.22 168.29 0.07 68222
74001 167.96 168.03 0.07 68050 149.14 149.49 0.35
73801* 167.65 167.72 0.07 67866* 148.73 149.06 0.33
73601 167.39 167.47 0.08 67683* 148.42 148.7 0.28
73467* 167.08 167.17 0.09 67500 148.07 148.38 0.31
73334 166.86 166.97 0.11 67341 147.74 147.85 0.11
73324 67324
73314 166.38 166.5 0.12 67313 147.68 147.59 -0.09
73207* 166.12 166.28 0.16 67166* 147.42 147.43 0.01
73101 166.05 166.16 0.11 67000 147.31 147.32 0.01
72934* 165.72 165.89 0.17 66922 147.16 147.11 -0.05
72767 165.46 165.77 0.31 66884
72601 165.18 165.42 0.24 66847 146.31 146.23 -0.08
72401 164.9 165.29 0.39 66723* 145.99 145.99 0
72201 164.63 165.05 0.42 66600 145.78 145.78 0
72027 164.43 164.87 0.44 66433* 145.43 145.43 0
71854* 164.22 164.63 0.41 66266* 145.08 145.08 0
71772 164.12 164.62 0.5 66100 144.73 144.73 0
71740 65933* 144.39 144.39 0
71718 164.06 164.29 0.23 65766* 144.06 144.06 0
71681 164 164.11 0.11
Orangewood Ave. Bridge
Proposed Pedestrian Bridge
Ball Road Bridge
Katella Ave Bridge
OCTA RR Bridge
57 Freeway Bridge
SPT RR Bridge Proposed Pedestiran Bridge
Appendix E
Existing vs Proposed Condition Comparison – Velocity
Velocity Comparison
HEC-RAS Cross
Section
Existing
Condition
Velocity [ft/s]
Proposed
Condition
Velocity [ft/s]
Difference
(Proposed -
Existing) [ft/s]
HEC-RAS Cross
Section
Existing
Condition
Velocity [ft/s]
Proposed
Condition
Velocity [ft/s]
Difference
(Proposed -
Existing) [ft/s]
77600 10.01 10.01 0 71481* 9.48 9.41 -0.07
77433* 10.08 10.08 0 71281 9.86 9.78 -0.08
77266* 10.19 10.19 0 71201 10.02 9.92 -0.1
77100 10.29 10.29 0 71081* 9.77 9.67 -0.1
76933* 10.24 10.24 0 70961 9.29 9.19 -0.1
76766* 10.18 10.18 0 70894
76600 10.12 10.12 0 70827 9.51 9.4 -0.11
76433* 10.21 10.21 0 70714 9.16 9.09 -0.07
76266* 10.34 10.34 0 70601 8.94 8.53 -0.41
76100 10.47 10.47 0 70434* 8.87 8.45 -0.42
75900* 10.4 10.4 0 70267* 9.73 9.88 0.15
75700* 10.32 10.32 0 70101 10.13 10.77 0.64
75500* 10.24 10.24 0 69934* 9.9 10.02 0.12
75300* 10.15 10.15 0 69767* 10.25 10.31 0.06
75100 10.06 10.06 0 69601 10.01 10.06 0.05
74969 9.65 9.65 0 69366 9.66 9.52 -0.14
74927 69341
74886 9.92 9.92 0 69313 10.1 9.87 -0.23
74862* 10.06 10.06 0 69200 10.43 10.43 0
74839* 10.1 10.1 0 69176* 10.62 10.62 0
74815* 9.85 9.85 0 69152* 10.59 10.59 0
74792* 9.95 9.95 0 69128* 10.58 10.58 0
74768 9.77 9.77 0 69104* 10.62 10.62 0
74745* 9.63 9.63 0 69080* 10.64 10.64 0
74721* 9.58 9.58 0 69056* 10.57 10.57 0
74697 9.63 9.63 0 69032* 10.52 10.52 0
74674* 9.8 9.8 0 69009 10.31 10.31 0
74650* 9.95 9.95 0 69004 10.26 10.26 0
74627* 10.08 10.08 0 68999 10.15 10.15 0
74603 10.16 10.16 0 68994 10.05 10.05 0
74580* 10.12 10.12 0 68989 9.95 9.95 0
74556 9.91 9.91 0 68985 9.86 9.86 0
74552* 9.88 9.88 0 68969 8.21 8.18 -0.03
74547 9.87 9.87 0 68964 8.03 8 -0.03
74542 9.77 9.77 0 68959 8.06 8.03 -0.03
74537 9.66 9.66 0 68955 8.09 7.97 -0.12
74533 9.67 9.67 0 68950 8 7.96 -0.04
74515 7.77 7.75 -0.02 68945 7.96 7.92 -0.04
74510 7.73 7.71 -0.02 68940 7.93 7.9 -0.03
74505 7.66 7.64 -0.02 68936 7.91 7.88 -0.03
74500 7.6 7.59 -0.01 68931 7.88 7.85 -0.03
74496 7.58 7.56 -0.02 68926 7.9 7.86 -0.04
74491 7.58 7.56 -0.02 68922 7.92 7.89 -0.03
74486 7.59 7.57 -0.02 68916 9.78 9.72 -0.06
74481 7.59 7.57 -0.02 68808* 11.53 11.42 -0.11
74477 7.6 7.59 -0.01 68700 10.37 10.28 -0.09
74469 9.98 9.93 -0.05 68547* 9.97 9.88 -0.09
74313* 10.21 10.16 -0.05 68395 10.22 10.12 -0.1
74157* 10.22 10.16 -0.06 68222
74001 10.16 10.1 -0.06 68050 11.43 10.97 -0.46
73801* 10.01 9.94 -0.07 67866* 11.5 11.18 -0.32
73601 9.71 9.63 -0.08 67683* 11.26 11.12 -0.14
73467* 9.98 9.89 -0.09 67500 11.19 10.92 -0.27
73334 9.91 9.81 -0.1 67341 11.22 11.49 0.27
73324 67324
73314 10.37 10.26 -0.11 67313 11.23 11.69 0.46
73207* 10.51 10.33 -0.18 67166* 11.12 11.11 -0.01
73101 9.95 9.99 0.04 67000 10.34 10.33 -0.01
72934* 10.07 9.92 -0.15 66922 10.38 10.55 0.17
72767 9.96 9.3 -0.66 66884
72601 9.97 9.59 -0.38 66847 11.24 11.57 0.33
72401 9.76 8.89 -0.87 66723* 11.36 11.36 0
72201 9.62 8.85 -0.77 66600 11.15 11.15 0
72027 9.35 8.75 -0.6 66433* 11.19 11.19 0
71854* 9.23 8.87 -0.36 66266* 11.21 11.21 0
71772 9.21 8.43 -0.78 66100 11.25 11.25 0
71740 65933* 11.23 11.23 0
71718 9.17 8.56 -0.61 65766* 11.21 11.21 0
71681 9.2 9.02 -0.18
Orangewood Ave. Bridge
Proposed Pedestrian Bridge
Katella Ave Bridge
Ball Road Bridge OCTA RR Bridge
57 Freeway Bridge
SPT RR Bridge Proposed Pedestiran Bridge
Appendix H. Noise Data
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Roadway Construction Noise Model (RCNM),Version 1.1
Report date:             02/26/2025
Case Description:        OC River Walk
**** Receptor #1 ****
Baselines (dBA)
Description    Land Use        Daytime    Evening    Night ‐‐‐‐‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐‐        ‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐    ‐‐‐‐‐ Hotel          Residential        55.0       50.0     45.0 Equipment
‐‐‐‐‐‐‐‐‐
Spec    Actual    Receptor    Estimated
Impact  Usage    Lmax    Lmax      Distance    Shielding Description           Device   (%)     (dBA)   (dBA)      (feet)       (dBA) ‐‐‐‐‐‐‐‐‐‐‐           ‐‐‐‐‐‐  ‐‐‐‐‐    ‐‐‐‐‐   ‐‐‐‐‐     ‐‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐‐‐ Tractor                   No     40     84.0                 50.0          0.0 Excavator                 No     40             80.7         50.0          0.0 Grader                    No     40     85.0                 50.0          0.0 Scraper                   No     40             83.6         50.0          0.0 Compactor (ground)        No     20             83.2         50.0          0.0

Results
‐‐‐‐‐‐‐
Noise Limits (dBA)
Noise Limit Exceedance (dBA)

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
Calculated (dBA)         Day           Evening
Night              Day           Evening          Night ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐
‐‐‐‐‐‐‐‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Equipment                  Lmax    Leq        Lmax    Leq     Lmax    Leq     Lmax Leq       Lmax    Leq     Lmax    Leq     Lmax    Leq
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐     ‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐ ‐‐‐‐‐‐    ‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐  ‐‐‐‐‐‐ Tractor                   84.0    80.0        N/A     N/A     N/A     N/A     N/A N/A       N/A     N/A     N/A     N/A     N/A     N/A
Excavator                 80.7    76.7        N/A     N/A     N/A     N/A     N/A N/A       N/A     N/A     N/A     N/A     N/A     N/A
Grader                    85.0    81.0        N/A     N/A     N/A     N/A     N/A N/A       N/A     N/A     N/A     N/A     N/A     N/A
Scraper                   83.6    79.6        N/A     N/A     N/A     N/A     N/A N/A       N/A     N/A     N/A     N/A     N/A     N/A
Compactor (ground)        83.2    76.2        N/A     N/A     N/A     N/A     N/A N/A       N/A     N/A     N/A     N/A     N/A     N/A
Total      85.0    86.1        N/A     N/A     N/A     N/A     N/A N/A       N/A     N/A     N/A     N/A     N/A     N/A
Roadway Construction Noise Model (RCNM),Version 1.1
Report date:             03/03/2025
Case Description:        OC River Walk ‐ Pile Driving
**** Receptor #1 ****
Baselines (dBA)
Description    Land Use        Daytime    Evening    Night ‐‐‐‐‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐‐        ‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐    ‐‐‐‐‐ Hotel          Residential        65.0       60.0     55.0 Equipment
‐‐‐‐‐‐‐‐‐
Spec    Actual    Receptor    Estimated
Impact  Usage    Lmax    Lmax      Distance    Shielding Description           Device   (%)     (dBA)   (dBA)      (feet)       (dBA) ‐‐‐‐‐‐‐‐‐‐‐           ‐‐‐‐‐‐  ‐‐‐‐‐    ‐‐‐‐‐   ‐‐‐‐‐     ‐‐‐‐‐‐‐‐    ‐‐‐‐‐‐‐‐‐ Impact Pile Driver       Yes     20            101.3         50.0          0.0 Crane                     No     16             80.6         50.0          0.0 Tractor                   No     40     84.0                 50.0          0.0 Front End Loader          No     40             79.1         50.0          0.0 Tractor                   No     40     84.0                 50.0          0.0

Results
‐‐‐‐‐‐‐
Noise Limits (dBA)
Noise Limit Exceedance (dBA)

CARLSBAD
CLOVIS
IRVINE

LOS ANGELES

PALM SPRINGS

POINT RICHMOND

RIVERSIDE

ROSEVILLE

SAN LUIS OBISPO
March 22, 2025
William Halligan, Esq.

Harris and Associates
101 Progress, Suite 250
Irvine, California 92618
Subject: Trip Generation Analysis for OC River Walk Project, Orange County, California Dear Mr. Halligan:

At your request, LSA has prepared this analysis of the potential for transportation impacts from the proposed OC River Walk (project). The project site is located along the Santa Ana River corridor, generally between Orangewood Avenue and Ball Road, extending to the existing Anaheim Coves at Burris Basin. It generally encompasses approximately a 2-mile stretch of the Santa Ana River, covering approximately 111 acres. Portions of the project study area are within Anaheim and within Orange, and portions of the project study area are owned by the County of Orange. The City of Anaheim (City) is proposing the project and is the Lead Agency. The purpose of this analysis is to determine whether the proposed project has the potential for transportation impacts requiring additional transportation analysis. The project’s potential effects on vehicle level of service and vehicle miles traveled (VMT) transportation impacts according to the California Environmental Quality Act (CEQA) were considered.

PROJECT DESCRIPTION
The Santa Ana River is the largest river in Southern California. From the Prado Dam the river traverses the Santa Ana Canyon and bisects Orange County as it flows to the Pacific Ocean. The Santa Ana River Trail is a Class I bicycle path that parallels the Santa Ana River for 30 miles (its entire length through Orange County). The Santa Ana River Trail is an important artery in Orange County’s bicycle infrastructure, including as part of the OC Loop network. The project would improve the riverbed, embankments, and adjacent trails.

The main components of the Conceptual Master Plan involve creating three water impoundments by installing inflatable rubber dams (impoundments), modifying the riverbanks, constructing two pedestrian/bike bridges, providing new trails, improving existing trails, creating new and protection of existing access ramps, constructing two new undercrossings on the west bank at the railroad, providing enhanced community recreation amenities (terraced seating, nature play areas, parklets, plazas, gathering areas, water access, kayak launch, etc.), and other improvements. These project LSA

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elements fall into three general categories: recreational (within the water and along the bank), water quality improvements, and non-motorized infrastructure (new river crossings and new undercrossings along the riverbanks). Vehicle trips would only be generated by the recreational improvements.

VEHICLE LEVEL OF SERVICE GUIDELINES
The City of Anaheim’s Criteria for Preparation of Traffic Impact Studies states that a traffic impact analysis (TIA) would be needed for a project that would generate 100 or more a.m. or p.m. peakhour trips, would contribute 51 or more peak-hour trips to any Congestion Management Program (CMP) monitored intersection, would generate 1,600 daily trips if located on the CMP highway system, or would generate 2,400 daily trips if adjacent to the CMP highway system. The Orange County CMP highway system includes Katella Avenue and the Katella Avenue interchanges with State Route 91 (SR-57) in the vicinity of the project.

The City of Orange Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment also suggests that level of service analysis would be required if a project generates more than 100 a.m. or p.m. peak-hour trips or adds 51 or more trips during the a.m. or p.m. peak hours to any single intersection.

The County of Orange Transportation Implementation Manual states that open space, passive park, and park buildings are deemed to have significant public benefit and exempt from preparing level of service analysis.

TRIP GENERATION
The Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2021), provides data on the trip generation characteristics of different types of land uses. The proposed project has the potential to generate recreation trips similar to other public parks. While only a small portion of the study area is outside of the riverbed, Table A calculates project trips based on the entire 90-acre study area.

Table A: Trip Generation
Land Use (Land Use Code) Size Unit ADT
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Trip Rates1
Public Park (411) Acre 0.78 0.01 0.01 0.02 0.06 0.05 0.11 Trip Generation
OC River Walk 90 Acre 70 1 1 2 5 5 10
Source: Compiled by LSA (2025).
1 Trip rates referenced from the ITE Trip Generation Manual, 11th Edition.

ADT = average daily trips
ITE = Institute of Transportation Engineers
As Table A shows, the proposed project is anticipated to generate 70 daily trips on a typical day of which 2 trips would occur in the a.m. peak hour and 10 trips would occur in the p.m. peak hour. This is below the established threshold of 100 peak-hour trips (51 peak-hour trips at a CMP intersection) that would require preparation of a detailed traffic analysis.

LSA

I I I I

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VEHICLE MILES TRAVELED
The State revised its State CEQA Guidelines in January 2019. Among the revisions, vehicle delay and level of service analysis have been removed from consideration under CEQA. The current State CEQA Guidelines prescribe the evaluation of transportation impacts on a project’s effect on VMT.

On June 23, 2020, the City adopted the City of Anaheim Traffic Impact Analysis Guidelines for California Environmental Quality Act Analysis (June 2020) (City Guidelines). These adopted guidelines include screening criteria for various project types that can be screened from project level assessment as they are presumed to have a less than significant impact. The examples of projects that could be screened include “pocket, neighborhood and community parks” (Type 3 project screening, page 7). Projects generating less than 110 daily trips are also presumed to have a less than significant impact.

The City of Orange Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment also identifies local parks and projects generating fewer than 110 daily vehicle trips as having a presumption of a less than significant impact.

The County of Orange Transportation Implementation Manual states that public facilities that support community health, safety, or welfare are screened from subsequent analysis of VMT. Small projects generating fewer than 500 daily vehicle trips are presumed to have a less than significant impact on VMT.

Simultaneous with clearance of the revised State CEQA Guidelines, the Governor’s Office of Planning and Research (OPR) released the Technical Advisory for Evaluating Transportation Impacts under CEQA (OPR, December 2018). Although this document does not carry the weight of law, it does provide clarification of State CEQA Guidelines Section 15064.3 and guidance that could be adopted by jurisdictions. The Technical Advisory for Evaluating Transportation Impacts under CEQA states that the addition of Class I bike paths, trails, multi-use paths, or other off-road facilities that serve nonmotorized travel would not likely lead to a substantial or measurable increase in vehicle travel (pages 20–21).

The project elements accessible to the public will be a park serving the local population. Other project elements support community health and safety through water quality improvements. Still other project elements construct new Class I bike path connections bridging the Santa Ana River.

The project meets the descriptions provided in the City Guidelines, the City of Orange guidelines, and the County of Orange guidelines for project types presumed to have a less than significant transportation impact under CEQA. Therefore, no additional VMT analysis is necessary.

BICYCLE AND PEDESTRIAN NETWORK EFFECTS
The California Air Pollution Control Officers Association (CAPCOA) Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity discusses and quantifies the effects of measures to reduce greenhouse gas (GHG) emissions including measures that promote alternatives to single occupant vehicle use. Measure T-18 describes providing pedestrian network improvements. Based on data compiled for the CAPCOA report, improvements to the pedestrian network can reduce up to 6.4 percent of GHG emissions from vehicle travel within a community dependent on the level of pedestrian facility deficit and subsequent improvement. Measure T-19a describes constructing or improving bicycle facilities, which can reduce up to 0.8 percent of GHG emissions from parallel roadways.

LSA

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As mentioned previously, the Santa Ana River Trail is an important bicycle facility in Orange County. Improved bicycle connections along and across the Santa Ana River have the potential to facilitate additional bicycle trips which could replace vehicle trips, reduce VMT, and reduce GHG emissions.

CONCLUSION
Because the project would not generate 100 or more a.m. or p.m. peak-hour trips and does not have the potential to add 51 or more peak-hour trips to any CMP-monitored intersection or to add 1,600 daily trips to the CMP system, LSA does not believe the proposed project meets the criteria for requiring a TIA. In addition, the proposed project would be assumed to have a less than significant impact on transportation according to City and State guidance on evaluating transportation impacts under CEQA. Project elements providing improved bicycle and pedestrian connections have the potential to reduce GHG emissions.

Please let us know if you have any questions or if we can be of further assistance.

Sincerely,
LSA Associates, Inc.

Arthur Black
Principal Transportation Planner

LSA

Anaheim City CouncilDecember 9, 2025

Anaheim City Council
December 9, 2025