Murrieta City Council
May 20, 2025

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-1
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SP
SM
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, light brownish gray, dry to moist, very fine to medium grained sand SILTY SAND, dense, dark yellowish brown, moist, fine to medium sand
SILTY SAND, dark yellowish brown, moist, fine to coarse grained sand
SILTY SAND, dense, olive gray, moist, very fine to fine sand Poorly graded SAND, dense, olive brown, moist, fine grained sand SILTY SAND, dense, olive, moist, fine sand
SILTY SAND, medium dense, olive gray, moist, very fine to fine grained sand Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 32 35
50/5"
22 29
47 25
50 36
50/5"
7 13
29 ~1112'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-2
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SP-SM
SC-SM

SA, MD,
EI, CR
CO
B-1
R-1
R-2
R-3
R-3
R-5
Pauba Formation (Qps); SILTY SAND, grayish brown, dry to moist, fine to coarse grained sand, MD=134.5 @ 7.0%, EI=0 SILTY SAND, dense, grayish brown, dry to moist, fine to coarse grained sand SILTY SAND, medium dense, dark yellowish brown, moist, fine to coarse sand, CO=-0.65%
SILTY SAND with GRAVEL, dark yellowish brown, moist, fine to coarse grained sand with fine gravel
SILTY SAND, dense, grayish brown, moist, fine to medium grained sand
Poorly graded SAND with SILT, medium stiff, olive gray, moist, fine grained sand SILTY, CLAYEY SAND, medium dense, olive yellow, moist, fine grained sand Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 31 36
50 14
19 24
15 25
50/5"
6 11
10 10
22 25
~1107.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-3
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SP-SM
SP
R-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand
SILTY SAND, light brownish gray, dry to moist, fine to medium grained sand
SILTY SAND, dense, dark yellowish brown, dry to moist, fine to coarse grained sand
SILTY SAND, dark yellowish brown, moist, fine to coarse grained sand
SILTY SAND, dense, olive brown, moist, fine to medium grained sand, iron oxide staining
Poorly graded SAND with SILT, dense, olive brown, moist, fine grained sand Poorly graded SAND, dense, gray, moist, fine grained sand Total Depth = 20.75' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 34 50/4"'
17 25
40 15
23 38
40 50/3"
~1112'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-4
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
R-1
B-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, yellowish brown, moist, fine to coarse grained sand SILTY SAND, dense, brown, moist, fine to coarse grained sand SILTY SAND, dark yellowish brown, moist, fine to coarse grained sand
SILTY SAND, dense, olive gray, moist, fine to medium grained sand
SILTY SAND, dense, olive gray, moist, very fine to fine grained sand
SILTY SAND, dense, olive, moist, fine to medium grained sand Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 40 50/5"
9 31
45 17
23 43
12 25
30 ~1111'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-5
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SP-SM
B-1 SA
R-1
R-2
R-3
R-4
R-5
Quaternary Alluvium (Qal); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, medium stiff, grayish brown, moist, fine to medium grained sand
SILTY SAND, medium dense, dark brown, moist, fine to medium grained sand
Pauba Formation (Qps); SILTY SAND, dark yellowish brown, moist, very fine to medium grained sand SILTY SAND, dense, olive brown, moist, fine to medium grained sand
SILTY SAND, medium dense, olive gray, moist, fine to medium grained sand
Poorly graded SAND with SILT, dense, light brownish gray, moist, fine grained sand Total Depth = 21.42' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 12 16
18 16
18 17
12 30
36 10
16 32
20 32
50/5"
~1098'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-6
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC-SM
SP-SM
R-1
R-2
R-3
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand SILTY SAND, pale brown, moist, fine to medium grained sand SILTY SAND, dense, dark yellowish brown, moist, fine to coarse grained sand SILTY, CLAYEY SAND, grayish brown, moist, fine to coarse grained sand Poorly graded SAND with SILT, medium dense, grayish brown, moist, fine grained sand, silt in shoe Poorly graded SAND with SILT, dense, light brownish gray, moist, very fine to fine grained sand Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 17 33
39 13
21 19
9 24
29 ~1115'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-7
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SP-SC
SM
B-1
R-1
R-2
R-3
R-4
Quaternary Alluvium (Qal); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel Pauba Formation (Qps); SILTY SAND, dense, light brownish gray, dry to moist, fine to coarse grained sand
SILTY SAND, medium dense, dark yellowish brown, moist, fine to coarse grained sand
SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
Poorly graded SAND with SILT, dense, light brown, moist, fine grained sand, interbedded CLAYEY SAND, dense, moist, olive, fine to medium grained sand SILTY SAND, dense, olive brown, moist, fine grained sand Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 10 22
29 15
17 22
34 22
34 10
28 40
~1105.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-8
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SW-SM
SC
R-1
R-2
R-3
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, grayish brown, moist, fine to medium grained sand SILTY SAND, dense, dark grayish brown, moist, fine to coarse grained sand SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
Well-graded SAND with SILT, medium dense, light gray, moist, fine to coarse grained sand CLAYEY SAND, medium dense, olive gray, moist, fine to medium grained sand
Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 32 30
31 10
18 27
5 8
13 ~1112'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-9
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SP-SM
SM
R-1
R-2
R-3
R-4
Quaternary Alluvium (Qal); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel Pauba Formation (Qps); SILTY SAND, dense, dark reddish
brown, moist, fine to coarse grained sand
SILTY SAND, dense, dark yellowish brown, moist, fine to coarse grained sand SILTY SAND, grayish brown, moist, fine to medium grained sand Poorly graded SAND with SILT, dense, olive brown, moist, fine grained sand SILTY SAND, dense, olive, moist, fine to medium grained sand Total Depth = 16.33' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 22 36
50/4"
40 50/6"
27 37
50/3"
18 34
50/4"
~1103'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-10
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC-SM
SM
R-1 RV
B-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brown, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, yellowish brown, moist, fine to coarse grained sand SILTY SAND, medium dense, dark yellowish brown, moist, fine to coarse grained sand, RV=18
SILTY SAND, olive brown, moist, fine to coarse grained sand SILTY SAND, dense, dark yellowish brown, moist, fine to coarse sand
SILTY, CLAYEY SAND, dense, dark reddish brown, moist, fine to coarse grained sand
SILTY SAND, dense, light reddish brown, moist, fine to medium grained sand, few clay
SILTY SAND, dense, olive brown, moist, fine grained sand Total Depth = 26.0' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 15 18
16 23
28 30
19 24
40 19
25 47
25 50
~1117'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-11
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SW
SW-SM
SM
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND, brown, dry to moist, fine to medium grained sand
SILTY SAND, dense, reddish brown, moist, fine to coarse grained sand
SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND, pale brown, moist, fine to coarse grained sand SILTY SAND, dense, reddish brown, moist, fine to coarse grained sand
Well-graded SAND, medium dense, light brownish gray, dry to moist, fine to coarse grained sand Well-graded SAND with SILT, dense, light gray, dry to moist, fine to coarse grained sand
SILTY SAND, dense, pale brown, moist, fine to medium grained sand
Total Depth = 27.0' bgs, no groundwater encountered, backfilled with cuttings on 08/11/14 25 32
44 27
21 30
18 20
22 23
39 50
25 50
~1122'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-11-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-12
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
CL
ML
CL
CO
B-1
R-1
R-2
R-3
R-4
B-2
R-5
Quaternary Alluvium (Qal); SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand SILTY SAND, dense, grayish brown, dry to moist, fine to medium grained sand
Pauba Formation (Qps); SILTY SAND, dense, dark yellowish brown, moist, fine to medium grained sand
SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
SILTY SAND, medium dense, brown, moist, fine to medium
grained sand, CO=-0.36%
SILTY SAND, dense, dark yellowish brown, moist, fine to medium grained sand, trace clay
SANDY Lean CLAY, dark brown, moist, fine to medium grained sand
SILT with SAND, hard, olive, moist, very fine to fine grained sand Lean CLAY, olive brown, moist
14 29
50/5"
20 25
27 6
10 15
9 23
39 5
14 26
~1096'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-13
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SW-SM
SW-SM
SM
R-6
R-7
R-8
Well-graded SAND with SILT and GRAVEL, dense, light olive brown, moist, fine to coarse grained sand with fine gravel Well-graded SAND with SILT, dense, dark grayish brown, moist to wet, fine to medium grained sand SILTY SAND, dense, dark grayish brown, moist to wet, fine to medium grained sand Total Depth = 51.5' bgs, groundwater encountered @ 48.3' bgs, backfilled with cuttings on 08/12/14 21 35
50 20
30 50/4"
13 20
36 ~1096'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
30 35
40 45
50 55
60 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-13
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SC-SM
ML
SM
R-1
R-2
R-3
R-4
R-5
Quaternary Alluvium (Qal); SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand SILTY SAND, dense, light brownish gray, dry to moist, fine to medium grained sand Pauba Formation (Qps); SILTY SAND, dense, dark yellowish brown, moist, fine to medium grained sand
SILTY, CLAYEY SAND, dark brown, moist, fine to coarse grained sand
SILTY, CLAYEY SAND, dense, dark yellowish brown, moist, fine to coarse grained sand
CLAYEY SILT with SAND, hard, olive, moist, very fine to fine grained sand SILTY SAND, dense, olive, moist, very fine to fine grained sand Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 8 19
47 25
32 25
15 26
50 9
16 19
16 27
32 ~1103'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-14
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, brown, moist, fine to coarse grained sand
SILTY SAND, dense, dark yellowish brown, moist, fine to coarse grained sand SILTY SAND with GRAVEL, dark yellowish brown, moist, fine to coarse grained sand with fine gravel
SILTY SAND, dense, olive brown, moist, fine to coarse grained sand
SILTY SAND, medium dense, olive brown, moist, very fine to fine grained sand SILTY SAND, dense, olive, moist, fine grained sand
SILTY SAND, dense, olive brown to light olive gray, moist, fine grained sand Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 15 32
45 18
38 50/5"
14 16
26 32
35 50/5"
9 14
45 ~1110'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-15
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SC
SM
B-1
R-1
R-2
R-3
R-4
Quaternary Alluvium (Qal); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel Pauba Formation (Qps); SILTY SAND, dense, light brownish gray, dry to moist, fine to medium grained sand, roots
SILTY SAND, dense, dark grayish brown, moist, fine to coarse grained sand SILTY SAND, dark yellowish brown, moist, fine to coarse grained sand
CLAYEY SAND, medium dense, olive brown, moist, fine to
medium grained sand
SILTY SAND, dense, olive brown to olive, moist, fine grained sand Total Depth = 17.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 30 50
20 29
33 7
20 26
11 30
50 ~1099'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-16
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
CL
R-1
B-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand
SILTY SAND, grayish brown, dry to moist, fine to coarse grained sand
SILTY SAND, dense, brown, moist, fine to coarse grained sand SILTY SAND, olive brown, moist, fine to medium grained sand, trace clay SILTY SAND, medium dense, olive, moist, very fine to medium grained sand
SILTY SAND, dense, dark grayish brown, moist, fine grained sand SANDY Lean CLAY, stiff, olive, moist, fine to medium grained sand
Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 13 43
50/4"
6 10
21 18
38 50/5"
3 6
10 ~1111.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-17
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SP-SM
SM
ML
SM
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND, grayish brown, dry to moist, fine to coarse grained sand SILTY SAND, yellowish brown, moist, fine to coarse grained sand SILTY SAND, medium dense, grayish brown, dry to moist, fine to coarse grained sand
SILTY SAND, olive brown, moist, fine to medium grained sand Poorly graded SAND with SILT, dense, light olive gray, dry to moist, fine grained sand SILTY SAND, dense, olive brown, moist, fine to medium grained sand
SANDY SILT, medium stiff, olive, moist, very fine to fine grained sand
SILTY SAND, medium dense, olive, moist, fine to medium grained sand
Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 17 19
24 37
50 15
32 50
3 5
8 5
13 20
~1106'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-18
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM-ML
SM
R-1 CO
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, yellowish brown, moist, fine to medium grained sand
SILTY SAND, medium dense, dark yellowish brown, moist, fine to coarse grained sand, CO=-0.63%
SILTY SAND, yellowish brown, moist, fine to medium grained sand
SILTY SAND to SANDY SILT, medium dense to hard, olive brown to light olive gray, moist, fine grained sand
SILTY SAND, dense, dark yellowish brown to olive, moist, fine to coarse grained sand
SILTY SAND, dense, dark yellowish brown to light gray, moist, fine grained sand SILTY SAND, medium dense, olive brown, moist, fine to medium grained sand
Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 13 14
9 12
13 26
23 37
35 25
50/4.5"
6 16
30 ~1111'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-19
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC
ML
SM
SW
SW-SM
SM-ML
R-1 EI
B-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel CLAYEY SAND, grayish brown, moist, fine to medium grained sand
SANDY SILT, hard, light olive brown, moist, very fine to fine grained sand, elastic, EI=106 SANDY SILT, olive brown, moist, fine to medium grained sand SILTY SAND, dense, light gray, moist, very fine to fine grained sand, iron oxide staining
Well-graded SAND with GRAVEL, dense, light gray, dry to moist, fine to coarse grained sand with fine gravel Well-graded SAND with SILT, dense, yellowish brown, moist, fine to coarse grained sand
SILTY SAND to SANDY SILT, dense to hard, olive gray, moist, very fine to fine grained sand Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 4 10
31 10
21 39
20 41
50/5"
27 50/5"
6 16
38 ~1115'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-20
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC
SC-SM
CL
SC-SM

SA, MD,
CR
B-1
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND, light gray, dry to moist, fine to coarse grained sand, MD=133.5 @ 7.0% SILTY SAND, medium dense, grayish brown, dry to moist, fine to medium grained sand SILTY SAND, dense, dark yellowish brown, moist, fine to medium grained sand
CLAYEY SAND, dark brown, moist, fine to medium grained sand SILTY, CLAYEY SAND, dense, light brown, moist, fine to coarse grained sand SANDY Lean CLAY, very stiff, olive, moist, fine to medium grained sand
SILTY, CLAYEY SAND with GRAVEL, dense, olive brown to
dark yellowish brown, moist, fine to coarse grained sand with fine gravel
Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 8 17
27 16
33 43
8 20
27 7
12 15
5 13
40 ~1111.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-21
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
ML
SM
SW-SM
SM
CL
SM
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, light brownish gray, dry to moist, fine to medium grained sand, trace clay
SILTY SAND, dense, light olive gray, moist, fine grained sand, caliche nodules SANDY SILT, olive brown, moist, fine to medium grained sand SILTY SAND, dense, olive brown, moist, fine grained sand Well-graded SAND with SILT, dense, light brown, moist, fine to coarse grained sand, trace clay
SILTY SAND, medium dense, light olive gray, moist, very fine to fine grained sand
SANDY Lean CLAY, hard, olive brown, moist, fine to medium grained sand
SILTY SAND, dense, brown, moist, fine to medium grained sand Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/12/14 13 43
50/5"
13 28
50 22
30 35
17 22
18 6
26 27
~1115'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
H - 140lb - Autohammer - 30" Drop Soil Class.
8-12-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.001
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-22
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SC-SM
SM
SP-SM
ML
SM
SW-SM
SM
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY, CLAYEY SAND, dark grayish brown, dry to moist, fine to coarse grained sand
SILTY SAND, olive brown, moist, fine to medium grained sand Poorly graded SAND with SILT, medium stiff, olive brown, moist, fine grained sand SILT with SAND, olive brown, moist, very fine to fine grained sand SANDY SILT, hard, olive brown, moist, very fine to fine grained sand
SILTY SAND, dense, olive brown, moist, fine grained sand Well-graded SAND with SILT, dense, light brown, moist, fine to coarse grained sand, trace clay
SILTY SAND, medium dense, olive brown, moist, fine to medium grained sand
Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 11 21
24 11
24 30
22 37
50/5"
22 38
50 6
16 21
~1114.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-23
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SW
SW-SM
ML
B-1
R-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND, dark grayish brown, dry to moist, fine to coarse grained sand
SILTY SAND, light brownish gray, moist, fine to medium grained sand
SILTY SAND, dense, olive brown, moist, fine to medium grained sand, caliche
SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND, dense, olive brown, moist, fine grained sand, iron oxide staining
Well-graded SAND with GRAVEL, dense, light gray, dry to moist, fine to coarse grained sand with fine gravel Well-graded SAND with SILT and GRAVEL, dense, light brown, moist, fine to coarse grained sand with fine gravel, few clay SANDY SILT, stiff, olive gray, moist, very fine to fine grained sand, few clay, caliche nodules
Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 16 27
33 16
30 50
15 30
37 28
50/5"
5 10
15 ~1114'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-24
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SW
ML
R-1
B-1
R-2
R-3
R-4
R-5
Pauba Formation (Qps); SILTY SAND, grayish brown, dry to moist, fine to medium grained sand SILTY SAND, yellowish brown, moist, fine to coarse grained sand SILTY SAND, dense, olive brown, moist, fine grained sand, manganese oxide nodules SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND, dense, olive brown, moist, fine grained sand SILTY SAND, dense, olive brown, moist, fine grained sand Well-graded SAND, dense, light brown, dry to moist, fine to coarse grained sand SANDY SILT, stiff, olive brown to olive gray, moist, very fine to fine grained sand, caliche nodules
Total Depth = 26.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 12 26
44 10
24 40
18 21
50/5"
20 26
40 4
7 14
~1115'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-25
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SC
SM
SM-ML
R-1
R-2
R-3
Artificial Fill (Af); SILTY SAND, dark grayish brown, dry to moist, fine to coarse grained sand Pauba Formation (Qps); SILTY SAND, light brownish gray, dry to moist, fine to medium grained sand
CLAYEY SAND, medium dense, dark yellowish brown, moist, fine to coarse grained sand
SILTY SAND, yellowish brown, moist, fine to medium grained sand
SILTY SAND, medium dense, olive brown, moist, fine grained sand SILTY SAND to SANDY SILT, dense to hard, light olive gray, moist, very fine to fine grained sand Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 11 16
29 10
14 26
12 27
35 ~1115.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-26
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
B-1
R-1
R-2
R-3
R-4
Artificial Fill (Af); SILTY SAND, grayish brown, dry to moist, fine to coarse grained sand Pauba Formation (Qps); SILTY SAND, dense, grayish brown, dry to moist, fine to coarse grained sand
SILTY SAND, dense, dark grayish brown, moist, fine to coarse grained sand SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
SILTY SAND, dense, dark yellowish brown, moist, fine to medium grained sand
SILTY SAND, medium dense, olive brown, moist, fine grained sand Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 12 33
50 16
27 36
17 37
50/5"
11 20
23 ~1096'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-27
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC-SM
SC
SW-SM
SM
R-1
R-2
R-3
R-4
Quaternary Alluvium (Qal); SILTY SAND, grayish brown, dry to moist, fine to coarse grained sand Pauba Formation (Qps); SILTY, CLAYEY SAND, dense, dark
yellowish brown, moist, fine to coarse grained sand
CLAYEY SAND, medium dense, dark yellowish brown, moist, fine to medium grained sand
CLAYEY SAND, dark yellowish brown, moist, fine to medium grained sand
Well-graded SAND with SILT, dense, brown, moist, fine to coarse grained sand SILTY SAND, dense, olive brown, moist, fine grained sand Drilled to 16.5' Sampled to 16.5' Groundwater not encountered Backfilled with Cuttings 23 38
50 11
14 24
17 28
40 11
17 44
~1095'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-28
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
CO
B-1
R-1
R-2
R-3
R-4
Quaternary Alluvium (Qal); SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand Pauba Formation (Qps); SILTY SAND, dense, dark yellowish brown, dry to moist, fine to coarse grained sand
SILTY SAND, dense, dark grayish brown, moist, fine to medium grained sand
SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
SILTY SAND, medium dense, dark yellowish brown, moist, fine to medium grained sand, few clay SILTY SAND, dense, dark grayish brown to brown, moist, fine to coarse grained sand
Total Depth = 15.92' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 11 24
40 22
37 45
8 15
21 6
50/5"
~1087.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-29
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC
SC-SM
SM
CO
R-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, dense, dark yellowish brown, dry to moist, fine to medium grained sand CLAYEY SAND, dense, dark yellowish brown, moist, fine to medium grained sand CLAYEY SAND, dark yellowish brown, moist, fine to medium grained sand
SILTY, CLAYEY SAND, medium dense, olive brown, moist, fine to coarse grained sand
SILTY SAND, dense, dark yellowish brown, moist, fine to medium grained sand
Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 25 34
44 18
22 28
9 11
15 18
35 50
~1084'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-30
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SW-SM
SM
SW-SM
ML
R-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND with GRAVEL, grayish
brown, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, olive brown, moist, fine to medium grained sand Well-graded SAND with SILT, dense, brown, dry to moist, fine to coarse grained sand
SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND, dense, olive, moist, fine grained sand
Well-graded SAND with SILT, dense, light olive gray, moist, fine to coarse grained sand
SILT with SAND, stiff, olive, moist, very fine to fine grained sand Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 24 50
13 24
50 18
34 50/5"
4 6
8 ~1097'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-31
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC
SM
SC
SW-SM

MD, EI,
RV
R-1
B-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND with GRAVEL, light gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
CLAYEY SAND, dense, dark yellowish brown, dry to moist, fine to coarse grained sand, MD=134.0 @ 7.5%, EI=0, RV=11
SILTY SAND, olive brown, moist, fine to coarse grained sand CLAYEY SAND, dense, dark yellowish brown, moist, fine to coarse grained sand
Well-graded SAND with SILT, dense, light brown, dry to moist, fine to coarse grained sand, difficult drilling from 10-20'
Well-graded SAND with SILT, dense, brown, moist, fine to coarse grained sand Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 34 50
15 22
33 16
28 44
19 27
43 ~1112'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-32
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
R-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND with GRAVEL, light gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, gray, moist, fine to medium grained sand
SILTY SAND, dense, olive brown, moist, fine grained sand SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND, dense, olive brown, moist, fine grained sand SILTY SAND, dense, brown, moist, fine to coarse grained sand SILTY SAND, dense, olive brown, moist, fine grained sand Total Depth = 21.33' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 18 30
34 12
25 40
25 37
32 16
32 50/4"
~1111'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-33
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
R-1
R-2
R-3
Pauba Formation (Qps); SILTY SAND with GRAVEL, grayish
brown, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, pale brown, moist, fine to medium grained sand SILTY SAND, dense, olive brown, moist, fine to medium grained sand
SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND, dense, dark grayish brown, moist, fine grained sand SILTY SAND, medium dense, dark grayish brown, moist, fine to medium grained sand Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/13/14 15 42
50/4"
23 50
8 19
26 ~1099'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-34
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM-ML
SW
R-1
R-2
Pauba Formation (Qps); SILTY SAND with GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND to SANDY SILT, medium dense to stiff, olive, very fine to fine grained sand
SILTY SAND, olive brown, moist, fine to medium grained sand Well-graded SAND, dense, light brown, dry to moist, fine to coarse grained sand Total Depth = 21.5 bgs, no groundwater encountered, backfilled with cuttings on 08/15/14 7 15
25 16
26 38
~1115.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-15-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

CalPac Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-35
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SC-SM
SC-CL
CO
B-1
R-1
R-2
R-3
R-4
Pauba Formation (Qps); SILTY SAND, grayish brown, dry to moist, fine to coarse grained sand SILTY SAND, medium dense, olive brown, moist, fine grained sand SILTY SAND, loose, olive brown, moist, fine grained sand SILTY SAND, olive brown, moist, fine to medium grained sand SILTY, CLAYEY SAND, medium dense, dark yellowish brown, moist, fine to medium grained sand CLAYEY SAND to SANDY CLAY, medium dense to stiff, olive, moist, fine to medium grained sand
Total Depth = 16.5' bgs, no groundwater encountered, backfilled with cuttings on 08/15/14 9 11
15 3
1 3
14 17
31 7
12 19
~1095'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-15-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

CalPac Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-36
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SW-SM
SM
SC
R-1
R-2
R-3
Quaternary Alluvium (Qal); SILTY SAND, light gray, dry to moist, fine to medium grained sand Pauba Formation (Qps); SILTY SAND, olive brown, moist, fine to medium grained sand
Well-graded SAND with SILT and GRAVEL, medium dense, dark grayish brown, moist, fine to coarse grained sand with fine gravel Well-graded SAND with SILT and GRAVEL, dark grayish brown, moist, fine to coarse grained sand with fine gravel SILTY SAND with GRAVEL, medium dense, dark yellowish
brown, moist, fine to coarse grained sand, gravel and cobble to 2" CLAYEY SAND, dense, dark olive brown, moist, fine to medium grained sand
Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/15/14 13 20
22 15
18 20
7 21
38 ~1083.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-15-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

CalPac Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-37
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
SC-SM
SC
SM
SW-SM
CO
B-1
R-1
R-2
R-3
R-4
Quaternary Alluvium (Qal); SILTY SAND, light gray, dry to moist, fine to medium grained sand Pauba Formation (Qps); SILTY SAND, dense, dark yellowish brown, moist, fine to coarse grained sand
SILTY, CLAYEY SAND, medium dense, olive brown, moist, fine to medium grained sand
CLAYEY SAND, dark yellowish brown, moist, fine to medium grained sand
SILTY SAND, medium dense, olive brown, moist, fine grained sand, iron oxide staining
Well-graded SAND with SILT, medium dense, olive brown to dark grayish brown, moist to wet, fine to coarse grained sand Drilled to 16.5' Sampled to 16.5' Groundwater not encountered Backfilled with Cuttings 26 28
33 7
7 12
5 7
11 14
19 13
~1080'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-15-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

CalPac Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-38
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SW-SM
SC-SM
SW-SM
SM
SC-SM
CO
R-1
R-2
R-3
R-4
Quaternary Alluvium (Qal); SILTY SAND, grayish brown, dry to moist, fine to coarse grained sand Pauba Formation (Qps); Well-graded SAND with SILT, olive brown and dark grayish brown, moist, fine to coarse grained sand SILTY, CLAYEY SAND, medium dense, dark yellowish brown, moist, fine to medium grained sand Well-graded SAND with SILT, dark grayish brown, moist, fine to coarse grained sand
SILTY SAND, medium dense, dark yellowish brown, moist, fine to coarse grained sand
SILTY SAND, medium dense, dark yellowish brown, moist, fine to coarse grained sand
SILTY, CLAYEY SAND, medium dense, dark yellowish brown, moist, fine to medium grained sand Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/15/14 6 12
13 6
8 13
10 13
25 5
12 24
~1081'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-15-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

CalPac Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-39
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
R-1
R-2
R-3
Pauba Formation (Qps); SILTY SAND with GRAVEL, pale brown, dry to moist, fine to coarse grained sand SILTY SAND, yellowish brown, moist, fine to medium grained sand
SILTY SAND, dense, light brown, dry to moist, fine to medium grained sand, few caliche
SILTY SAND, olive brown, moist, fine to medium grained sand SILTY SAND, dense, reddish brown, moist, fine to coarse grained sand
SILTY SAND, dense, olive brown, moist, fine grained sand Total Depth = 21.5' bgs, no groundwater encountered, backfilled with cuttings on 08/15/14 14 20
37 19
23 46
15 29
34 ~1112'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-15-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

CalPac Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG LB-40
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SW-SM
SM
P-1
Quaternary Alluvium (Qal); Well-graded SAND with SILT and GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand Total Depth = 4.0' bgs, no groundwater encountered, backfilled after percolation testing on 08/14/14 ~1098.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG P-1
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
SM
P-2
Quaternary Alluvium (Qal); SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand Pauba Formation (Qps); SILTY SAND, olive brown, moist, fine to medium grained sand
Total Depth = 4.0' bgs, no groundwater encountered, backfilled with cuttings after percolation testing on 08/14/14
~1095'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG P-2
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SM
P-3 SM
Quaternary Alluvium (Qal); SILTY SAND, light brownish gray, dry to moist, fine to coarse grained sand SILTY SAND, light brownish gray, moist, fine to medium grained sand
Pauba Formation (Qps); SILTY SAND, yellowish brown, moist, fine to medium grained sand Total Depth = 4.0' bgs, no groundwater encountered, backfilled with cuttings after percolation testing on 08/14/14
~1086.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG P-3
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
SW-SM
SM
P-4
Pauba Formation (Qps); Well-graded SAND with SILT and GRAVEL, light brownish gray, dry to moist, fine to coarse grained sand with fine gravel SILTY SAND, light gray, dry to moist, fine to medium grained sand SILTY SAND, dark yellowish brown, moist, fine to medium grained sand
Total Depth = 4.0' bgs, no groundwater encountered, backfilled after percolation testing on 08/14/14 ~1094.5'

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
JTD
Hollow Stem Auger - 140lb - Autohammer - 30" Drop Soil Class. 8-13-14

SOIL DESCRIPTION
Sampled By
Drilling Co.

Project
Project No.

See Plate 1
Proposed CarMax, Murrieta
10791.002
Drilling Method
8" Sample No. Feet
Hole Diameter Moisture
Ground Elevation
Depth
0 5
10 15
20 25
30 Blows Elevation Per 6 Inches

SAMPLE TYPES:

Martini Drilling
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Content, % GEOTECHNICAL BORING LOG P-4
Logged By
Date Drilled
JTD Feet
S (U.S.C.S.)
Log
Type of Tests
Graphic
pcf
Location
Dry Density
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.

TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING

ATTERBERG LIMITS

CONSOLIDATION

COLLAPSE

CORROSION

UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV

DIRECT SHEAR

EXPANSION INDEX

HYDROMETER

MAXIMUM DENSITY

POCKET PENETROMETER

R VALUE
SA
SE
SG
UC

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE STRENGTH
Geotechnical Exploration Report 10791.002
Proposed CarMax Automotive Dealership October 3, 2014

APPENDIX B

RESULTS OF GEOTECHNICAL LABORATORY TESTING
B-1
0 : 66 : 34 Sep-14
Project Name:

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Silty Sand (SM), brown.

SM
GR:SA:FI : (%)
Exploration No.:

Depth (feet): 0 - 5.0
SAND

FINE SILT

HYDROMETER
Carmax Geo
Project No.:

LB-3 Sample No.:

Soil Type :
10791.002

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve; LB-3, B-1 (8-11-14 THRU 8-15-14)
B-1
1 : 55 : 44 Sep-14
Project Name:

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Silty Sand (SM), brown.

SM
GR:SA:FI : (%)
Exploration No.:

Depth (feet): 0 - 5.0
SAND

FINE SILT

HYDROMETER
Carmax Geo
Project No.:

LB-6 Sample No.:

Soil Type :
10791.002

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve; LB-6, B-1 (8-11-14 THRU 8-15-14)
B-1
0 : 59 : 41 Sep-14
Project Name:

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification: Silty Sand (SM), brown.

SM
GR:SA:FI : (%)
Exploration No.:

Depth (feet): 0 - 5.0
SAND

FINE SILT

HYDROMETER
Carmax Geo
Project No.:

LB-21 Sample No.:

Soil Type :
10791.002

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

COARSE COARSE MEDIUM FINE CLAY
0 102030405060708090
100
100.000 10.000 1.000 0.100 0.010 0.001

PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
Sieve; LB-21. B-1 (8-11-14 THRU 8-15-14)
Tested By : MRV Date: 9/2/14
Input By : MRV Date: 9/2/14
Depth (ft.) 0 - 5.0
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.03320 Ram Weight = 10 lb.; Drop = 18 in. 50 100 150 200
123456
6159 6304 6364 6304
4195 4195 4195 4195 AS REC'D
1964 2109 2169 2109 MOISTURE
1136.4 1162.7 1746.3 1432.2 742.9
1112.3 1122.1 1670.9 1365.4 735.4
417.8 420.7 666.2 672.7 217.8

3.5 5.8 7.5 9.6 1.4
130.4 140.0 144.0 140.0
126.0 132.4 134.0 127.7
134.5 7.0

PROCEDURE USED
x Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if +#4 is 20% or less
Procedure B
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)
Use if +#4 is >20% and +3/8 in. is
20% or less
Procedure C
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)
Use if +3/8 in. is >20% and +¾ in.
is <30%
Particle-Size Distribution:
0:66:34
GR:SA:FI
Atterberg Limits:

LL,PL,PI

MODIFIED PROCTOR COMPACTION TEST
ASTM D 1557
Project No.:

Location:

Project Name: Carmax Geo
10791.002
**
TEST NO.

Wet Density (pcf)
Moisture Added (ml)
Silty Sand (SM), brown.

LB-3, B-1
Preparation Method:

Soil Identification:

Sample No. :

Wt. Compacted Soil + Mold (g)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
Weight of Container (g)
Weight of Mold (g)
Net Weight of Soil (g)
Maximum Dry Density (pcf) Optimum Moisture Content (%)
Dry Density (pcf)
Moisture Content (%)
110.0
115.0
120.0
125.0
130.0
135.0
140.0

0.0 5.0 10.0 15.0 20.

Dry Density (pcf)
Moisture Content (%)
SP. GR. = 2.65
SP. GR. = 2.70
SP. GR. = 2.75
X
X
Compaction A; LB-3, B-1 (8-11-14 THRU 8-15-14)
Tested By : MRV Date: 9/3/14
Input By : MRV Date: 9/4/14
Depth (ft.) 0 - 5.0
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.03320 Ram Weight = 10 lb.; Drop = 18 in. 50 100 150 200
123456
6254 6346 6320 6272
4195 4195 4195 4195 AS REC'D
2059 2151 2125 2077 MOISTURE
1664.9 1502.7 1443.2 1352.6 760.1
1619.6 1446.3 1378.5 1260.3 745.1
716.0 672.8 666.2 417.8 214.7

5.0 7.3 9.1 11.0 2.8
136.7 142.8 141.1 137.9
130.2 133.1 129.4 124.3
133.5 7.0

PROCEDURE USED
x Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if +#4 is 20% or less
Procedure B
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)
Use if +#4 is >20% and +3/8 in. is
20% or less
Procedure C
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)
Use if +3/8 in. is >20% and +¾ in.
is <30%
Particle-Size Distribution:
0:59:41
GR:SA:FI
Atterberg Limits:

LL,PL,PI

MODIFIED PROCTOR COMPACTION TEST
ASTM D 1557
Project No.:

Location:

Project Name: Carmax Geo
10971.002
**
TEST NO.

Wet Density (pcf)
Moisture Added (ml)
Silty Sand (SM), brown.

LB-21, B-1
Preparation Method:

Soil Identification:

Sample No. :

Wt. Compacted Soil + Mold (g)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
Weight of Container (g)
Weight of Mold (g)
Net Weight of Soil (g)
Maximum Dry Density (pcf) Optimum Moisture Content (%)
Dry Density (pcf)
Moisture Content (%)
110.0
115.0
120.0
125.0
130.0
135.0
140.0

0.0 5.0 10.0 15.0 20.

Dry Density (pcf)
Moisture Content (%)
SP. GR. = 2.65
SP. GR. = 2.70
SP. GR. = 2.75
X
X
Compaction A; LB-21, B-1 (8-11-14 THRU 8-15-14)
Tested By : MRV Date: 9/3/14
Input By : MRV Date: 9/4/14
Depth (ft.) 5.0 - 10.0
X Moist Mechanical Ram
Dry Manual Ram
Mold Volume (ft³) 0.03320 Ram Weight = 10 lb.; Drop = 18 in. 0 50 100 150
123456
6225 6361 6338 6268
4195 4195 4195 4195 AS REC'D
2030 2166 2143 2073 MOISTURE
1958.3 975.8 958.2 1052.6 1001.6
1909.9 924.5 897.9 990.5 974.5
971.4 217.8 214.7 414.8 419.3

5.2 7.3 8.8 10.8 4.9
134.8 143.8 142.3 137.7
128.2 134.1 130.8 124.3
134.0 7.5

PROCEDURE USED
x Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if +#4 is 20% or less
Procedure B
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)
Use if +#4 is >20% and +3/8 in. is
20% or less
Procedure C
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)
Use if +3/8 in. is >20% and +¾ in.
is <30%
Particle-Size Distribution:

GR:SA:FI
Atterberg Limits:

LL,PL,PI

MODIFIED PROCTOR COMPACTION TEST
ASTM D 1557
Project No.:

Location:

Project Name: Carmax Geo
10791.002
**
TEST NO.

Wet Density (pcf)
Moisture Added (ml)
Silty, Clayey Sand (SC-SM), reddish brown.

LB-32, B-1
Preparation Method:

Soil Identification:

Sample No. :

Wt. Compacted Soil + Mold (g)
Wet Weight of Soil + Cont. (g)
Dry Weight of Soil + Cont. (g)
Weight of Container (g)
Weight of Mold (g)
Net Weight of Soil (g)
Maximum Dry Density (pcf) Optimum Moisture Content (%)
Dry Density (pcf)
Moisture Content (%)
110.0
115.0
120.0
125.0
130.0
135.0
140.0

0.0 5.0 10.0 15.0 20.

Dry Density (pcf)
Moisture Content (%)
SP. GR. = 2.65
SP. GR. = 2.70
SP. GR. = 2.75
X
X
Compaction A; LB-32, B-1 (8-11-14 THRU 8-15-14)
One-Dimensional Swell or Settlement
Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: Tested By: MRV Date: 9/2/14
Project No.: Checked By: JHW Date: 9/4/14
Boring No.: LB-3 Sample Type: IN SITU
Sample No.: R-2 Depth (ft.) 5.0
Sample Description:

Source and Type of Water Used for Inundation: Arrowhead ( Distilled ) ** Note: Loading After Wetting (Inundation) not Performed Using this Test Method.

Initial Dry Density (pcf): 115.1 Final Dry Density (pcf): 117.4 Initial Moisture (%): 5.9 Final Moisture (%) : 13.4
Initial Height (in.): 0.9940 Initial Void ratio: 0.4642 Initial Dial Reading (in): 0.0500 Specific Gravity (assumed): 2.70 Inside Diameter of Ring (in): 2.424 Initial Degree of Saturation (%): 34.1

1.050 0.9886 0.00 -0.54 -0.54

2.013 0.9865 0.00 -0.75 -0.75
H2O 0.9801 0.00 -1.40 -1.40
-0.65
Rev. 01-10
Carmax Geo

0.4438

0.0614

0.0635

0.0699
Silty Sand (SM), brown.
10791.002
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)
Percent Swell / Settlement After Inundation =
Corrected
Deformation
(%)
Pressure (p)
(ksf)

0.4563

0.4532
Final Reading
(in) Void Ratio
-5.00
-4.00
-3.00
-2.00
-1.00

0.00 1.00

2.00 3.00

4.00 5.00

0.010 0.100 1.000 10.000
Deformation %
Log Pressure (ksf)
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
One-Dimensional Swell or Settlement
Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: Tested By: MRV Date: 9/2/14
Project No.: Checked By: JHW Date: 9/4/14
Boring No.: LB-13 Sample Type: IN SITU
Sample No.: R-3 Depth (ft.) 10.0
Sample Description:

Source and Type of Water Used for Inundation: Arrowhead ( Distilled ) ** Note: Loading After Wetting (Inundation) not Performed Using this Test Method.

Initial Dry Density (pcf): 115.6 Final Dry Density (pcf): 117.3 Initial Moisture (%): 12.4 Final Moisture (%) : 14.6
Initial Height (in.): 1.0010 Initial Void ratio: 0.4577 Initial Dial Reading (in): 0.0500 Specific Gravity (assumed): 2.70 Inside Diameter of Ring (in): 2.418 Initial Degree of Saturation (%): 73.3

1.050 0.9913 0.00 -0.97 -0.97

2.013 0.9867 0.00 -1.43 -1.43
H2O 0.9831 0.00 -1.79 -1.79
-0.36
Rev. 01-10
Carmax Geo

0.4316

0.0587

0.0633

0.0669
Silty Sand (SM), brown.
10791.002
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)
Percent Swell / Settlement After Inundation =
Corrected
Deformation
(%)
Pressure (p)
(ksf)

0.4436

0.4369
Final Reading
(in) Void Ratio
-5.00
-4.00
-3.00
-2.00
-1.00

0.00 1.00

2.00 3.00

4.00 5.00

0.010 0.100 1.000 10.000
Deformation %
Log Pressure (ksf)
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
One-Dimensional Swell or Settlement
Potential of Cohesive Soils
(ASTM D 4546) -- Method 'B'
Project Name: Tested By: MRV Date: 9/4/14
Project No.: Checked By: JHW Date: 9/4/14
Boring No.: LB-19 Sample Type: IN SITU
Sample No.: R-1 Depth (ft.) 5.0
Sample Description:

Source and Type of Water Used for Inundation: Arrowhead ( Distilled ) ** Note: Loading After Wetting (Inundation) not Performed Using this Test Method.

Initial Dry Density (pcf): 110.7 Final Dry Density (pcf): 114.8 Initial Moisture (%): 6.3 Final Moisture (%) : 14.7
Initial Height (in.): 0.9970 Initial Void ratio: 0.5228 Initial Dial Reading (in): 0.0500 Specific Gravity (assumed): 2.70 Inside Diameter of Ring (in): 2.407 Initial Degree of Saturation (%): 32.6

1.050 0.9831 0.00 -1.39 -1.39

2.013 0.9803 0.00 -1.68 -1.68
H2O 0.9741 0.00 -2.30 -2.30
-0.63
Rev. 01-10
Percent Swell / Settlement After Inundation =
Corrected
Deformation
(%)
Pressure (p)
(ksf)

0.5016

0.4973
Final Reading
(in) Void Ratio
Carmax Geo

0.4879

0.0669

0.0697

0.0759
Silty Sand (SM), brown.
10791.002
Swell (+)
Settlement (-)
% of Sample
Thickness
Load
Compliance
(%)
Apparent
Thickness
(in)
-5.00
-4.00
-3.00
-2.00
-1.00

0.00 1.00

2.00 3.00

4.00 5.00

0.010 0.100 1.000 10.000
Deformation %
Log Pressure (ksf)
Deformation % - Log Pressure Curve
Inundate With
Distilled Water
Project Name: Tested By: MRV Date: 9/2/14
Project No. : Checked By: JHW Date: 9/4/14
Boring No.: Depth (ft.) 0 - 5.0
Sample No. : Location:

Sample Description:

Dry Wt. of Soil + Cont. (gm.)
Wt. of Container No. (gm.)
Dry Wt. of Soil (gm.)
Weight Soil Retained on #4 Sieve
Percent Passing # 4
in distilled water for the period of 24 h or expansion rate < 0.0002 in./h.

Rev. 03-08
9/3/14 0.4958
0 1390
Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 6:00
1450 0.4958
-4.1
Expansion Index ( Report ) = Nearest Whole Number or Zero (0) if Initial Height is > than Final Height 0 Add Distilled Water to the Specimen
Wt. of Container (gm.)
118.8

0.5000
10 0.4999

SPECIMEN INUNDATION
Time
9/3/14 7:00

1.0 1.0
9/2/14 6:50 1.0

1.0 Total Porosity
9/2/14
118.9
Moisture Content (%)
Date
6:40
Void Ratio
Pore Volume (cc)
Degree of Saturation (%) [ S meas]
Before Test After Test
Wet Wt. of Soil + Cont. (gm.)
7 0.411
Dry Density (pcf)
Wet Density (pcf)
Specific Gravity (Assumed)
Specimen Height (in.)

99.8 4.01

2.70 1324.2

0.0 612.5
1324.2

2.5 0.9958
629.7
EXPANSION INDEX of SOILS
ASTM D 4829
**
Carmax Geo
10791.002
LB-3
B-1
Silty Sand (SM), brown.

MOLDED SPECIMEN

4.01 1.0000
Container No. 7
Specimen Diameter (in.)
Wt. Comp. Soil + Mold (gm.)
188.6

2.70 Wt. of Mold (gm.)
394.3
188.6

11.9 0.291

60.1 188.6
629.7
127.9
496.9

0.417
132.9
Elapsed Time
(min.)
Dial Readings
(in.)

48.5 77.9
Pressure
(psi)
217.8

0.294

60.9 Dry Wt. of Soil + Cont. (gm.)

7.5 517.8
Project Name: Tested By: MRV Date: 9/2/14
Project No. : Checked By: JHW Date: 9/4/14
Boring No.: Depth (ft.) 5.0 - 10.0
Sample No. : Location:

Sample Description:

Dry Wt. of Soil + Cont. (gm.)
Wt. of Container No. (gm.)
Dry Wt. of Soil (gm.)
Weight Soil Retained on #4 Sieve
Percent Passing # 4
in distilled water for the period of 24 h or expansion rate < 0.0002 in./h.

Rev. 03-08

39.1 0.347

71.8 Dry Wt. of Soil + Cont. (gm.)

10.0 339.1 646.9
121.1
311.8

0.531
134.8
Elapsed Time
(min.)
Dial Readings
(in.)

50.9 88.2
Pressure
(psi)
365.1
199.3

22.6 0.409

93.6 199.3

MOLDED SPECIMEN

4.01 1.0000
Container No. 8
Specimen Diameter (in.)

1.1053
646.9
EXPANSION INDEX of SOILS
ASTM D 4829
**
Carmax Geo
10791.002
LB-20
B-1
Elastic Silt (MH), yellowish brown.

Wt. Comp. Soil + Mold (gm.)
199.3

2.70 Wt. of Mold (gm.)
Specific Gravity (Assumed)
Specimen Height (in.)
100.0

4.01 2.70
3125.3

0.0 600.9
3125.3

0.0 Before Test After Test
Wet Wt. of Soil + Cont. (gm.)
8 0.692
Dry Density (pcf)
Wet Density (pcf)

1.0 Total Porosity
9/2/14
110.1
Moisture Content (%)
Date
10:50
Void Ratio
Pore Volume (cc)
Degree of Saturation (%) [ S meas]
Time
9/3/14 7:00

1.0 1.0
9/2/14 11:00 1.0
Expansion Index ( Report ) = Nearest Whole Number or Zero (0) if Initial Height is > than Final Height 106 Add Distilled Water to the Specimen
Wt. of Container (gm.)
110.0

0.5000
10 0.4998

SPECIMEN INUNDATION
9/3/14 0.6053
0 1140
Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 6:00
1200 0.6053
105.5
Project Name: Tested By: MRV Date: 9/3/14
Project No. : Checked By: JHW Date: 9/4/14
Boring No.: Depth (ft.) 5.0 - 10.0
Sample No. : Location:

Sample Description:

Dry Wt. of Soil + Cont. (gm.)
Wt. of Container No. (gm.)
Dry Wt. of Soil (gm.)
Weight Soil Retained on #4 Sieve
Percent Passing # 4
in distilled water for the period of 24 h or expansion rate < 0.0002 in./h.

Rev. 03-08
419.3

0.291

60.3 Dry Wt. of Soil + Cont. (gm.)

7.5 719.3 634.1
128.5
698.4

0.411
133.6
Elapsed Time
(min.)
Dial Readings
(in.)

49.3 78.4
Pressure
(psi)
396.2
190.7

11.9 0.291

60.2 190.7

MOLDED SPECIMEN

4.01 1.0000
Container No. 4
Specimen Diameter (in.)

0.9997
634.1
EXPANSION INDEX of SOILS
ASTM D 4829
**
Carmax Geo
10791.002
LB-32
B-1
Silty, Clayey Sand (SC-SM), reddish brown.

Wt. Comp. Soil + Mold (gm.)
190.7

2.70 Wt. of Mold (gm.)
Specific Gravity (Assumed)
Specimen Height (in.)
100.0

4.01 2.70
3542.3

0.0 616.6
3542.3

0.0 Before Test After Test
Wet Wt. of Soil + Cont. (gm.)
4 0.410
Dry Density (pcf)
Wet Density (pcf)

1.0 Total Porosity
9/3/14
119.5
Moisture Content (%)
Date
12:15
Void Ratio
Pore Volume (cc)
Degree of Saturation (%) [ S meas]
Time
9/4/14 5:00

1.0 1.0
9/3/14 12:25 1.0
Expansion Index ( Report ) = Nearest Whole Number or Zero (0) if Initial Height is > than Final Height 0 Add Distilled Water to the Specimen
Wt. of Container (gm.)
119.4

0.5000
10 0.4999

SPECIMEN INUNDATION
9/4/14 0.4997
0 935
Expansion Index (EI meas) = ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 4:00
995 0.4997
-0.2

R-VALUE TEST RESULTS
CT 301
Project Name: Date: 9/2/14
Project Number: 10791.002 Technician: MRV
Boring Number: LB-11 Depth (ft.): 5.0 - 10.0
Sample Number: B-1 Sample Location:

Sample Description: Silty Sand with Trace Gravel (SM), brown.

TEST SPECIMEN A B C
MOISTURE AT COMPACTION % 8.3 9.9 11.4
HEIGHT OF SAMPLE, Inches 2.54 2.56 2.62
DRY DENSITY, pcf 131.0 130.1 124.4
COMPACTOR AIR PRESSURE, psi 175 105 25
EXUDATION PRESSURE, psi 438 326 167
EXPANSION, Inches x 10exp-4 12 0 0
STABILITY Ph 2,000 lbs (160 psi) 100 118 150
TURNS DISPLACEMENT 3.62 3.91 4.31
R-VALUE UNCORRECTED 29 19 4
R-VALUE CORRECTED 29 20 5
DESIGN CALCULATION DATA a b c
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 1.13 1.28 1.52
EXPANSION PRESSURE THICKNESS, ft. 0.45 0.00 0.00

EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION: 38
R-VALUE BY EXUDATION: 18
EQUILIBRIUM R-VALUE: 18
Rev. 08-04
Carmax Geo
**

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 COVER THICKNESS BY EXPANSION in feet

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
COVER THICKNESS BY STABILOMETER in
feet
0 10
20 30
40 50
60 70
80 90
800 700 600 500 400 300 200 100 0

R-VALUE
EXUDATION PRESSURE (psi)

R-VALUE TEST RESULTS
CT 301
Project Name: Date: 9/3/14
Project Number: 10791.002 Technician: MRV
Boring Number: LB-32 Depth (ft.): 5.0 - 10.0
Sample Number: B-1 Sample Location:

Sample Description: Silty Clayey Sand (SC-SM), reddish brown.

TEST SPECIMEN A B C
MOISTURE AT COMPACTION % 9.1 10.1 11.2
HEIGHT OF SAMPLE, Inches 2.47 2.61 2.56
DRY DENSITY, pcf 131.5 127.2 124.8
COMPACTOR AIR PRESSURE, psi 150 75 25
EXUDATION PRESSURE, psi 597 375 229
EXPANSION, Inches x 10exp-4 35 0 0
STABILITY Ph 2,000 lbs (160 psi) 106 125 147
TURNS DISPLACEMENT 3.35 3.91 4.03
R-VALUE UNCORRECTED 28 15 5
R-VALUE CORRECTED 28 16 5
DESIGN CALCULATION DATA a b c
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 1.16 1.34 1.52
EXPANSION PRESSURE THICKNESS, ft. 1.32 0.00 0.00

EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION: 25
R-VALUE BY EXUDATION: 11
EQUILIBRIUM R-VALUE: 11
Rev. 08-04
Carmax Geo
**

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 COVER THICKNESS BY EXPANSION in feet

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
COVER THICKNESS BY STABILOMETER in
feet
0 10
20 30
40 50
60 70
80 90
800 700 600 500 400 300 200 100 0

R-VALUE
EXUDATION PRESSURE (psi)
Geotechnical Exploration Report 10791.002
Proposed CarMax Automotive Dealership October 3, 2014

APPENDIX C
2013 CBC SEISMIC PARAMETERS & PAVEMENT DESIGN CALCULATIONS Design Maps Summary Report
IIUSGS Design Maps Summary Report
User-Specified Input
Report Title CarMax Murrieta
Man August 18, 2014 20:27 :05 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.55249°N, 117.18971 °W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category 1/II/III
f== l-----, 2mi '-----==-----' 5000m
mapquest
USGS-Provided Output
Ss = 2.060 g
51= 0.840 g
Me<;,=J de ,Ia
Punta
9 SMs = 2.060 g
SM1 = 1.260 g
®204.2 ~
Sos = 1.373 g
So1 = 0.840 g

For information on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. -;,
II
Ill
MCE" Response Spectrum

2.10 l.B~

1. ~B

1. 47

1. 2(;

1. 05

0. 94
~3

0. 42

0. 21

0. 00 -l---l--+--+--+--+--+--+-+------1f------1 0. 00 0. 20 0.40 O.GO O.SO 1.00 1.20 1.40 l.GO 1.80 2. 00 Period, T (sec)
iii
Ill
Ill
For PGAM, TL, c.s, and c., values, please view the detajled reoort.

Design Response Spectrum

1. 40

1.2(;

1.12 0.98

0.84 0. 70
0,5(;

0.42 0.29

0.14 0.00 +---1---1- +---t--+-~1--+--+--t---i

0. 00 0.20 0.40 O. tiO O.BO 1.00 L 20 1. 40 l. tiO l.BO 2.00 Period, T (sec)
http://ehp3-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 8/18/2014 Design Maps Summary Report Page 2 of2
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein . This tool is not a substitute for technical subject-matter knowledge. http:/ /ehp3-earthquake. wr. usgs.gov/designmaps/us/ summary .php ?template=minimal&latit... 8/18/2014 Design Maps Detailed Report
EIJSGS Design Maps Detailed Report
ASCE 7-10 Standard (33.55249°N, 117.18971°W)
Site Class D -"Stiff Soil", Risk Category I/II/III
Section 11.4.1 - Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and

1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.

Adjustments for other Site Classes are made, as needed, in Section 11.4.3.

From Figure 22-1 [lJ Ss = 2.060 g
From Figure 22-2 £
21 51= 0.840 g
Section 11.4.2- Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20.

Table 20.3-1 Site Classification
Site Class Nor Nch - Vs Su
A. Hard Rock >5,000 ft/S N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf

Any profile with more than 10 ft of soil having the characteristics :
--- F. Soils requiring site response
analysis in accordance with Section

21.1 • Plasticity index PI> 20,
• Moisture content w <::: 40%, and
• Undrained shear strength Su < 500 psf
See Section 20.3.1
For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m 2
http://ehp3-earthquake.wr.usgs.gov/designmaps/us/report.php?template=minimal&latitude... 8/18/2014 Design Maps Detailed Report Page 2 of6
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake C.M.~S.I!) Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient F.

Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss :::; 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ~ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
c 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4. 7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 2.060 g, F. = 1.000
Table 11.4-2: Site Coefficient F.

Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period 51:::; 0.10 51= 0.20 51= 0.30 51 = 0.40 51~ 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
c 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4. 7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S1 For Site Class= D and 5 1 = 0.840 g, F.= 1.500
http:/ /ehp3 -earthquake. wr. usgs. gov /designmaps/us/report. php ?template=minimal&latitude... 8/18/2014 Design Maps Detailed Report
Equation {11.4-1): SMs = F.Ss = 1.000 X 2.060 = 2.060 g Equation (11.4-2): SMl = fvSl = 1.500 X 0.840 = 1.260 Q Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): Sos =% SMs =%X 2.060 = 1.373 g
Equation {11.4-4): So1 = % SMl =%X 1.260 = 0.840 g
Section 11.4.5- Design Response Spectrum
From Figure 22-12 [lJ TL = 8 seconds
II
Ill
c
0 'i
..

Ill
'ii
lol
lol
<
Ill
111
c
0 ~
111
Ill
a:
iii
-a
Ill
~
Ill
Figure 11.4- 1: Design Response Spectrum
Scr-, = 1.373
s~ 1 = o.a4o
Ta = 0.122 T, = 0.612 1.000
T < T0 : s. = 506 ( 0.4 + 0.6 T I T0 )
T0 ::!iT::!i T8 : s. =S08
TB < T ::!i TL: s. =so,/ T
Period, T (sec)

http:/ /ehp3-earthquake. wr.usgs.gov/designmaps/us/report.php?template=minimal&latitude... 8/18/2014 Design Maps Detailed Report Page 4 of6
Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum
The MCE. Response Spectrum is determined by multiplying the design response spectrum above by

1.5. Ill
til
c
0 i
..

Ill
'i
s"'S = 2.060
~ 5,.1=1.260 - -----------
<
.,
Ill
c
0 II.

Ill
Ill
a:
ii
..
t
Ill
II.
til
Ts = 0. 612 1. 000
Period, T (sec)
http:/ /ehp3-earthquake. wr. usgs.gov I designmaps/us/report. php ?template=minimal&latitude... 8/18/2014 Design Maps Detailed Report Page 5 of6
Section 11.8.3 -Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F
From Figure 22-7 [
41 PGA = 0.837
Equation (11.8-1): PGAM = FPGAPGA = 1.000 X 0.837 = 0.837 g Table 11.8-1: Site Coefficient F PGA
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class
PGA:::; PGA = PGA = PGA = PGA ~

0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
c 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4. 7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA For Site Class= D and PGA = 0.837 g, FPGA = 1.000
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design)
From Figure 22-17 tsJ CRs = 0.902
From Figure 22-18 teJ C Rl = 0.886
http:/ /ehp3-earthquake. wr. usgs. gov/ designmaps/us/report.php ?template=minimal&latitude... 8/18/20 14 Design Maps Detailed Report
Section 11.6 - Seismic Design Category
Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter

RISK CATEGORY
VALUE OF Sos
I or II III IV
Sos < 0.167g A A A

0.167g S Sos < 0.33g B B c

0.33g S Sos < O.SOg c c D
O.SOg S Sos D D D
For Risk Category= I and Sos = 1.373 g, Seismic Design Category= D Table 11 6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter

RISK CATEGORY
VALUE OF Sol
I or II III IV
Sol< 0.067g A A A

0.067g S Sol < 0.133g B B c

0.133g S So1 < 0.20g c c D

0.20g S Sol D D D
For Risk Category = I and S0 , = 0.840 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0. 75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above.

Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = E
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.

References

1. Figure 22-1:

http:/ /earthquake.usgs.gov /hazards/designmaps/downloads/pdfs/20 10_ASCE-7 _Figure_22-l.pdf

2. Figure 22-2:
http:/ /earthquake. usgs.gov /hazards/desig nmaps/down loads/pdfs/20 1 O_ASCE-7 _Figure_22-2. pdf

3. Figure 22-12: http:/ /earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 10_ASCE-7 _Figure_22-

12.pdf

4. Figure 22-7:
http:/ /earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-7. pdf

5. Figure 22-17: http:/ /earthquake.usgs.gov /hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-

17.pdf

6. Figure 22-18: http:/ /earthquake.usgs.gov /hazards/designmaps/downloads/pdfs/20 10_ASCE-7 _Figure_22-

18.pdf
http://ehp3-earthquake.wr.usgs.gov/designmaps/us/report.php?template=minimal&latitude... 8/18/2014 CaltranPVMT'2layers
Proposed CarMax Automotive Dealership Project No.:

Date:

Design Methodolgy:

DATA:

TRAFFIC INDEX TI = 6.5
NA Tac= 4 inches
GF AC (Table 608.4) GFac= 2.14
GF BASE (Table 608.4) GFba= 1.1
R-VALUE (base) Rba= 80
R-VALUE (subgrade) Rsb= 15

GRAVEL EQUIVALENT
= 1.77 feet
= 0.71 feet
GE for BASE (TOTAL - AC) 1.05 feet
Pavement Section (INCHES)
= 4.0 inches
= 11.5 inches
GE needed for total pavement section
GE=.0032(TI)(100-R)
GE for AC section (Tac*GFac/12)
AC Thickness
BASE Thickness
CALTRAN Highway Design Manual, Chapter 630, May 7, 2012 (assumed)
AC Thickness
(Class II)
(Lab Testing)

PAVEMENT DESIGN CALCULATIONS
Project Name: 10791.002
Location: Murrieta, CA 9/15/2014

CaltranPVMT'2layers
Proposed CarMax Automotive Dealership Project No.:

Date:

Design Methodolgy:

DATA:

TRAFFIC INDEX TI = 5
NA Tac= 4 inches
GF AC (Table 608.4) GFac= 2.54
GF BASE (Table 608.4) GFba= 1.1
R-VALUE (base) Rba= 80
R-VALUE (subgrade) Rsb= 15

GRAVEL EQUIVALENT
= 1.36 feet
= 0.85 feet
GE for BASE (TOTAL - AC) 0.51 feet
Pavement Section (INCHES)
= 4.0 inches
= 5.6 inches
GE needed for total pavement section
GE=.0032(TI)(100-R)
GE for AC section (Tac*GFac/12)
AC Thickness
BASE Thickness
CALTRAN Highway Design Manual, Chapter 630, May 7, 2012 (assumed)
AC Thickness
(Class II)
(Lab Testing)

PAVEMENT DESIGN CALCULATIONS
Project Name: 10791.002
Location: Murrieta, CA 9/15/2014

CaltranPVMT'2layers
Proposed CarMax Automotive Dealership Project No.:

Date:

Design Methodolgy:

DATA:

TRAFFIC INDEX TI = 4.5
NA Tac= 4 inches
GF AC (Table 608.4) GFac= 2.54
GF BASE (Table 608.4) GFba= 1.1
R-VALUE (base) Rba= 80
R-VALUE (subgrade) Rsb= 15

GRAVEL EQUIVALENT
= 1.22 feet
= 0.85 feet
GE for BASE (TOTAL - AC) 0.38 feet
Pavement Section (INCHES)
= 4.0 inches
= 4.1 inches
AC Thickness
BASE Thickness
GE for AC section (Tac*GFac/12)
10791.002
9/15/2014
CALTRAN Highway Design Manual, Chapter 630, May 7, 2012 (assumed)
(Lab Testing)
AC Thickness
(Class II)

PAVEMENT DESIGN CALCULATIONS
Project Name:

Location: Murrieta, CA
GE=.0032(TI)(100-R)
GE needed for total pavement section

Geotechnical Exploration Report 10791.002
Proposed CarMax Automotive Dealership October 3, 2014

APPENDIX D

EARTHWORK AND GRADING SPECIFICATIONS
D-1

A P P E N D I X D

E A R T H W O R K A N D G R A D I N G S P E C I F I C A T I O N S

T A B L E O F C O N T E N T S
Section Page
D-1.0 GENERAL ....................................................................................................................................................2 D-1.1 INTENT .......................................................................................................................................................2 D-1.2 ROLE OF LEIGHTON CONSULTING, INC. .......................................................................................................2 D-1.3 THE EARTHWORK CONTRACTOR ................................................................................................................2 D-2.0 PREPARATION OF AREAS TO BE FILLED.........................................................................................3 D-2.1 CLEARING AND GRUBBING .........................................................................................................................3 D-2.2 PROCESSING ...............................................................................................................................................3 D-2.3 OVEREXCAVATION .....................................................................................................................................4 D-2.4 BENCHING ..................................................................................................................................................4 D-2.5 EVALUATION/ACCEPTANCE OF FILL AREAS................................................................................................4 D-3.0 FILL MATERIAL .......................................................................................................................................4 D-3.1 FILL QUALITY .............................................................................................................................................4 D-3.2 OVERSIZE ...................................................................................................................................................4 D-3.3 IMPORT.......................................................................................................................................................5 D-4.0 FILL PLACEMENT AND COMPACTION .............................................................................................5 D-4.1 FILL LAYERS...............................................................................................................................................5 D-4.2 FILL MOISTURE CONDITIONING ..................................................................................................................5 D-4.3 COMPACTION OF FILL ................................................................................................................................. 5 D-4.4 COMPACTION OF FILL SLOPES.....................................................................................................................6 D-4.5 COMPACTION TESTING ...............................................................................................................................6 D-4.6 COMPACTION TEST LOCATIONS..................................................................................................................6 D-5.0 EXCAVATION ............................................................................................................................................6 D-6.0 TRENCH BACKFILLS ..............................................................................................................................6 D-6.1 SAFETY.......................................................................................................................................................6 D-6.2 BEDDING AND BACKFILL ............................................................................................................................6 D-6.3 LIFT THICKNESS .........................................................................................................................................7

S T A N D A R D D E T A I L S
A - Keying and Benching Rear of Text
B - Oversize Rock Disposal Rear of Text
D - Buttress or Replacement Fill Subdrains Rear of Text E - Transition Lot Fills and Side Hill Fills Rear of Text Retaining Wall Rear of Text
Leighton Consulting, Inc. Earthwork and Grading Guide Specifications D-2
D - 1 . 0 G E N E R A L
D-1.1 Intent
These Earthwork and Grading Guide Specifications are for grading and earthwork shown on the current, approved grading plan(s) and/or indicated in the Leighton Consulting, Inc. geotechnical report(s). These Guide Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the project-specific recommendations in the geotechnical report shall supersede these Guide Specifications. Leighton Consulting, Inc. shall provide geotechnical observation and testing during earthwork and grading. Based on these observations and tests, Leighton Consulting, Inc. may provide new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s).

D-1.2 Role of Leighton Consulting, Inc.

Prior to commencement of earthwork and grading, Leighton Consulting, Inc. shall meet with the earthwork contractor to review the earthwork contractor’s work plan, to schedule sufficient personnel to perform the appropriate level of observation, mapping and compaction testing.

During earthwork and grading, Leighton Consulting, Inc. shall observe, map, and document subsurface exposures to verify geotechnical design assumptions. If observed conditions are found to be significantly different than the interpreted assumptions during the design phase, Leighton Consulting, Inc. shall inform the owner, recommend appropriate changes in design to accommodate these observed conditions, and notify the review agency where required.

Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include (1) natural ground after clearing to receiving fill but before fill is placed, (2) bottoms of all "remedial removal" areas, (3) all key bottoms, and (4) benches made on sloping ground to receive fill.

Leighton Consulting, Inc. shall observe moisture-conditioning and processing of the subgrade and fill materials, and perform relative compaction testing of fill to determine the attained relative compaction. Leighton Consulting, Inc. shall provide Daily Field Reports to the owner and the Contractor on a routine and frequent basis.

D-1.3 The Earthwork Contractor
The earthwork contractor (Contractor) shall be qualified, experienced and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Guide Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing grading and backfilling in accordance with the current, approved plans and specifications.

Leighton Consulting, Inc. Earthwork and Grading Guide Specifications D-3
The Contractor shall inform the owner and Leighton Consulting, Inc. of changes in work schedules at least one working day in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that Leighton Consulting, Inc. is aware of all grading operations.

The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish earthwork and grading in accordance with the applicable grading codes and agency ordinances, these Guide Specifications, and recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of Leighton Consulting, Inc., unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifications, Leighton Consulting, Inc. shall reject the work and may recommend to the owner that earthwork and grading be stopped until unsatisfactory condition(s) are rectified.

D - 2 . 0 P R E P A R A T I O N O F A R E A S T O B E F I L L E D D-2.1 Clearing and Grubbing
Vegetation, such as brush, grass, roots and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies and Leighton Consulting, Inc.. Care should be taken not to encroach upon or otherwise damage native and/or historic trees designated by the Owner or appropriate agencies to remain.

Pavements, flatwork or other construction should not extend under the “drip line” of designated trees to remain.

Leighton Consulting, Inc. shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 3 percent of organic materials (by dry weight: ASTM D 2974-00). Nesting of the organic materials shall not be allowed.

If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed.

D-2.2 Processing
Existing ground that has been declared satisfactory for support of fill, by Leighton Consulting, Inc., shall be scarified to a minimum depth of 6 inches (15 cm). Existing ground that is not satisfactory shall be overexcavated as specified in the following Section D-2.3. Scarification Leighton Consulting, Inc. Earthwork and Grading Guide Specifications D-4
shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction.

D-2.3 Overexcavation
In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by Leighton Consulting, Inc. during grading. All undocumented fill soils under proposed structure footprints should be excavated
D-2.4 Benching
Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), (>20 percent grade) the ground shall be stepped or benched. The lowest bench or key shall be a minimum of 15 feet (4.5 m) wide and at least 2 feet (0.6 m) deep, into competent material as evaluated by Leighton Consulting, Inc.. Other benches shall be excavated a minimum height of 4 feet (1.2 m) into competent material or as otherwise recommended by Leighton Consulting, Inc..

Fill placed on ground sloping flatter than 5:1 (horizontal to vertical units), (<20 percent grade) shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill.

D-2.5 Evaluation/Acceptance of Fill Areas
All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by Leighton Consulting, Inc. as suitable to receive fill. The Contractor shall obtain a written acceptance (Daily Field Report) from Leighton Consulting, Inc. prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches.

D - 3 . 0 F I L L M A T E R I A L
D-3.1 Fill Quality
Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by Leighton Consulting, Inc. prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to Leighton Consulting, Inc. or mixed with other soils to achieve satisfactory fill material.

D-3.2 Oversize
Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 6 inches (15 cm), shall not be buried or placed in fill unless location, materials and placement methods are specifically accepted by Leighton Consulting, Inc.. Placement operations Leighton Consulting, Inc. Earthwork and Grading Guide Specifications D-5
shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet (3 m) measured vertically from finish grade, or within 2 feet (0.61 m) of future utilities or underground construction.

D-3.3 Import
If importing of fill material is required for grading, proposed import material shall meet the requirements of Section D-3.1, and be free of hazardous materials (“contaminants”) and rock larger than 3-inches (8 cm) in largest dimension. All import soils shall have an Expansion Index (EI) of 20 or less and a sulfate content no greater than () 500 parts-per-million (ppm). A representative sample of a potential import source shall be given to Leighton Consulting, Inc. at least four full working days before importing begins, so that suitability of this import material can be determined and appropriate tests performed.

D - 4 . 0 F I L L P L A C E M E N T A N D C O M P A C T I O N D-4.1 Fill Layers
Approved fill material shall be placed in areas prepared to receive fill, as described in Section D2.0, above, in near-horizontal layers not exceeding 8 inches (20 cm) in loose thickness. Leighton Consulting, Inc. may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers, and only if the building officials with the appropriate jurisdiction approve. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.

D-4.2 Fill Moisture Conditioning
Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM) Test Method D 1557.

D-4.3 Compaction of Fill
After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density as determined by ASTM Test Method D 1557. For fills thicker than 15 feet (4.5 m), the portion of the fill deeper than 15 feet below proposed finish grade shall be compacted to 95 percent of the ASTM D 1557 laboratory maximum density. Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity.

Leighton Consulting, Inc. Earthwork and Grading Guide Specifications D-6
D-4.4 Compaction of Fill Slopes
In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet (1 to

1.2 m) in fill elevation, or by other methods producing satisfactory results acceptable to Leighton Consulting, Inc.. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of the ASTM D 1557 laboratory maximum density.

D-4.5 Compaction Testing
Field-tests for moisture content and relative compaction of the fill soils shall be performed by Leighton Consulting, Inc.. Location and frequency of tests shall be at our field representative(s) discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).

D-4.6 Compaction Test Locations
Leighton Consulting, Inc. shall document the approximate elevation and horizontal coordinates of each density test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that Leighton Consulting, Inc. can determine the test locations with sufficient accuracy. Adequate grade stakes shall be provided.

D - 5 . 0 E X C A V A T I O N
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by Leighton Consulting, Inc. during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by Leighton Consulting, Inc. based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by Leighton Consulting, Inc. prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by Leighton Consulting, Inc..

D - 6 . 0 T R E N C H B A C K F I L L S
D-6.1 Safety
The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. Work should be performed in accordance with Article 6 of the California Construction Safety Orders, 2003 Edition or more current.

D-6.2 Bedding and Backfill
All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall Leighton Consulting, Inc. Earthwork and Grading Guide Specifications D-7
have a Sand Equivalent greater than 30 (SE>30). Bedding shall be placed to 1-foot (0.3 m) over the top of the conduit, and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction (ASTM D 1557) from 1 foot (0.3 m) above the top of the conduit to the surface. Jetting of the bedding around the conduits shall be observed by Leighton Consulting, Inc. and backfill above the pipe zone (bedding) shall be observed and tested by Leighton Consulting, Inc..

D-6.3 Lift Thickness
Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to Leighton Consulting, Inc. that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method, and only if the building officials with the appropriate jurisdiction approve.

All. SLOPE
PROJECTED PLANE 1: 1
(HORIZONTAL: VERTICAL)

MAXIMUM FROM TOE

OF SLOPE TO

APPROVED GROUND

EXISTING

GROUND SURFACE
Rll. -ovet-cur SLOPE
CUT -ovER-ALl. SLOPE

PROJECTED PLANE
1 TO 1 MAXIMUM

FROM TOE OF SLOPE

TO APPROVED GROUND

KEYING AND BENCHING
REMOVE

UNSUITABLE

MATERIAL
REMOVE

UNSUITABLE

MATERIAL

UT FACE SHALL BE

CONSTRUCTED PRIOR

TO FILL PLACEMENT

BENCHING SHALL BE DONE WHEN SLOPE'S
ANGLE IS EQUAL TO OR GREATER THAN 5: 1.

MINIMUM BENCH HEIGHT SHALL BE 4 FEET
AND MINIMUM FILL WIDTH SHALL BE 9 FEET.

GENERAL EARTHWORK AND GRADING

SPECIFICATIONS
STANDARD DETAILS A Leighton

FINISH GRADE
_____________ - - - - - - "10'- - - - - - - - - - - - COMPACTED FILl_ - - - - - - - - - - - - - - MIN.- - - - - - - - - - - - - - -
------~---------------~-- - --=-=-=-=-=-=-=-=-~-=-=-=-=-=-=-=-=-=-=-=-=-=-=-= _____ ----------- - --=-=-=-=-=~=n-=-=-=-=-=-~0.-=-=-=-=-=-=-="--.J--~ ?--/_------ ______________________ ------------- - ------------------_ _- -_-_-_-_-_-_ ---~----=-~=-7)---_-_-_-_-_-~_-_-_-_- - -_-_-_-_-,C_-_-_\Jo----~-~----_-_-_-_---:J-_/o----_- _-_-_~~~~----/----_-_-_-_-_-_-_ -, . _-:_-!-:----~.~N~--~t.-------- _____ -~ _____ - - - - - 4 MIN. - - - - - - - - -_-_-_-_-_-_-_ ----y-~-------------- ----~---_-_-_-_-_-/\~----_-_-_-_-_-_-_-_- -------- ------- -- ------ ~-....,r--_---------- _-_-_-_-_--7-----_-_-_- _- -_-_-_-_-__ -_-_-_-_-_-_-_-_-_-- - - - 7 - - - - - - - - OVERSIZE - - - - - - - - - - --------_-_-_-_-_-_-_-_-_-WINDROW·_-_-_-_---.
~-~--------------
• Oversize rock is larger than 8 inches
in largest dimension.
• Backfill with approved soil jetted or
flooded in place to fill all the voids.
• Do not bury rock within 10 feet of
finish grade.
• Windrow of buried rock shall be
parallel to the finished slope face.

PROFILE ALONG WINDROW
-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=--:A~ := --:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:=-:= -~ ~-:=-:=-:=-:=-:=-:=-:=-:=--:=-:=-:=-:=-:=-:=-:=-:=-A'~:=-_-:=-:=-:=-:=-:=-:=-:=-:=-:=-~----_-_-_-

JETTED OR FLOODED

APPROVED SOIL
~
f
.li
i ~--------------------~--------------~--------~!

OVERSIZE ROCK DISPOSAL

GENERAL EARTHWORK AND GRADING

SPEOFICATIONS
STANDARD DETAILS B Leighton
I
E
i
I L_------------------------------------~~------------------------~L-------------------~~ 1'±

OUTLET PIPES
4"+ NON-PERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY
30' MAX. O.C. VERTICALLY
------------------
------------------- ------------------ - ---------------2% MIN.~------ --- I ,15' MIN; I

BACK CUT
SUBDRAIN ALTERNATE B =?J -----======~~~~==========-=--== 0 KEY DEPTH I . K~· ~~~TH I
2' MIN.

SUBDRAIN ALTERNATE A
CAL TRANS QASS 2
FILTER MATERIAL (3FT.3/FT)
H:ONNECTION FROM

COUECTION PIPE TO OUTLET PIPE
POSmvE SEAL SHOULD BE PROVIDED----...

AT THE JOINT
3/4" ROO< (3FT31Ffl------

WRAPPED IN FILTER
• SUBDRAIN INSTALLATION - Subdrain collector pipe shall be installed with perforations down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non-perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot. Perforation shall •
be 1/4" to 1/2" if drilled holes are used. All subdrain pipes shall have a gradient at least 2% towards the outlet.
~ SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, ASTM D1527 (Schedule 40) or SDR 23.5 ABS pipe ! or ASTM D3034 (Schedule 40) or SDR 23.5 PVC pipe. -
•
All outlet pipe shall be placed in a trench and, after fill is placed above it, rodded to verify integrity. ~ f------------r----------.----i ~

BUTTRESS OR

REPLACEMENT FILL

SUBDRAINS

GENERAL EARTHWORK AND GRADING

SPECIFICATIONS

STANDARD DETAILS D
.,
Leighton i ~---------------~---------------L---------~~ "

OVERBURDEN

OR UNSUITABLE

MATERIAL

CUT-FILL TRANSITION LOT OVEREXCAVATION
---- ----
REMOVE
UNSUITABLE\_
GROUND \...-
___..
---- ----
----
----

SIDE HILL FILL FOR CUT PAD NATIJRAL
GROUND~ .....-

OVEREXCAVATE

AND RECOMPACT
{REPLACEMENT FILL)
.....-
---- ---- /
/ FINISHED QJT PAD
/
L...:::::::~~..-U<------- SEE STANDARD DETAIL FOR SUBDRAINS ~' Ml~. •I WHEN REQUIRED BY GEOTR:HNICAL CONSULTANT
~ UNWEATHERED BEDROCK OR MATERIAL APPROVED
BY THE GEOTR:HNICAL CONSULTANT
~
t
..Ill
~ :8
~------------------------------------~~------------------------~~------------------~1

TRANSITION LOT FILLS

AND SIDE HILL FILLS

GENERAL EARTHWORK AND GRADING

SPEOFICATIONS
STANDARD DETAILS E Leighton
I
E
i
I ~------------------------------------~~------------------------~~------------------~~ SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF ~0 OPTION 1: PIPE SURROUNDED WITH
CLASS 2 PERMEABLE MATERIAL OPTION 2: GRAVEL WRAPPED

IN FILTER FABRIC
. LEVEL OR
SLOPE
GENERAL NOTES:

SLOPE

OR LEVEL
12" MINIMUM
CLASS 2 PERMEABLE

FILTER MATERIAL
(SEE GRADATION)
4 INCH DIAMETER

PERFORATED PIPE
(SEE NOTE 3)
WATERPROOFING ----+--1
(SEE GENERAL NOTES)
Class 2 Filter Permeable Material Gradation
Per caltrans Specifications
Sieve Size Percent Passing
1" 100
3/4" 90-100
3/8" 40-100
No.4 25-40
No.8 18-33
No. 30 5-15
No. so 0-7
No. 200 D-3
* Waterproofing should be provided where moisture nuisance problem through the wall is undesirable. * Water proofing of the walls is not under purview of the geotechnical engineer * All drains should have a gradient of 1 percent minimum SLOPE

OR LEVEL
Fll TER FABRIC
(SEE NOTE4)
*Outlet portion of the subdrain should have a 4-inch diameter solid pipe discharged into a suitable disposal area designed by the project engineer. The subdrain pipe should be accessible for maintenance (rodding) *Other subdrain backfill options are subject to the review by the geotechnical engineer and modification of design parameters.

Notes:
1) Sand should have a sand equivalent of 30 or greater and may be densified by water jetting. 2) 1 Cu. ft. per ft. of 1/+ to 1 1/2-inch size gravel wrapped in filter fabric 3) Pipe type should be ASTM 01527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or ASTM 01785 Polyvinyl Chloride plastic (PVC), Schedule 40, Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. Perforations should be 3/8 inch in diameter placed at the ends of a 120-degree arc in two rows at 3-inch on center (staggered) 4) Filter fabric should be Mirafi 140NC or approved equivalent. 5) Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals. If exposure is permitted, weepholes should be located 12 inches above finished grade. If exposure is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk to be discharged through the curb face or equivalent should be provided. For a basement-type wall, a proper subdrain outlet system should be provided.
6) Retaining wall plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet in height are subject to a special review by the geotechnical engineer and modifications to the above requirements.

RETAINING WALL BACKFILL AND SUBDRAIN DETAIL
FOR WALLS 6 FEET OR LESS IN HEIGHT
WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <50 Leighton Figure
Geotechnical Exploration Report 10791.002
Proposed CarMax Automotive Dealership October 3, 2014

APPENDIX E

ASFE - IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT Important Information About Your
Geotechnical Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

The following information is provided to help you manage your risks.

Geotechnical Services Are Performed lor
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one -not even you -should apply the report for any purpose or project except the one originally contemplated.

Read the Full Report
Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary.

Do not read selected elements only.

A Geotechnical Engineering Report Is Based on
A Unique- Set ol Project-Specific Factors
Geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.

Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the proposed structure,
• composition of the design team, or
• project ownership.

As a general rule, always inform your geotechnical engineer of project changes-even minor ones-and request an assessment of their impact.

Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed.

Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems.

Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ-sometimes significantlyfrom those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions.

A Report's Recommendations Are 11/ot Final
Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation.

A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation.

Do Not Redraw the Engineer•s Logs
Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings.

Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk.

Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions.

Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely Ask questions. Your geotechnical engineer should respond fully and frankly.

Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else.

Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a number of mold prevention strategies focus on keeping building surfaces dry.

While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services performed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold prevention. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved.

Rely, on Your ASH-Member Geotechncial
Engmeer lor Additional Assistance
Membership in ASFE/THE BEST PEOPLE ON EARTH exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information.

ASFE

THE BEST PEOPLE ON EARTH
8811 Colesville Road/Suite G1 06, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017
e-mail: [email protected] www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation.

IIGER08041.0MRP
Water Quality Management Plan (WQMP)
CarMax Automotive Dealership ‐ Murrieta
‐ 45 ‐
Appendix 4:  Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use Water Quality Management Plan (WQMP)
CarMax Automotive Dealership ‐ Murrieta
‐ 46 ‐
Appendix 5:  LID Infeasibility
LID Technical Infeasibility Analysis
Water Quality Management Plan (WQMP)
CarMax Automotive Dealership ‐ Murrieta
‐ 47 ‐
Appendix 6:  BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

3.5 Bioretention Facility
Description
Bioretention Facilities are shallow, vegetated basins underlain by an engineered soil media.

Healthy plant and biological activity in the root zone maintain and renew the macro‐pore space in the soil and maximize plant uptake of pollutants and runoff. This keeps the Best Management Practice (BMP) from becoming clogged and allows more of the soil column to function as both a sponge (retaining water) and a highly effective and self‐maintaining biofilter.

In most cases, the bottom of a Bioretention Facility is unlined, which also provides an opportunity for infiltration to the extent the underlying onsite soil can accommodate. When the infiltration rate of the underlying soil is exceeded, fully biotreated flows are discharged via underdrains. Bioretention Facilities therefore will inherently achieve the maximum feasible level of infiltration and evapotranspiration and achieve the minimum feasible (but highly biotreated) discharge to the storm drain system.

Siting Considerations
These facilities work best when they are designed in a relatively level area. Unlike other BMPs, Bioretention Facilities can be used in smaller landscaped spaces on the site, such as:
 Parking islands
 Medians
 Site entrances
Landscaped areas on the site (such as may otherwise be required through minimum landscaping ordinances), can often be designed as Bioretention Facilities. This can be accomplished by:
 Depressing landscaped areas below adjacent impervious surfaces, rather than elevating those areas
 Grading the site to direct runoff from those impervious surfaces into the Bioretention Facility, rather than away from the landscaping
 Sizing and designing the depressed landscaped area as a Bioretention Facility as described in this Fact Sheet
Type of BMP LID – Bioretention
Treatment Mechanisms Infiltration, Evapotranspiration, Evaporation, Biofiltration Maximum Drainage Area This BMP is intended to be integrated into a project’s landscaped area in a distributed manner. Typically, contributing drainage areas to Bioretention Facilities range from less than 1 acre to a maximum of around 10 acres.

Other Names Rain Garden, Bioretention Cell, Bioretention Basin, Biofiltration Basin, Landscaped Filter Basin, Porous Landscape Detention
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Bioretention Facilities should however not be used downstream of areas where large amounts of sediment can clog the system. Placing a Bioretention Facility at the toe of a steep slope should also be avoided due to the potential for clogging the engineered soil media with erosion from the slope, as well as the potential for damaging the vegetation.

Design and Sizing Criteria
The recommended cross section necessary for a Bioretention Facility includes:
 Vegetated area
 18' minimum depth of engineered soil media
 12' minimum gravel layer depth with 6' perforated pipes (added flow control features such as orifice plates may be required to mitigate for HCOC conditions) While the 18‐inch minimum engineered soil media depth can be used in some cases, it is recommended to use 24 inches or a preferred 36 inches to provide an adequate root zone for the chosen plant palate. Such a design also provides for improved removal effectiveness for nutrients. The recommended ponding depth inside of a Bioretention Facility is 6 inches; measured from the flat bottom surface to the top of the water surface as shown in Figure 1.

Because this BMP is filled with an engineered soil media, pore space in the soil and gravel layer is assumed to provide storage volume. However, several considerations must be noted:
 Surcharge storage above the soil surface (6 inches) is important to assure that design flows do not bypass the BMP when runoff exceeds the soil’s absorption rate.  In cases where the Bioretention Facility contains engineered soil media deeper than 36 inches, the pore space within the engineered soil media can only be counted to the 36‐ inch depth.
 A maximum of 30 percent pore space can be used for the soil media whereas a maximum of 40 percent pore space can be use for the gravel layer.

Figure 1: Standard Layout for a Bioretention Facility

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Engineered Soil Media Requirements
The engineered soil media shall be comprised of 85 percent mineral component and 15 percent organic component, by volume, drum mixed prior to placement. The mineral component shall be a Class A sandy loam topsoil that meets the range specified in Table 1 below. The organic component shall be nitrogen stabilized compost1, such that nitrogen does not leach from the media.

Table 1: Mineral Component Range Requirements
Percent Range Component
70‐80 Sand
15‐20 Silt
5‐10 Clay
The trip ticket, or certificate of compliance, shall be made available to the inspector to prove the engineered mix meets this specification.

Vegetation Requirements
Vegetative cover is important to minimize erosion and ensure that treatment occurs in the Bioretention Facility. The area should be designed for at least 70 percent mature coverage throughout the Bioretention Facility. To prevent the BMP from being used as walkways, Bioretention Facilities shall be planted with a combination of small trees, densely planted shrubs, and natural grasses. Grasses shall be native or ornamental; preferably ones that do not need to be mowed. The application of fertilizers and pesticides should be minimal. To maintain oxygen levels for the vegetation and promote biodegradation, it is important that vegetation not be completely submerged for any extended period of time. Therefore, a maximum of 6 inches of ponded water shall be used in the design to ensure that plants within the Bioretention Facility remain healthy.

A 2 to 3‐inch layer of standard shredded aged hardwood mulch shall be placed as the top layer inside the Bioretention Facility. The 6‐inch ponding depth shown in Figure 1 above shall be measured from the top surface of the 2 to 3‐inch mulch layer.

Curb Cuts
To allow water to flow into the Bioretention Facility, 1‐foot‐wide (minimum) curb cuts should be placed approximately every 10 feet around the perimeter of the Bioretention Facility. Figure 2 shows a curb cut in a Bioretention Facility. Curb cut flow lines must be at or above the VBMP water surface level.

1 For more information on compost, visit the US Composting Council website at: http://compostingcouncil.org/

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Figure 2: Curb Cut located in a Bioretention Facility
To reduce erosion, a gravel pad shall be placed
at each inlet point to the Bioretention Facility.

The gravel should be 1‐ to 1.5‐inch diameter in
size. The gravel should overlap the curb cut
opening a minimum of 6 inches. The gravel pad
inside the Bioretention Facility should be flush
with the finished surface at the curb cut and
extend to the bottom of the slope.

In addition, place an apron of stone or concrete,
a foot square or larger, inside each inlet to
prevent vegetation from growing up and
blocking the inlet.  See Figure 3.

Terracing the Landscaped Filter Basin
It is recommended that Bioretention Facilities be level. In the event the facility site slopes and lacks proper design, water would fill the lowest point of the BMP and then discharge from the basin without being treated. To ensure that the water will be held within the Bioretention Facility on sloped sites, the BMP must be terraced with nonporous check dams to provide the required storage and treatment capacity.

The terraced version of this BMP shall be used on non‐flat sites with no more than a 3 percent slope. The surcharge depth cannot exceed 0.5 feet, and side slopes shall not exceed 4:1. Table 2 below shows the spacing of the check dams, and slopes shall be rounded up (i.e., 2.5 percent slope shall use 10' spacing for check dams).

Table 2: Check Dam Spacing
6” Check Dam Spacing
Slope Spacing
1% 25'
2% 15'
3% 10'
Figure 3: Apron located in a Bioretention Facility

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Roof Runoff
Roof downspouts may be directed towards Bioretention Facilities. However, the downspouts must discharge onto a concrete splash block to protect the Bioretention Facility from erosion.

Retaining Walls
It is recommended that Retaining Wall Type 1A, per Caltrans Standard B3‐3 or equivalent, be constructed around the entire perimeter of the Bioretention Facility. This practice will protect the sides of the Bioretention Facility from collapsing during construction and maintenance or from high service loads adjacent to the BMP. Where such service loads would not exist adjacent to the BMP, an engineered alternative may be used if signed by a licensed civil engineer.

Side Slope Requirements
Bioretention Facilities Requiring Side Slopes
The design should assure that the Bioretention Facility does not present a tripping hazard.

Bioretention Facilities proposed near pedestrian areas, such as areas parallel to parking spaces or along a walkway, must have a gentle slope to the bottom of the facility. Side slopes inside of a Bioretention Facility shall be 4:1. A typical cross section for the Bioretention Facility is shown in Figure 1.

Bioretention Facilities Not Requiring Side Slopes
Where cars park perpendicular to the Bioretention Facility, side slopes are not required. A 6‐ inch maximum drop may be used, and the Bioretention Facility must be planted with trees and shrubs to prevent pedestrian access. In this case, a curb is not placed around the Bioretention Facility,
but wheel stops shall be used to prevent vehicles from entering the Bioretention Facility, as shown in Figure 4.

Figure 4: Bioretention Facility Layout without Side Slopes

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Planter Boxes
Bioretention Facilities can also be placed above ground as planter boxes. Planter boxes must have a minimum width of 2 feet, a maximum surcharge depth of 6 inches, and no side slopes are necessary. Planter boxes must be constructed so as to ensure that the top surface of the engineered soil media will remain level. This option may be constructed of concrete, brick, stone or other stable materials that will not warp or bend. Chemically treated wood or galvanized steel, which has the ability to contaminate stormwater, should not be used. Planter boxes must be lined with an impermeable liner on all sides, including the bottom. Due to the impermeable liner, the inside bottom of the planter box shall be designed and constructed with a cross fall, directing treated flows within the subdrain layer toward the point where subdrain exits the planter box, and subdrains shall be oriented with drain holes oriented down. These provisions will help avoid excessive stagnant water within the gravel underdrain layer. Similar to the in‐ground Bioretention Facility versions, this BMP benefits from healthy plants and biological activity in the root zone. Planter boxes should be planted with appropriately selected vegetation.

Figure 5: Planter Box
Source: LA Team Effort
Overflow
An overflow route is needed in the Bioretention Facility design to bypass stored runoff from storm events larger than VBMP or in the event of facility or subdrain clogging. Overflow systems must connect to an acceptable discharge point, such as a downstream conveyance system as shown in Figure 1 and Figure 4. The inlet to the overflow structure shall be elevated inside the Bioretention Facility to be flush with the ponding surface for the design capture volume (VBMP) as shown in Figure 4. This will allow the design capture volume to be fully treated by the Bioretention Facility, and for larger events to safely be conveyed to downstream systems. The overflow inlet shall not be located in the entrance of a Bioretention Facility, as shown in Figure

6. BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Underdrain Gravel and Pipes
An underdrain gravel layer and pipes shall be provided in accordance with Appendix B – Underdrains.

Figure 6: Incorrect Placement of an Overflow Inlet.

Inspection and Maintenance Schedule
The Bioretention Facility area shall be inspected for erosion, dead vegetation, soggy soils, or standing water. The use of fertilizers and pesticides on the plants inside the Bioretention Facility should be minimized.

Schedule Activity
Ongoing
 Keep adjacent landscape areas maintained. Remove clippings from landscape maintenance activities.
 Remove trash and debris
 Replace damaged grass and/or plants
 Replace surface mulch layer as needed to maintain a 2‐3 inch soil cover.

After storm events  Inspect areas for ponding
Annually  Inspect/clean inlets and outlets
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Bioretention Facility Design Procedure
1) Enter the area tributary, AT, to the Bioretention Facility. 2) Enter the Design Volume, VBMP, determined from Section 2.1 of this Handbook. 3) Select the type of design used. There are two types of Bioretention Facility designs: the standard design used for most project sites that include side slopes, and the modified design used when the BMP is located perpendicular to the parking spaces or with planter boxes that do not use side slopes.
4) Enter the depth of the engineered soil media, dS. The minimum depth for the engineered soil media can be 18' in limited cases, but it is recommended to use 24' or a preferred 36' to provide an adequate root zone for the chosen plant palette. Engineered soil media deeper than 36' will only get credit for the pore space in the first 36'. 5) Enter the top width of the Bioretention Facility.
6) Calculate the total effective depth, dE, within the Bioretention Facility. The maximum allowable pore space of the soil media is 30% while the maximum allowable pore space for the gravel layer is 40%.  Gravel layer deeper than 12' will only get credit for the pore space in the first 12'.
a. For the design with side slopes the following equation shall be used to determine the total effective depth. Where, dP is the depth of ponding within the basin. d୉ሺftሻ ൌ 0.3 ൈ ቂ൫w୘ሺftሻ ൈdୗሺftሻ൯ ൅ 4൫d୔ሺftሻ൯
ଶ
ቃ ൅ 0.4 ൈ 1ሺftሻ ൅d୔ሺftሻൣ4d୔ሺftሻ ൅ ൫w୘ሺftሻ െ 8d୔ሺftሻ൯൧ w୘ሺftሻ
This above equation can be simplified if the maximum ponding depth of 0.5’ is used. The equation below is used on the worksheet to find the minimum area required for the Bioretention Facility:
d୉ሺftሻ ൌ ሺ0.3 ൈ dୗሺftሻ ൅ 0.4 x 1ሺftሻሻ െቆ0.7 ሺftଶሻ
w୘ሺftሻ ቇ ൅ 0.5ሺftሻ
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

b. For the design without side slopes the following equation shall be used to determine the total effective depth:
d୉ሺftሻ ൌd୔ሺftሻ ൅ ሾሺ0.3ሻ ൈdୗሺftሻ ൅ ሺ0.4ሻ ൈ 1ሺftሻሿ
The equation below, using the maximum ponding depth of 0.5', is used on the worksheet to find the minimum area required for the Bioretention Facility:
d୉ሺftሻ ൌ 0.5 ሺftሻ ൅ ሾሺ0.3ሻ ൈdୗሺftሻ ൅ ሺ0.4ሻ ൈ 1ሺftሻሿ
7) Calculate the minimum surface area, AM, required for the Bioretention Facility. This does not include the curb surrounding the Bioretention Facility or side slopes.

A୑ሺftଶሻ ൌ V୆୑୔ሺftଷሻ
d୉ ሺftሻ
8) Enter the proposed surface area.  This area shall not be less than the minimum required surface area.
9) Verify that side slopes are no steeper than 4:1 in the standard design, and are not required in the modified design.
10) Provide the diameter, minimum 6 inches, of the perforated underdrain used in the Bioretention Facility. See Appendix B for specific information regarding perforated pipes.
11) Provide the slope of the site around the Bioretention Facility, if used. The maximum slope is 3 percent for a standard design.
12) Provide the check dam spacing, if the site around the Bioretention Facility is sloped. 13) Describe the vegetation used within the Bioretention Facility.

Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

References Used to Develop this Fact Sheet
Anderson, Dale V. "Landscaped Filter Basin Soil Requirements." Riverside, May 2010.

California Department of Transportation. CalTrans Standard Plans. 15 September 2005. May 2010 <http://www.dot.ca.gov/hq/esc/oe/project_plans/HTM/stdplns‐met‐new99.htm>.

Camp Dresser and McKee Inc.; Larry Walker Associates. California Stormwater Best Management Practice Handbook for New Development and Redevelopment. California Stormwater Quality Association (CASQA), 2004.

Contra Costa Clean Water Program. Stormwater Quality Requirements for Development Applications. 3rd Edition. Contra Costa, 2006.

County of Los Angeles Public Works. Stormwater Best Management Practice Design and Maintenance Manual. Los Angeles, 2009.

Kim, Hunho, Eric A. Seagren and Allen P. Davis. "Engineered Bioretention for Removal of Nitrate from Stormwater Runoff." Water Environment Research 75.4 (2003): 355‐366.

LA Team Effort. LA Team Effort: FREE Planter Boxes for Businesses. 2 November 2009. May 2010 <http://lateameffort.blogspot.com/2009/11/free‐planter‐boxes‐for‐businesses‐est.html>.

Montgomery County Maryland Department of Permitting Services Water Resources Section.

Biofiltration (BF). Montgomery County, 2005.

Program, Ventura Countywide Stormwater Quality Management. Technical Guidance Manual for Stormwater Quality Control Measures. Ventura, 2002.

United States Environmental Protection Agency. Storm Water Technology Fact Sheet Bioretention. Washington D.C, 1999.

Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual Volume 3 ‐ Best Management Practices. Vol. 3. Denver, 2008. 3 vols.

Urbonas, Ben R. Stormwater Sand Filter Sizing and Design: A Unit Operations Approach. Denver:

Urban Drainage and Flood Control District, 2002.

Riverside County - Low Impact Development BMP Design Handbook rev. 9/2011

APPENDIX B – UNDERDRAINS
Where underdrains are specified, the following information provides guidance for underdrain requirements.

Underdrain Material Types
Underdrain pipe shall be 6-inch diameter ABS pipe or PVC pipe. ABS pipe shall meet the requirements of ASTM Designation D-2751, SDR 23.5, and PVC pipe shall meet the requirements of ASTM Designation D-2665. Perforations shall be as described in ASTM Designation C-700. It should be noted that placing the pipe such that the perforations are oriented upward may help to maximize infiltration in unlined BMP’s with underdrains. If the BMP is constructed with an impermeable liner, the perforations should be angled downward to maximize the volume of water that will be drained from the BMP.

Underdrain Connections
Pipe joints and storm drain structure connections must be adequately sealed to avoid piping conditions (water seeping through pipe or structure joints). Pipe sections shall be coupled using suitable connection rings and flanges. Field connections to storm drain structures and pipes shall be sealed with polymer grout material that is capable of adhering to surfaces. Underdrain pipe shall be capped (at structure) until completion of site construction. Underdrains connected directly to a storm drainage structure shall be non-perforated for an appropriate distance from the structure interface to avoid possible piping problems.

Underdrain Slope
Underdrains must "daylight" or connect to an existing drainage system to achieve positive flow.

All underdrains must be placed with a minimum slope of 0.5% (s = 0.005 ft/ft).

Underdrains Layout and Spacing
Typically, there are two main layouts for underdrains. One is a non-perforated central collector pipe with perforated lateral feeder pipes, the other is simply a series of longitudinal perforated pipes. Both layouts connect to a non-perforated outlet pipe before “daylighting" or connecting to an existing drainage system. The minimum spacing is shown below.

BMP Type Underdrains
Center to Center Spacing
Sand Filter Basin 20’
Extended Detention Basins (Bottom stage 500 sq ft. or greater) 20’ Extended Detention Basins (Bottom stage < 500 sq ft.) 10’ Bioretention Facility 5’
Riverside County - Low Impact Development BMP Design Handbook rev. 9/2011

Underdrain Gravel
Gravel bed materials should be used to protect an underdrain pipe and to reduce clogging potential. Placement of gravel over the underdrain must be done with care. Avoid dropping the gravel from excessive heights from a backhoe or front-end loader bucket. Spill directly over underdrain and spread manually.

Recommended construction specifications for gravel used to protect underdrains are as follows:
• AASHTO #57 stone preferred
• Geotextile fabrics should be avoided because tearing and/or plugging can dramatically affect performance. If the designer is concerned about the engineered soil media migrating into the underdrain, a 3-inch thick layer of "pea gravel" may be added to create a “choker” course.

Maintenance
Access for cleaning underdrains is required for each system. Clean-outs, with diameters equal to the underdrain, should extend 6 inches above the media and have a lockable screw cap for easy access. Cleanouts should be located for every 50 feet of lateral, at the collector drain line connection, and at any bends.

Underdrain Orifice Plate
When designing a BMP to meet Hydraulic Conditions of Concern (HCOC) criteria in addition to water quality criteria, it is sometimes necessary to install an orifice plate near the downstream end of the underdrain system. The orifice plate restricts the opening of the underdrain to mitigate flows to a specific lower flow threshold. Proper maintenance access should be provided to the orifice plate location to facilitate maintenance activities, specifically the removal of accumulated sediment and debris upstream of the orifice plate.
to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 1

6.45 0.80
Impervious surfaces

1.00 0.89

0.712
16,670
DMA Type C
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 1

6.45 Impervious Soils

1.00 0.89

5.74 DMA Type C
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 1a

0.67 0.80
Landscaping

0.15 0.14

0.112
272
DMA Type B
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 1a

0.67 Landscaping

0.15 0.14

0.014
DMA Type B
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 2

4.42 0.80
Impervious Surfaces

1.00 0.89

0.712
11,424
DMA Type D
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 1a

04.42 Impervious Surfaces

1.00 0.89

0.59 DMA Type D
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 3

2.51 0.80
Impervious Surfaces

1.00 0.89

0.712
6,487
DMA Type C
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 3

2.51 Impervious Surfaces

1.00 0.89

2.23 DMA Type C
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 3a

0.94 0.80
Landscaping

0.15 0.14

0.112
382
DMA Type B
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 3a

0.94 Landscaping

0.15 0.14

0.020
DMA Type B
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 4

9.98 0.80
Impervious Surfaces

1.00 0.89

0.712
25,794
DMA Type D
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 4

9.98 Impervious Surfaces

1.00 0.89

8.88 DMA Type D
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 5

10.41 0.80
Impervious Surfaces

1.00 0.89

0.712
26,905
DMA Type C
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 5

10.41 Impervious Surfaces

1.00 0.89

9.26 DMA Type C
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 5a

1.44 0.80
Landscaping

0.15 0.14

0.112
585
DMA Type B
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 3a

1.44 Landscaping

0.15 0.14

0.30 DMA Type B
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets to access the worksheets for the Santa Margarita Watershed If your project is not located in the Santa Margarita Watershed, Do not use these worksheets! Instead visit
www.rcflood.org/npdes/developers.aspx
To access worksheets applicable to your watershed
Use the tabs across the bottom
Santa Margarita Watershed
VBMP and QBMP worksheets
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Margarita Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
Date
Enter the Area Tributary to this Feature AT = acres
Site Location Township
Range
Section
D85 =
If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
Vu =
VBMP (ft3)= VBMP = ft3
Drainage Area Number/Name
Calculated Cells
Company Name
Santa Margarita Watershed
BMP Design Volume, VBMP (Rev. 03-2012) Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
(in*ac)/ac
Designed by County/City Case No
Company Project Number/Name
Notes:
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP.
12 (in/ft)
Calculate VU, the 85% Unit Storage Volume VU= D85 x C
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Enter the 85th Percentile, 24-hour Rainfall Depth
Determine the Effective Impervious Fraction
Type of post-development surface cover
(use pull down menu)
Roofs
Effective Impervious Fraction
85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 6

2.07 0.80
Impervious Surfaces

1.00 0.89

0.712
5,350
DMA Type D
Date
Enter the Area Tributary to this Feature AT = acres
Effective Impervious Fraction If =
Use the following equation based on the WEF/ASCE Method C = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 C =
QBMP = C x I x AT ft3
/s
Notes:

Calculated Cells
Company Name
BMP Design Flow Rate
Designed by County/City Case No
Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Required Entries
Drainage Area Number/Name
Company Project Number/Name
Legend: Santa Margarita Watershed
BMP Design Flow Rate, QBMP (Rev. 03-2012)
Type of post-development surface cover
(use pull down menu)
Determine the Effective Impervious Fraction
Roofs
QBMP =
Hall & Foreman 2/19/2015
Glenn M. Chung
150015 / CarMax Automotive Dealership
DMA 6

2.07 Impervious Surfaces

1.00 0.89

1.84 DMA Type D
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets Water Quality Management Plan (WQMP)
CarMax Automotive Dealership ‐ Murrieta
‐ 48 ‐
Appendix 7:  Hydromodification
Supporting Detail Relating to compliance with the HMP Performance Standards SMRHM

PROJECT REPORT
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 2 General Model Information
Project Name: Conceptual Design_0.5 Infiltration
Site Name: Carmax 6002
Site Address:

City: Murrieta
Report Date: 2/12/2015
Gage: Temecula Valley
Data Start: 1974/10/01
Data End: 2011/09/30
Timestep: 15 Minute
Precip Scale: 1.00
Version: 2015/01/28
POC Thresholds
Low Flow Threshold for POC1: 10 Percent of the 2 Year
High Flow Threshold for POC1: 10 Year
Low Flow Threshold for POC2: 10 Percent of the 2 Year
High Flow Threshold for POC2: 10 Year
Low Flow Threshold for POC3: 10 Percent of the 2 Year
High Flow Threshold for POC3: 10 Year
Low Flow Threshold for POC4: 10 Percent of the 2 Year
High Flow Threshold for POC4: 10 Year
Low Flow Threshold for POC5: 10 Percent of the 2 Year
High Flow Threshold for POC5: 10 Year
Low Flow Threshold for POC6: 10 Percent of the 2 Year
High Flow Threshold for POC6: 10 Year
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 3 Landuse Basin Data
Predeveloped Land Use
DMA A
Bypass: No
GroundWater: No
Pervious Land Use Acres
B,Grass,Stee(10-20%) 7.117
Pervious Total 7.117
Impervious Land Use Acres
Impervious Total 0
Basin Total 7.117
Element Flows To:

Surface Interflow Groundwater
Channel 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 4 DMA B
Bypass: No
GroundWater: No
Pervious Land Use Acres
B,Grass,Stee(10-20%) 4.417
Pervious Total 4.417
Impervious Land Use Acres
Impervious Total 0
Basin Total 4.417
Element Flows To:

Surface Interflow Groundwater
Channel 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 5 DMA C
Bypass: No
GroundWater: No
Pervious Land Use Acres
B,Grass,Stee(10-20%) 3.449
Pervious Total 3.449
Impervious Land Use Acres
Impervious Total 0
Basin Total 3.449
Element Flows To:

Surface Interflow Groundwater
Channel 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 6 DMA D
Bypass: No
GroundWater: No
Pervious Land Use Acres
B,Grass,Stee(10-20%) 9.981
Pervious Total 9.981
Impervious Land Use Acres
Impervious Total 0
Basin Total 9.981
Element Flows To:

Surface Interflow Groundwater
Channel 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 7 DMA E
Bypass: No
GroundWater: No
Pervious Land Use Acres
B,Grass,Stee(10-20%) 11.846
Pervious Total 11.846
Impervious Land Use Acres
Impervious Total 0
Basin Total 11.846
Element Flows To:

Surface Interflow Groundwater
Channel 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 8 DMA F
Bypass: No
GroundWater: No
Pervious Land Use Acres
B,Grass,Stee(10-20%) 2.073
Pervious Total 2.073
Impervious Land Use Acres
Impervious Total 0
Basin Total 2.073
Element Flows To:

Surface Interflow Groundwater
Channel 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 9 Mitigated Land Use
DMA A
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Urban,Stee(10-20%) 0.873
A,Urban,Flat(0-5%) 0.378
A,Urban,Very S(>20%) 0.673
Pervious Total 1.924
Impervious Land Use Acres
Roof Area 0.311
Sidewalks,Flat(0-5%) 0.142
Parking,Flat(0-5%) 4.739
Impervious Total 5.192
Basin Total 7.116
Element Flows To:

Surface Interflow Groundwater
Infilt Pla Surface 1 Infilt Pla Surface 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 10 DMA B
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Urban,Stee(10-20%) 0.138
Pervious Total 0.138
Impervious Land Use Acres
Roof Area 0.856
Sidewalks,Flat(0-5%) 0.076
Parking,Flat(0-5%) 3.346
Impervious Total 4.278
Basin Total 4.416
Element Flows To:

Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 11 DMA D
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Urban,Flat(0-5%) 0.317
A,Urban,Stee(10-20%) 0.372
A,Urban,Very S(>20%) 1.309
Pervious Total 1.998
Impervious Land Use Acres
Roof Area 0.535
Sidewalks,Flat(0-5%) 0.078
Parking,Flat(0-5%) 7.369
Impervious Total 7.982
Basin Total 9.98
Element Flows To:

Surface Interflow Groundwater
Infilt Pla Surface 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 12 DMA E
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Urban,Flat(0-5%) 0.522
A,Urban,Stee(10-20%) 2.233
Pervious Total 2.755
Impervious Land Use Acres
Roof Area 0.439
Sidewalks,Flat(0-5%) 0.173
Parking,Flat(0-5%) 8.489
Impervious Total 9.101
Basin Total 11.856
Element Flows To:

Surface Interflow Groundwater
Infilt Pla Surface 1 Infilt Pla Surface 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 13 DMA C
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Urban,Flat(0-5%) 0.273
A,Urban,Stee(10-20%) 0.198
A,Urban,Very S(>20%) 0.947
Pervious Total 1.418
Impervious Land Use Acres
Sidewalks,Flat(0-5%) 0.007
Parking,Flat(0-5%) 2.023
Impervious Total 2.03
Basin Total 3.448
Element Flows To:

Surface Interflow Groundwater
Infilt Pla Surface 1 Infilt Pla Surface 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 14 DMA F
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Urban,Flat(0-5%) 0.168
Pervious Total 0.168
Impervious Land Use Acres
Roof Area 0.28
Sidewalks,Flat(0-5%) 0.092
Parking,Flat(0-5%) 1.53
Impervious Total 1.902
Basin Total 2.07
Element Flows To:

Surface Interflow Groundwater
Infilt Pla Surface 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 15 Routing Elements
Predeveloped Routing
Channel 1
Bottom Length: 700.00 ft.

Bottom Width: 40.00 ft.

Manning's n: 0.025
Channel bottom slope 1: 0.02 To 1
Channel Left side slope 0: 2 To 1
Channel right side slope 2: 2 To 1
Discharge Structure
Riser Height: 0 ft.

Riser Diameter: 0 in.

Element Flows To:

Outlet 1 Outlet 2
Channel Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)

0.0000 0.642 0.000 0.000 0.000

0.2000 0.655 0.129 23.10 0.000

0.4000 0.668 0.262 73.49 0.000

0.6000 0.681 0.397 144.7 0.000

0.8000 0.694 0.534 234.3 0.000

1.0000 0.707 0.675 340.7 0.000

1.2000 0.720 0.817 462.9 0.000

1.4000 0.732 0.962 600.1 0.000

1.6000 0.745 1.110 751.7 0.000

1.8000 0.758 1.261 917.4 0.000

2.0000 0.771 1.414 1096. 0.000

2.2000 0.784 1.569 1289. 0.000

2.4000 0.797 1.727 1495. 0.000

2.6000 0.810 1.888 1714. 0.000

2.8000 0.822 2.052 1945. 0.000

3.0000 0.835 2.217 2189. 0.000

3.2000 0.848 2.386 2446. 0.000

3.4000 0.861 2.557 2716. 0.000

3.6000 0.874 2.730 2998. 0.000

3.8000 0.887 2.907 3292. 0.000

4.0000 0.900 3.085 3599. 0.000

4.2000 0.913 3.267 3918. 0.000

4.4000 0.925 3.451 4249. 0.000

4.6000 0.938 3.637 4593. 0.000

4.8000 0.951 3.826 4949. 0.000

5.0000 0.964 4.018 5317. 0.000

5.2000 0.977 4.212 5698. 0.000

5.4000 0.990 4.409 6091. 0.000

5.6000 1.003 4.608 6497. 0.000

5.8000 1.015 4.810 6915. 0.000

6.0000 1.028 5.014 7345. 0.000

6.2000 1.041 5.221 7788. 0.000

6.4000 1.054 5.431 8244. 0.000

6.6000 1.067 5.643 8712. 0.000

6.8000 1.080 5.858 9193. 0.000

7.0000 1.093 6.075 9686. 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 16

7.2000 1.106 6.295 10192 0.000

7.4000 1.118 6.518 10711 0.000

7.6000 1.131 6.743 11243 0.000

7.8000 1.144 6.970 11788 0.000

8.0000 1.157 7.201 12346 0.000

8.2000 1.170 7.433 12916 0.000

8.4000 1.183 7.669 13500 0.000

8.6000 1.196 7.907 14097 0.000

8.8000 1.209 8.147 14708 0.000

9.0000 1.221 8.390 15331 0.000

9.2000 1.234 8.636 15968 0.000

9.4000 1.247 8.884 16618 0.000

9.6000 1.260 9.135 17282 0.000

9.8000 1.273 9.389 17959 0.000

10.000 1.286 9.644 18650 0.000

10.200 1.299 9.903 19354 0.000

10.400 1.312 10.16 20072 0.000

10.600 1.325 10.42 20804 0.000

10.800 1.337 10.69 21550 0.000

11.000 1.350 10.96 22310 0.000

11.200 1.363 11.23 23084 0.000

11.400 1.376 11.50 23872 0.000

11.600 1.389 11.78 24674 0.000

11.800 1.402 12.06 25490 0.000

12.000 1.415 12.34 26321 0.000

12.200 1.428 12.63 27166 0.000

12.400 1.440 12.91 28025 0.000

12.600 1.453 13.20 28899 0.000

12.800 1.466 13.49 29788 0.000

13.000 1.479 13.79 30691 0.000

13.200 1.492 14.09 31609 0.000

13.400 1.505 14.39 32541 0.000

13.600 1.518 14.69 33489 0.000

13.800 1.531 14.99 34451 0.000

14.000 1.543 15.30 35429 0.000

14.200 1.556 15.61 36421 0.000

14.400 1.569 15.92 37429 0.000

14.600 1.582 16.24 38452 0.000

14.800 1.595 16.56 39490 0.000

15.000 1.608 16.88 40544 0.000

15.200 1.621 17.20 41613 0.000

15.400 1.634 17.53 42698 0.000

15.600 1.647 17.85 43798 0.000

15.800 1.659 18.18 44914 0.000

16.000 1.672 18.52 46045 0.000

16.200 1.685 18.85 47193 0.000

16.400 1.698 19.19 48356 0.000

16.600 1.711 19.53 49535 0.000

16.800 1.724 19.88 50731 0.000

17.000 1.737 20.22 51942 0.000

17.200 1.750 20.57 53170 0.000

17.400 1.763 20.92 54414 0.000

17.600 1.775 21.28 55674 0.000

17.800 1.788 21.63 56950 0.000

18.000 1.801 21.99 58243 0.000

18.200 1.814 22.35 59553 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 17 Channel 1
Bottom Length: 700.00 ft.

Bottom Width: 40.00 ft.

Manning's n: 0.025
Channel bottom slope 1: 0.02 To 1
Channel Left side slope 0: 2 To 1
Channel right side slope 2: 2 To 1
Discharge Structure
Riser Height: 0 ft.

Riser Diameter: 0 in.

Element Flows To:

Outlet 1 Outlet 2
Channel Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)

0.0000 0.642 0.000 0.000 0.000

0.2000 0.655 0.129 23.10 0.000

0.4000 0.668 0.262 73.49 0.000

0.6000 0.681 0.397 144.7 0.000

0.8000 0.694 0.534 234.3 0.000

1.0000 0.707 0.675 340.7 0.000

1.2000 0.720 0.817 462.9 0.000

1.4000 0.732 0.962 600.1 0.000

1.6000 0.745 1.110 751.7 0.000

1.8000 0.758 1.261 917.4 0.000

2.0000 0.771 1.414 1096. 0.000

2.2000 0.784 1.569 1289. 0.000

2.4000 0.797 1.727 1495. 0.000

2.6000 0.810 1.888 1714. 0.000

2.8000 0.822 2.052 1945. 0.000

3.0000 0.835 2.217 2189. 0.000

3.2000 0.848 2.386 2446. 0.000

3.4000 0.861 2.557 2716. 0.000

3.6000 0.874 2.730 2998. 0.000

3.8000 0.887 2.907 3292. 0.000

4.0000 0.900 3.085 3599. 0.000

4.2000 0.913 3.267 3918. 0.000

4.4000 0.925 3.451 4249. 0.000

4.6000 0.938 3.637 4593. 0.000

4.8000 0.951 3.826 4949. 0.000

5.0000 0.964 4.018 5317. 0.000

5.2000 0.977 4.212 5698. 0.000

5.4000 0.990 4.409 6091. 0.000

5.6000 1.003 4.608 6497. 0.000

5.8000 1.015 4.810 6915. 0.000

6.0000 1.028 5.014 7345. 0.000

6.2000 1.041 5.221 7788. 0.000

6.4000 1.054 5.431 8244. 0.000

6.6000 1.067 5.643 8712. 0.000

6.8000 1.080 5.858 9193. 0.000

7.0000 1.093 6.075 9686. 0.000

7.2000 1.106 6.295 10192 0.000

7.4000 1.118 6.518 10711 0.000

7.6000 1.131 6.743 11243 0.000

7.8000 1.144 6.970 11788 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 18

8.0000 1.157 7.201 12346 0.000

8.2000 1.170 7.433 12916 0.000

8.4000 1.183 7.669 13500 0.000

8.6000 1.196 7.907 14097 0.000

8.8000 1.209 8.147 14708 0.000

9.0000 1.221 8.390 15331 0.000

9.2000 1.234 8.636 15968 0.000

9.4000 1.247 8.884 16618 0.000

9.6000 1.260 9.135 17282 0.000

9.8000 1.273 9.389 17959 0.000

10.000 1.286 9.644 18650 0.000

10.200 1.299 9.903 19354 0.000

10.400 1.312 10.16 20072 0.000

10.600 1.325 10.42 20804 0.000

10.800 1.337 10.69 21550 0.000

11.000 1.350 10.96 22310 0.000

11.200 1.363 11.23 23084 0.000

11.400 1.376 11.50 23872 0.000

11.600 1.389 11.78 24674 0.000

11.800 1.402 12.06 25490 0.000

12.000 1.415 12.34 26321 0.000

12.200 1.428 12.63 27166 0.000

12.400 1.440 12.91 28025 0.000

12.600 1.453 13.20 28899 0.000

12.800 1.466 13.49 29788 0.000

13.000 1.479 13.79 30691 0.000

13.200 1.492 14.09 31609 0.000

13.400 1.505 14.39 32541 0.000

13.600 1.518 14.69 33489 0.000

13.800 1.531 14.99 34451 0.000

14.000 1.543 15.30 35429 0.000

14.200 1.556 15.61 36421 0.000

14.400 1.569 15.92 37429 0.000

14.600 1.582 16.24 38452 0.000

14.800 1.595 16.56 39490 0.000

15.000 1.608 16.88 40544 0.000

15.200 1.621 17.20 41613 0.000

15.400 1.634 17.53 42698 0.000

15.600 1.647 17.85 43798 0.000

15.800 1.659 18.18 44914 0.000

16.000 1.672 18.52 46045 0.000

16.200 1.685 18.85 47193 0.000

16.400 1.698 19.19 48356 0.000

16.600 1.711 19.53 49535 0.000

16.800 1.724 19.88 50731 0.000

17.000 1.737 20.22 51942 0.000

17.200 1.750 20.57 53170 0.000

17.400 1.763 20.92 54414 0.000

17.600 1.775 21.28 55674 0.000

17.800 1.788 21.63 56950 0.000

18.000 1.801 21.99 58243 0.000

18.200 1.814 22.35 59553 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 19 Channel 1
Bottom Length: 700.00 ft.

Bottom Width: 40.00 ft.

Manning's n: 0.025
Channel bottom slope 1: 0.02 To 1
Channel Left side slope 0: 2 To 1
Channel right side slope 2: 2 To 1
Discharge Structure
Riser Height: 0 ft.

Riser Diameter: 0 in.

Element Flows To:

Outlet 1 Outlet 2
Channel Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)

0.0000 0.642 0.000 0.000 0.000

0.2000 0.655 0.129 23.10 0.000

0.4000 0.668 0.262 73.49 0.000

0.6000 0.681 0.397 144.7 0.000

0.8000 0.694 0.534 234.3 0.000

1.0000 0.707 0.675 340.7 0.000

1.2000 0.720 0.817 462.9 0.000

1.4000 0.732 0.962 600.1 0.000

1.6000 0.745 1.110 751.7 0.000

1.8000 0.758 1.261 917.4 0.000

2.0000 0.771 1.414 1096. 0.000

2.2000 0.784 1.569 1289. 0.000

2.4000 0.797 1.727 1495. 0.000

2.6000 0.810 1.888 1714. 0.000

2.8000 0.822 2.052 1945. 0.000

3.0000 0.835 2.217 2189. 0.000

3.2000 0.848 2.386 2446. 0.000

3.4000 0.861 2.557 2716. 0.000

3.6000 0.874 2.730 2998. 0.000

3.8000 0.887 2.907 3292. 0.000

4.0000 0.900 3.085 3599. 0.000

4.2000 0.913 3.267 3918. 0.000

4.4000 0.925 3.451 4249. 0.000

4.6000 0.938 3.637 4593. 0.000

4.8000 0.951 3.826 4949. 0.000

5.0000 0.964 4.018 5317. 0.000

5.2000 0.977 4.212 5698. 0.000

5.4000 0.990 4.409 6091. 0.000

5.6000 1.003 4.608 6497. 0.000

5.8000 1.015 4.810 6915. 0.000

6.0000 1.028 5.014 7345. 0.000

6.2000 1.041 5.221 7788. 0.000

6.4000 1.054 5.431 8244. 0.000

6.6000 1.067 5.643 8712. 0.000

6.8000 1.080 5.858 9193. 0.000

7.0000 1.093 6.075 9686. 0.000

7.2000 1.106 6.295 10192 0.000

7.4000 1.118 6.518 10711 0.000

7.6000 1.131 6.743 11243 0.000

7.8000 1.144 6.970 11788 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 20

8.0000 1.157 7.201 12346 0.000

8.2000 1.170 7.433 12916 0.000

8.4000 1.183 7.669 13500 0.000

8.6000 1.196 7.907 14097 0.000

8.8000 1.209 8.147 14708 0.000

9.0000 1.221 8.390 15331 0.000

9.2000 1.234 8.636 15968 0.000

9.4000 1.247 8.884 16618 0.000

9.6000 1.260 9.135 17282 0.000

9.8000 1.273 9.389 17959 0.000

10.000 1.286 9.644 18650 0.000

10.200 1.299 9.903 19354 0.000

10.400 1.312 10.16 20072 0.000

10.600 1.325 10.42 20804 0.000

10.800 1.337 10.69 21550 0.000

11.000 1.350 10.96 22310 0.000

11.200 1.363 11.23 23084 0.000

11.400 1.376 11.50 23872 0.000

11.600 1.389 11.78 24674 0.000

11.800 1.402 12.06 25490 0.000

12.000 1.415 12.34 26321 0.000

12.200 1.428 12.63 27166 0.000

12.400 1.440 12.91 28025 0.000

12.600 1.453 13.20 28899 0.000

12.800 1.466 13.49 29788 0.000

13.000 1.479 13.79 30691 0.000

13.200 1.492 14.09 31609 0.000

13.400 1.505 14.39 32541 0.000

13.600 1.518 14.69 33489 0.000

13.800 1.531 14.99 34451 0.000

14.000 1.543 15.30 35429 0.000

14.200 1.556 15.61 36421 0.000

14.400 1.569 15.92 37429 0.000

14.600 1.582 16.24 38452 0.000

14.800 1.595 16.56 39490 0.000

15.000 1.608 16.88 40544 0.000

15.200 1.621 17.20 41613 0.000

15.400 1.634 17.53 42698 0.000

15.600 1.647 17.85 43798 0.000

15.800 1.659 18.18 44914 0.000

16.000 1.672 18.52 46045 0.000

16.200 1.685 18.85 47193 0.000

16.400 1.698 19.19 48356 0.000

16.600 1.711 19.53 49535 0.000

16.800 1.724 19.88 50731 0.000

17.000 1.737 20.22 51942 0.000

17.200 1.750 20.57 53170 0.000

17.400 1.763 20.92 54414 0.000

17.600 1.775 21.28 55674 0.000

17.800 1.788 21.63 56950 0.000

18.000 1.801 21.99 58243 0.000

18.200 1.814 22.35 59553 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 21 Channel 1
Bottom Length: 700.00 ft.

Bottom Width: 40.00 ft.

Manning's n: 0.025
Channel bottom slope 1: 0.02 To 1
Channel Left side slope 0: 2 To 1
Channel right side slope 2: 2 To 1
Discharge Structure
Riser Height: 0 ft.

Riser Diameter: 0 in.

Element Flows To:

Outlet 1 Outlet 2
Channel Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)

0.0000 0.642 0.000 0.000 0.000

0.2000 0.655 0.129 23.10 0.000

0.4000 0.668 0.262 73.49 0.000

0.6000 0.681 0.397 144.7 0.000

0.8000 0.694 0.534 234.3 0.000

1.0000 0.707 0.675 340.7 0.000

1.2000 0.720 0.817 462.9 0.000

1.4000 0.732 0.962 600.1 0.000

1.6000 0.745 1.110 751.7 0.000

1.8000 0.758 1.261 917.4 0.000

2.0000 0.771 1.414 1096. 0.000

2.2000 0.784 1.569 1289. 0.000

2.4000 0.797 1.727 1495. 0.000

2.6000 0.810 1.888 1714. 0.000

2.8000 0.822 2.052 1945. 0.000

3.0000 0.835 2.217 2189. 0.000

3.2000 0.848 2.386 2446. 0.000

3.4000 0.861 2.557 2716. 0.000

3.6000 0.874 2.730 2998. 0.000

3.8000 0.887 2.907 3292. 0.000

4.0000 0.900 3.085 3599. 0.000

4.2000 0.913 3.267 3918. 0.000

4.4000 0.925 3.451 4249. 0.000

4.6000 0.938 3.637 4593. 0.000

4.8000 0.951 3.826 4949. 0.000

5.0000 0.964 4.018 5317. 0.000

5.2000 0.977 4.212 5698. 0.000

5.4000 0.990 4.409 6091. 0.000

5.6000 1.003 4.608 6497. 0.000

5.8000 1.015 4.810 6915. 0.000

6.0000 1.028 5.014 7345. 0.000

6.2000 1.041 5.221 7788. 0.000

6.4000 1.054 5.431 8244. 0.000

6.6000 1.067 5.643 8712. 0.000

6.8000 1.080 5.858 9193. 0.000

7.0000 1.093 6.075 9686. 0.000

7.2000 1.106 6.295 10192 0.000

7.4000 1.118 6.518 10711 0.000

7.6000 1.131 6.743 11243 0.000

7.8000 1.144 6.970 11788 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 22

8.0000 1.157 7.201 12346 0.000

8.2000 1.170 7.433 12916 0.000

8.4000 1.183 7.669 13500 0.000

8.6000 1.196 7.907 14097 0.000

8.8000 1.209 8.147 14708 0.000

9.0000 1.221 8.390 15331 0.000

9.2000 1.234 8.636 15968 0.000

9.4000 1.247 8.884 16618 0.000

9.6000 1.260 9.135 17282 0.000

9.8000 1.273 9.389 17959 0.000

10.000 1.286 9.644 18650 0.000

10.200 1.299 9.903 19354 0.000

10.400 1.312 10.16 20072 0.000

10.600 1.325 10.42 20804 0.000

10.800 1.337 10.69 21550 0.000

11.000 1.350 10.96 22310 0.000

11.200 1.363 11.23 23084 0.000

11.400 1.376 11.50 23872 0.000

11.600 1.389 11.78 24674 0.000

11.800 1.402 12.06 25490 0.000

12.000 1.415 12.34 26321 0.000

12.200 1.428 12.63 27166 0.000

12.400 1.440 12.91 28025 0.000

12.600 1.453 13.20 28899 0.000

12.800 1.466 13.49 29788 0.000

13.000 1.479 13.79 30691 0.000

13.200 1.492 14.09 31609 0.000

13.400 1.505 14.39 32541 0.000

13.600 1.518 14.69 33489 0.000

13.800 1.531 14.99 34451 0.000

14.000 1.543 15.30 35429 0.000

14.200 1.556 15.61 36421 0.000

14.400 1.569 15.92 37429 0.000

14.600 1.582 16.24 38452 0.000

14.800 1.595 16.56 39490 0.000

15.000 1.608 16.88 40544 0.000

15.200 1.621 17.20 41613 0.000

15.400 1.634 17.53 42698 0.000

15.600 1.647 17.85 43798 0.000

15.800 1.659 18.18 44914 0.000

16.000 1.672 18.52 46045 0.000

16.200 1.685 18.85 47193 0.000

16.400 1.698 19.19 48356 0.000

16.600 1.711 19.53 49535 0.000

16.800 1.724 19.88 50731 0.000

17.000 1.737 20.22 51942 0.000

17.200 1.750 20.57 53170 0.000

17.400 1.763 20.92 54414 0.000

17.600 1.775 21.28 55674 0.000

17.800 1.788 21.63 56950 0.000

18.000 1.801 21.99 58243 0.000

18.200 1.814 22.35 59553 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 23 Channel 1
Bottom Length: 700.00 ft.

Bottom Width: 40.00 ft.

Manning's n: 0.025
Channel bottom slope 1: 0.02 To 1
Channel Left side slope 0: 2 To 1
Channel right side slope 2: 2 To 1
Discharge Structure
Riser Height: 0 ft.

Riser Diameter: 0 in.

Element Flows To:

Outlet 1 Outlet 2
Channel Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)

0.0000 0.642 0.000 0.000 0.000

0.2000 0.655 0.129 23.10 0.000

0.4000 0.668 0.262 73.49 0.000

0.6000 0.681 0.397 144.7 0.000

0.8000 0.694 0.534 234.3 0.000

1.0000 0.707 0.675 340.7 0.000

1.2000 0.720 0.817 462.9 0.000

1.4000 0.732 0.962 600.1 0.000

1.6000 0.745 1.110 751.7 0.000

1.8000 0.758 1.261 917.4 0.000

2.0000 0.771 1.414 1096. 0.000

2.2000 0.784 1.569 1289. 0.000

2.4000 0.797 1.727 1495. 0.000

2.6000 0.810 1.888 1714. 0.000

2.8000 0.822 2.052 1945. 0.000

3.0000 0.835 2.217 2189. 0.000

3.2000 0.848 2.386 2446. 0.000

3.4000 0.861 2.557 2716. 0.000

3.6000 0.874 2.730 2998. 0.000

3.8000 0.887 2.907 3292. 0.000

4.0000 0.900 3.085 3599. 0.000

4.2000 0.913 3.267 3918. 0.000

4.4000 0.925 3.451 4249. 0.000

4.6000 0.938 3.637 4593. 0.000

4.8000 0.951 3.826 4949. 0.000

5.0000 0.964 4.018 5317. 0.000

5.2000 0.977 4.212 5698. 0.000

5.4000 0.990 4.409 6091. 0.000

5.6000 1.003 4.608 6497. 0.000

5.8000 1.015 4.810 6915. 0.000

6.0000 1.028 5.014 7345. 0.000

6.2000 1.041 5.221 7788. 0.000

6.4000 1.054 5.431 8244. 0.000

6.6000 1.067 5.643 8712. 0.000

6.8000 1.080 5.858 9193. 0.000

7.0000 1.093 6.075 9686. 0.000

7.2000 1.106 6.295 10192 0.000

7.4000 1.118 6.518 10711 0.000

7.6000 1.131 6.743 11243 0.000

7.8000 1.144 6.970 11788 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 24

8.0000 1.157 7.201 12346 0.000

8.2000 1.170 7.433 12916 0.000

8.4000 1.183 7.669 13500 0.000

8.6000 1.196 7.907 14097 0.000

8.8000 1.209 8.147 14708 0.000

9.0000 1.221 8.390 15331 0.000

9.2000 1.234 8.636 15968 0.000

9.4000 1.247 8.884 16618 0.000

9.6000 1.260 9.135 17282 0.000

9.8000 1.273 9.389 17959 0.000

10.000 1.286 9.644 18650 0.000

10.200 1.299 9.903 19354 0.000

10.400 1.312 10.16 20072 0.000

10.600 1.325 10.42 20804 0.000

10.800 1.337 10.69 21550 0.000

11.000 1.350 10.96 22310 0.000

11.200 1.363 11.23 23084 0.000

11.400 1.376 11.50 23872 0.000

11.600 1.389 11.78 24674 0.000

11.800 1.402 12.06 25490 0.000

12.000 1.415 12.34 26321 0.000

12.200 1.428 12.63 27166 0.000

12.400 1.440 12.91 28025 0.000

12.600 1.453 13.20 28899 0.000

12.800 1.466 13.49 29788 0.000

13.000 1.479 13.79 30691 0.000

13.200 1.492 14.09 31609 0.000

13.400 1.505 14.39 32541 0.000

13.600 1.518 14.69 33489 0.000

13.800 1.531 14.99 34451 0.000

14.000 1.543 15.30 35429 0.000

14.200 1.556 15.61 36421 0.000

14.400 1.569 15.92 37429 0.000

14.600 1.582 16.24 38452 0.000

14.800 1.595 16.56 39490 0.000

15.000 1.608 16.88 40544 0.000

15.200 1.621 17.20 41613 0.000

15.400 1.634 17.53 42698 0.000

15.600 1.647 17.85 43798 0.000

15.800 1.659 18.18 44914 0.000

16.000 1.672 18.52 46045 0.000

16.200 1.685 18.85 47193 0.000

16.400 1.698 19.19 48356 0.000

16.600 1.711 19.53 49535 0.000

16.800 1.724 19.88 50731 0.000

17.000 1.737 20.22 51942 0.000

17.200 1.750 20.57 53170 0.000

17.400 1.763 20.92 54414 0.000

17.600 1.775 21.28 55674 0.000

17.800 1.788 21.63 56950 0.000

18.000 1.801 21.99 58243 0.000

18.200 1.814 22.35 59553 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 25 Channel 1
Bottom Length: 700.00 ft.

Bottom Width: 40.00 ft.

Manning's n: 0.025
Channel bottom slope 1: 0.02 To 1
Channel Left side slope 0: 2 To 1
Channel right side slope 2: 2 To 1
Discharge Structure
Riser Height: 0 ft.

Riser Diameter: 0 in.

Element Flows To:

Outlet 1 Outlet 2
Channel Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)

0.0000 0.642 0.000 0.000 0.000

0.2000 0.655 0.129 23.10 0.000

0.4000 0.668 0.262 73.49 0.000

0.6000 0.681 0.397 144.7 0.000

0.8000 0.694 0.534 234.3 0.000

1.0000 0.707 0.675 340.7 0.000

1.2000 0.720 0.817 462.9 0.000

1.4000 0.732 0.962 600.1 0.000

1.6000 0.745 1.110 751.7 0.000

1.8000 0.758 1.261 917.4 0.000

2.0000 0.771 1.414 1096. 0.000

2.2000 0.784 1.569 1289. 0.000

2.4000 0.797 1.727 1495. 0.000

2.6000 0.810 1.888 1714. 0.000

2.8000 0.822 2.052 1945. 0.000

3.0000 0.835 2.217 2189. 0.000

3.2000 0.848 2.386 2446. 0.000

3.4000 0.861 2.557 2716. 0.000

3.6000 0.874 2.730 2998. 0.000

3.8000 0.887 2.907 3292. 0.000

4.0000 0.900 3.085 3599. 0.000

4.2000 0.913 3.267 3918. 0.000

4.4000 0.925 3.451 4249. 0.000

4.6000 0.938 3.637 4593. 0.000

4.8000 0.951 3.826 4949. 0.000

5.0000 0.964 4.018 5317. 0.000

5.2000 0.977 4.212 5698. 0.000

5.4000 0.990 4.409 6091. 0.000

5.6000 1.003 4.608 6497. 0.000

5.8000 1.015 4.810 6915. 0.000

6.0000 1.028 5.014 7345. 0.000

6.2000 1.041 5.221 7788. 0.000

6.4000 1.054 5.431 8244. 0.000

6.6000 1.067 5.643 8712. 0.000

6.8000 1.080 5.858 9193. 0.000

7.0000 1.093 6.075 9686. 0.000

7.2000 1.106 6.295 10192 0.000

7.4000 1.118 6.518 10711 0.000

7.6000 1.131 6.743 11243 0.000

7.8000 1.144 6.970 11788 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 26

8.0000 1.157 7.201 12346 0.000

8.2000 1.170 7.433 12916 0.000

8.4000 1.183 7.669 13500 0.000

8.6000 1.196 7.907 14097 0.000

8.8000 1.209 8.147 14708 0.000

9.0000 1.221 8.390 15331 0.000

9.2000 1.234 8.636 15968 0.000

9.4000 1.247 8.884 16618 0.000

9.6000 1.260 9.135 17282 0.000

9.8000 1.273 9.389 17959 0.000

10.000 1.286 9.644 18650 0.000

10.200 1.299 9.903 19354 0.000

10.400 1.312 10.16 20072 0.000

10.600 1.325 10.42 20804 0.000

10.800 1.337 10.69 21550 0.000

11.000 1.350 10.96 22310 0.000

11.200 1.363 11.23 23084 0.000

11.400 1.376 11.50 23872 0.000

11.600 1.389 11.78 24674 0.000

11.800 1.402 12.06 25490 0.000

12.000 1.415 12.34 26321 0.000

12.200 1.428 12.63 27166 0.000

12.400 1.440 12.91 28025 0.000

12.600 1.453 13.20 28899 0.000

12.800 1.466 13.49 29788 0.000

13.000 1.479 13.79 30691 0.000

13.200 1.492 14.09 31609 0.000

13.400 1.505 14.39 32541 0.000

13.600 1.518 14.69 33489 0.000

13.800 1.531 14.99 34451 0.000

14.000 1.543 15.30 35429 0.000

14.200 1.556 15.61 36421 0.000

14.400 1.569 15.92 37429 0.000

14.600 1.582 16.24 38452 0.000

14.800 1.595 16.56 39490 0.000

15.000 1.608 16.88 40544 0.000

15.200 1.621 17.20 41613 0.000

15.400 1.634 17.53 42698 0.000

15.600 1.647 17.85 43798 0.000

15.800 1.659 18.18 44914 0.000

16.000 1.672 18.52 46045 0.000

16.200 1.685 18.85 47193 0.000

16.400 1.698 19.19 48356 0.000

16.600 1.711 19.53 49535 0.000

16.800 1.724 19.88 50731 0.000

17.000 1.737 20.22 51942 0.000

17.200 1.750 20.57 53170 0.000

17.400 1.763 20.92 54414 0.000

17.600 1.775 21.28 55674 0.000

17.800 1.788 21.63 56950 0.000

18.000 1.801 21.99 58243 0.000

18.200 1.814 22.35 59553 0.000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 27 Mitigated Routing
Infilt Planter 1
Bottom Length: 166.00 ft.

Bottom Width: 103.00 ft.

Material thickness of first layer: 1
Material type for first layer: Sand
Material thickness of second layer: 4
Material type for second layer: GRAVEL
Material thickness of third layer: 0
Material type for third layer: GRAVEL
Infiltration On
Infiltration rate: 0
Infiltration safety factor: 1
Total Volume Infiltrated (ac-ft): 0
Total Volume Through Riser (ac-ft): 271.658
Total Volume Through Facility (ac-ft): 271.658
Percent Infiltrated: 0
Total Precip Applied to Facility: 17.774
Total Evap From Facility: 16.209
Underdrain used
Underdrain Diameter (ft): 0.5
Orifice Diameter (in): 0.67
Offset (in): 0
Flow Through Underdrain (ac-ft): 168.188
Total Outflow (ac-ft): 271.658
Percent Through Underdrain: 61.91
Discharge Structure
Riser Height: 2.5 ft.

Riser Diameter: 8 in.

Element Flows To:

Outlet 1 Outlet 2
In Ground Infilt Planter Box Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)

0.0000 0.3925 0.0000 0.0000 0.0000

0.1154 0.3925 0.0453 0.0000 0.0000

0.2308 0.3925 0.0906 0.0000 0.0000

0.3462 0.3925 0.1359 0.0000 0.0000

0.4615 0.3925 0.1812 0.0000 0.0000

0.5769 0.3925 0.2265 0.0000 0.0000

0.6923 0.3925 0.2717 0.0000 0.0000

0.8077 0.3925 0.3170 0.0000 0.0000

0.9231 0.3925 0.3623 0.0000 0.0000

1.0385 0.3925 0.4076 0.0000 0.0000

1.1538 0.3925 0.4529 0.0000 0.0000

1.2692 0.3925 0.4982 0.0000 0.0000

1.3846 0.3925 0.5435 0.0000 0.0000

1.5000 0.3925 0.5888 0.0000 0.0000

1.6154 0.3925 0.6341 0.0000 0.0000

1.7308 0.3925 0.6794 0.0000 0.0000

1.8462 0.3925 0.7246 0.0000 0.0000

1.9615 0.3925 0.7699 0.0000 0.0000

2.0769 0.3925 0.8152 0.0000 0.0000

2.1923 0.3925 0.8605 0.0000 0.0000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 28

2.3077 0.3925 0.9058 0.0000 0.0000

2.4231 0.3925 0.9511 0.0000 0.0000

2.5385 0.3925 0.9964 0.0000 0.0000

2.6538 0.3925 1.0417 0.0000 0.0000

2.7692 0.3925 1.0870 0.0000 0.0000

2.8846 0.3925 1.1323 0.0000 0.0000

3.0000 0.3925 1.1775 0.0000 0.0000

3.1154 0.3925 1.2228 0.0000 0.0000

3.2308 0.3925 1.2681 0.0000 0.0000

3.3462 0.3925 1.3134 0.0000 0.0000

3.4615 0.3925 1.3587 0.0000 0.0000

3.5769 0.3925 1.4040 0.0000 0.0000

3.6923 0.3925 1.4493 0.0000 0.0000

3.8077 0.3925 1.4946 0.0000 0.0000

3.9231 0.3925 1.5399 0.0000 0.0000

4.0385 0.3925 1.5852 0.0000 0.0000

4.1538 0.3925 1.6305 0.0000 0.0000

4.2692 0.3925 1.6757 0.0000 0.0000

4.3846 0.3925 1.7210 0.0000 0.0000

4.5000 0.3925 1.7663 0.0000 0.0000

4.6154 0.3925 1.8116 0.0000 0.0000

4.7308 0.3925 1.8569 0.0000 0.0000

4.8462 0.3925 1.9022 0.0000 0.0000

4.9615 0.3925 1.9475 0.0000 0.0000
In Ground Infilt Planter Box Hydraulic Table
Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended(cfs)Infilt(cfs)

4.9615 0.3925 1.9475 0.0000 0.0232 0.0000

5.0769 0.3925 1.9928 0.0000 0.0232 0.0000

5.1923 0.3925 2.0381 0.0028 0.0232 0.0000

5.3077 0.3925 2.0834 0.0040 0.0232 0.0000

5.4231 0.3925 2.1286 0.0049 0.0232 0.0000

5.5385 0.3925 2.1739 0.0057 0.0232 0.0000

5.6538 0.3925 2.2192 0.0064 0.0232 0.0000

5.7692 0.3925 2.2645 0.0070 0.0232 0.0000

5.8846 0.3925 2.3098 0.0075 0.0232 0.0000

6.0000 0.3925 2.3551 0.0081 0.0232 0.0000

6.1154 0.3925 2.4004 0.0086 0.0232 0.0000

6.2308 0.3925 2.4457 0.0090 0.0232 0.0000

6.3462 0.3925 2.4910 0.0095 0.0232 0.0000

6.4615 0.3925 2.5363 0.0099 0.0232 0.0000

6.5769 0.3925 2.5815 0.0103 0.0232 0.0000

6.6923 0.3925 2.6268 0.0107 0.0232 0.0000

6.8077 0.3925 2.6721 0.0110 0.0232 0.0000

6.9231 0.3925 2.7174 0.0116 0.0232 0.0000

7.0385 0.3925 2.7627 0.0123 0.0232 0.0000

7.1538 0.3925 2.8080 0.0129 0.0232 0.0000

7.2692 0.3925 2.8533 0.0135 0.0232 0.0000

7.3846 0.3925 2.8986 0.0141 0.0232 0.0000

7.5000 0.3925 2.9439 0.0147 0.0232 0.0000

7.6154 0.3925 2.9892 0.0152 0.0232 0.0000

7.7308 0.3925 3.0345 0.0157 0.0232 0.0000

7.8462 0.3925 3.0797 0.0163 0.0232 0.0000

7.9615 0.3925 3.1250 0.0167 0.0232 0.0000

8.0769 0.3925 3.1703 0.0172 0.0232 0.0000

8.1923 0.3925 3.2156 0.0177 0.0232 0.0000

8.3077 0.3925 3.2609 0.0181 0.0232 0.0000

8.4231 0.3925 3.3062 0.0186 0.0232 0.0000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 29

8.5385 0.3925 3.3515 0.0190 0.0232 0.0000

8.6538 0.3925 3.3968 0.0194 0.0232 0.0000

8.7692 0.3925 3.4421 0.0198 0.0232 0.0000

8.8846 0.3925 3.4874 0.0202 0.0232 0.0000

9.0000 0.3925 3.5326 0.0206 0.0232 0.0000

9.1154 0.3925 3.5779 0.0210 0.0232 0.0000

9.2308 0.3925 3.6232 0.0214 0.0232 0.0000

9.3462 0.3925 3.6685 0.0218 0.0232 0.0000

9.4615 0.3925 3.7138 0.0221 0.0232 0.0000

9.5769 0.3925 3.7591 0.0225 0.0232 0.0000

9.6923 0.3925 3.8044 0.0229 0.0232 0.0000

9.8077 0.3925 3.8497 0.0232 0.0232 0.0000

9.9231 0.3925 3.8950 0.0236 0.0232 0.0000

10.038 0.3925 3.9403 26.858 0.0232 0.0000

10.154 0.3925 3.9855 28.682 0.0232 0.0000

10.269 0.3925 4.0308 30.546 0.0232 0.0000

10.385 0.3925 4.0761 32.448 0.0232 0.0000

10.500 0.3925 4.1214 34.388 0.0232 0.0000

10.615 0.3925 4.1667 36.365 0.0232 0.0000
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 30 Infilt Pla Surface 1
Element Flows To:

Outlet 1 Outlet 2
Infilt Planter 1
DRAFT
Conceptual Design_0.5 Infiltration 2/12/2015 3:26:02 PM Page 31 Infilt Planter 1
Bottom Length: 668.00 ft.

Bottom Width: 30.00 ft.

Material thickness of first layer: 1
Material type for first layer: Sand
Material thickness of second layer: 4
Material type for second layer: GRAVEL
Material thickness of third layer: 0
Material type for third layer: GRAVEL
Infiltration On
Infiltration rate: 0
Infiltration safety factor: 1
Total Volume Infiltrated (ac-ft): 0
Total Volume Through Riser (ac-ft): 383.397
Total Volume Through Facility (ac-ft): 383.397
Percent Infiltrated: 0
Total Precip Applied to Facility: 20.622
Total Evap From Facility: 17.527
Underdrain used
Underdrain Diameter (ft): 0.5
Orifice Diameter (in): 0.67
Offset (in): 0
Flow Through Underdrain (ac-ft): 141.161
Total Outflow (ac-ft): 383.397
Percent Through Underdrain: 36.82
Discharge Structure
Riser Height: 1 ft.