HomeMy WebLinkAboutTract 7253 Drainage StudyFlu 1111111'1111�
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March 14, 2016
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Prepared by:
PORTER & ASSOCIATES, INC.
Engineering and Surveying
1200 21" Street
Bakersfield, CA 93301
DRAINAGE STUDY FOR
TRACT 7253
The purpose of this study is to develop a detailed drainage plan that provides adequate
drainage facilities for Tract 7253.
Tract 7253 is 20.I± acres located in the south side of town. Tract 7253 is divided into two
phases with one sump lot and 79 approximately 7,400 s.f. residential lots. It is bounded
by Taft Highway on the north, Chevalier Road on the east, West Hills Mobile Home Park
on the west, and by alfalfa crops on the south. The site is located southwest of the
intersection of Taft Highway and Chevalier Road in the northwest quarter of Section 6,
Township 31 South, Range 28 East, Mount Diablo Base and Meridian. The site is
proposed to drain to a basin in the southwest corner of the tract. The basin can be
enlarged in the future to accommodate future development to the south. The site is
currently being farmed for alfalfa crops. The site is relatively flat. The soils onsite consist
of Groups A and B hydrologic soil groups from the Kern County Hydrologic Soils Group
Map.
CALCULATIONS
Initial times of concentration were based on Section 2.3.2.1 of the City of Bakersfield
Subdivision and Engineering Design Manual. Street travel times were determined using
the gutter flow chart attached with the hydrology calculations.
Rainfall intensities were determined using the Time of Concentration- Intensity Chart for
Bakersfield based on City of Bakersfield Engineering Department Standard D-1 attached
with the hydrology calculations.
Runoff coefficients were determined using the Rational Method Urban Runoff
Coefficients Detail (D-2) in the City of Bakersfield Subdivision and Engineering Design
Manual. A runoff coefficient of 0.42 was used for the residential lots and a runoff
coefficient of 0.90 was used for the commercial lot.
hi accordance with the gutter flow chart attached with the hydrology calculations the Q
that can be carried in a gutter with a 0.20% slope and a 6" water depth is 5.3 cfs. Inlet 1
has the largest 5 year total flow of 4.18 cfs entering the inlet from two directions;
therefore, the proposed 6" curb and gutter are adequate to handle the 5 year flow. All of
the other gutters are adequate because they have less flow than Inlet 1.
Hydraulic grade lines were calculated for each pipe reach as shown in the attached
Hydraulic Grade Line Calculations. HGL control was established at the 1/2 water depth of
the drainage basin or at the soffit elevations of the last pipe reach, whichever is higher.
The HGL includes freeboard of a minimum of 0.5' at catch basins and manholes in
accordance with City of Bakersfield Standards.
Catch basins were sized in accordance with the nomograph for capacity of curb opening
inlets included in the Catch Basin Sizing section. City Type "A" Catch Basin parameters
were used to solve the nomograph. Standard 3.5' wide openings are adequate for all catch
basins within the subdivision as shown in the attached calculations.
The proposed drainage basin has a design water depth of 8 feet. To determine the
required volume for Tract 7253, the runoff coefficients designated above were used for
their respective tributary areas and a coefficient of 0.15 was used for the sump lot area.
The required volume for the proposed drainage basin is 1.90 ac -ft and the provided
volume is 2.01 ac -ft, therefore the proposed basin has adequate capacity per the City of
Bakersfield Subdivision and Engineering Design Manual. Calculations that determine the
design volume and the provided volume are provided in the Drainage Basin Sizing
Section. Basin highwater elevations include minimum 1 foot freeboard from the lowest
inlet elevation.
The drainage basin for this tract is in an area where subsurface soils are composed of silty
sand, sand, and sandy silt. Krazan & Associates, Inc. determined the Coefficient of
Permeability for soils lying within the basin area. Results indicate that the basin will not
drain within seven days as is. Kazan recommends that the bottom of the basin be
excavated into the sandy soils below 13' to 18' with a Krazan representative present and
be backfilled to the finished basin bottom elevation with clean sand (see attached Soils
Report Excerpts).
CONCLUSIONS
A system of catch basins and pipes will carry runoff fi-om the Tract 7253 into one
drainage basin at the southwest corner of the site. This study shows that adequate
drainage facilities can be provided for this tract with the proposed drainage system and
basin.
DRAINAGE STUDY
FOR TRACT 7253
Porter & Associates, Inc.
Calculations By: TNB
Date: 03/14/2016 Job No. 2769B
Tract 7253 Hvdrologv Calculations
Checked By:
Date:
Drainage Area
Time of Concentration
i
Qi
i
Qp
Pipeline
Remarks
Point of
Conc.
Acres
"C"
CA
NCA
R/G
min.
G/T
min.
T/T
min.
5 yr
in/hr
5 yr
cfs
10 yr
in/hr
10 yr
cfs
Friction
Slope
Vp
fps
d
in
L
ft
T/P
min.
4.89
0.90
4.40
it
0.70
0.42
0.29
5.59
4.70
10
14
24
0.89
4.18
1.06
4.98
0.22%
2.8
18
221.0
1
25 min. @ Junction J1
J1
5.59
4.70
25
1.03
4.84
0.21%
2.7
18
220.3
1
26 min. @ Junction J2
J2
5.59
4.70
26
1.03
4.84
0.21%
2.7
18
42.8
0
26 min. @ Junction J3
i2
7.81
0.42
3.28
15
12
27
0.82
2.69
0.97
3.18
0.09%
1.8
18
25.7
0
27 min. @ Junction J3
i3
7.94
0.42
3.33
15
8
23
0.92
3.07
1.10
3.67
0.12%
2.1
18
15.7
0
23 min. @ Junction J3
J3
21.34
11.31
27
0.97
10.97
0.24%
3.5
24
226.3
1
28 min. @ Junction J4
i4
2.96
0.42
1.24
15
4
19
1.05
1.31
1.27
1.58
0.02%
0.9
18
16.7
0
19 min. @ Junction J4
J4
24.30
12.55
28
0.95
11.93
0.28%
3.8
24
285.2
1
29 min. @Junction J5
J5
24.30
12.55
29
0.95
11.93
0.28%
3.8
1 24 1
54.7 1
0 1
291 min. @ Sump
R/G = Roof to Gutter Time i = Rainfall Intensity Vp = Velocity in Pipe L = Length of Pipe Reach
G/T = Total Gutter Time Qi = Inlet Flow d = Pipe Diameter T/P = Pipe Travel Time
T/T = Total time Qp = Pipe Flow
4
3
21
Lo
0
I(
c
E
f
c
z 4
0
� 3
a
2
D
1
50
4O
30
(n
Lu
20
z
En
0.010 0.10 .2 .3 .4 .5 .6 .7.8.91.00 2 3
50
40
30
20
0
3
3
r
0.10 .2 .3 A .5 .6 .7.8.9 1.00
INTENSITY -INCHES PER HOUR
2 3 v
MAY 6,1983
INTENSITY
��jjVS DURATION G'E.G.
v nccw,vcHoco"• C U R V E S
A.L.MOORE
w �o� CITY OF BAKERSFIEL_D No
CALIFORNIA f
ENGINEERING DEPARTMENT
.D- I
Porter & Associates, Inc. Checked By:
Calculations By: TNB Date:
Date: 03/14/2016 Job No. 2769B Sheet 1 of 1
Tract 7253 Hydrology Calculations
Gutter Time for Catch Basins
Point of
Conc.
Avg Street
Slope
Vg
fps
Dist.
ft
G/T
min.
ii
0.21%
1.2
1020
14
i2
0.33%
1.4
1040
12
0
0.31%
1.4
710
8
i4
0.37%
1.5
360
4
G/T = Total Gutter Time
Vg = Gutter Velocity
DRAINAGE STUDY
FOR TRACT 7253
Porter & Associates, Inc.
Checked By:
Calculations By: TNB
Date:
Date: 03/14/2016 Job No. 2769B
Sheet 1 of 1
Tract 7253 Hydraulic
Grade Line Calculations
station length
diameter
area
O
velocity
friction
exit
friction
entrance
flowline
freeboard
ft
in
sf
cfs
ft/sec
slope
loss
loss
loss
HGL
elevation
Sump Outlet
335.40
342.50
7.10
Reach 1 54.7
24.0
3.142
11.9
3.80
0.0028
0.22
0.15
0.11
J5
335.89
342.50
6.61
Reach 2 285.2
24.0
3.142
11.9
3.80
0.0028
0.22
0.79
0.11
J4
337.02
341.91
4.89
Reach 3 226.3
24.0
3.142
11.0
3.49
0.0024
0.19
0.53
0.09
J3
337:83
341.49
3.66
Reach 4 42.8
18.0
1.767
4.8
2.74
0.0021
0.02
0.09
0.06
J2
338.00
341.51
3.51
Reach 5 220.3
18.0
1.767
4.8
2.74
0.0021
0.12
0.47
0.02
J1
338.61
342.42
3.81
Reach 6 221.0
18.0
1.767
5.0
2.82
0.0022
0.02
0.50
0.06
i1
339.19
_ 343.63
4.44
J3
337.83
341.49
3.66
Reach 7 25.7
18.0
1.767
3.2
1.80
0.0009
0.05
0.02
0.03
i2
337.93
341.49
3.56
J3
337.83
341.49
3.66
Reach 8 15.7
18.0
1.767
3.7
2.08
0.0012
0.07
0.02
0.03
i3
337.95
341.49
3.54
J4
337.02
341.91
4.89
Reach 9 16.7
18.0
1.767
1.6
0.89
0.0002
0.01
0.00
0.01
i4
337.04
341.91
4.87
J = Junction Number
i = Inlet Number
DRAINAGE STUDY
FOR TRACT 7253
CATCH BASIN SIZING CALCULATI®NS
Porter & Associates, Ince Checked By:
Calculations By: TNB Date:
Date: 03/14/2016 Job No. 2769B Sheet 1 of 1
Tract 7253 Catch Basin Sizing Table
Catch Basin Q - cfs Opening Required Opening Provided
No. 10 - year ft. ft.
1 4.98 3.11 3.50
2 3.18 1.99 3.50
3 3.67 2.29 3.50
4 1.58 0.99 3.50
Notes: 1. Catch Basins are sized in accordance with the attached Inlet Capacity Chart
for Type "A" Standard Catch Basin in a sag condition.
CrFY OF BAKE, RS 'VELD
EVL]ET CA6'AC1TY TN A SAG
TYPE "A" STANDARD CATCH BASUT
h = height of opening = T' H = waaer depth = V
H/h =
1.14
1,0
12
5
II
10
4
.s
e
3
10
G
.G
2
9
A
7
0
1.6 cfs/ft
S
10
1.5
75
w
1.6x3.5=5.6cfs
.G
2
°
for 3'- 6" tivide
_
N
=o�
r
curb opening
0
.9
9L�lY
Lu
5.5
f
rn
` .6.
IU
`
O
F-
w
w
5 x
.7
-.4o
CL
0
x
5
LD
4
.2
0
3.5 w
y f
x
.4
CL
4,
F
T
.25
3
T
k
2
3
o ,06
CL: w
uj
w
t -
x
x
0 .04
25
2
.03
0
w
z
�
r
> ,O2
I_
a
w
.2
0
z
L)
4
a
O
1 5
.Ol
Q
.I5
F_
<
.1 CURB
h_ H-EII-GHT
I'S
LOCAL DEP, S I ,N 1
0.1
NOMOGRAPH FOR CAPACITY OF
CURB OPENING INLETS AT LOW POINTS
.I
R.2
DRAINAGE STUDY
FOR TRACT 7253
Porter & Associates, Inc. Checked By:
Calculations By: TNB Date:
Date: 03/14/2016 Job No. 2769B Sheet 1 of 1
Tract 7253 Drainage Basin Design Volume
Tributaries
Area Acres
C
AxC
Alb, A2, A3, A4
19.41
0.42
8.15
Ala
4.89
0.90
4.40
Sump Lot
0.67
0.15
0.10
CxA —
12.65
Design Volume = 0.15*7(CxA) = 1.90 AC -FT
Porter & Associates, Inc. Checked By:
Calculations By: TNB Date:
Date: 03/14/2016 Job No. 2769B Sheet 1 of 1
Tract 7253 Drainage Basin Volumes Provided
Average
Accumulated
Accumulated
Elevation
Area
Area
Volume
Volume
Volume
ft
sq. ft.
sq. ft.
cu. Ft.
cu.ft.
ac -ft
331.4
7289
7716
7716
7716
0.18
332.4
8143
8585
8585
16301
0.37
333.4
9026
9481
9481
25782
0.59
334.4
9936
10406
10406
36187
0.83
335.4
10875
11359
11359
47546
1.09
336.4
11842
12340
12340
59885
1.37
337.4
12837
13349
13349
73234
1.68
338.4
13861
14388
14388
87622
2.01
339.4
14914
DRAINAGE STUDY
FOR TRACT 7253
K.,\ No. 022-16004
Page No. 3
PERMEABILITY TESTING
Three permeability tests Were performed on soil samples collected from depths of 15 to 20 feet below
existing site grade- The permeability tests were performed in accordance with ASTM Test Method
D2434. The test results are as follows:
Borin No.
Depth feet
Coefficient of'Permeabilit em/sec)
Soil Tv pe
B 1
15
1.91 x 105
Silty Sand (SM)
Bi
20
4.8 x 10--'
Sand (SP)
B2
15
6.07 x 10"'
Sandy Silt (NIL)
DRAINAGE
The proposed drainage basin is still in the design phase. It is estimated that the maximum volume of
water to be retained in the basin is approximately 1.95 acre-feet. It is understood the basin will have a
minimum bottom area of approximately 7,290 square feet. It is anticipated that side slopes will be
constructed at 2:1 (horizontal to vertical). It is anticipated the high water level will be 8 feet above
basin bottom.
Permeability tests were performed on the soils at depths ranging from 15 to 20 feet. These soils had
coefficients of permeability ranging from 4.8 x 10 -'to 6.07 x ICcrn/sec.
Based on the proposed inflows, subsurface soil conditions, and provided the drainage basin has a
minimum bottom area of 7,290 square feet and extends to a minimum depth of 12 feet below existing
site grade, it is anticipated the basin will drain within 7 days provided the recommendations in the Site
Preparation section of this report are followed,
SITE PlaP.AR.ATI®N
General site clearing should include removal of vegetation and existing utilities; trees and associated
root systems; rubble; and any loose and/or saturated materials. Site stripping should extend to a
minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed.
Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as
Engineered rill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural
areas.
Within areas to receive fill, following stripping operations, the upper 6 inches of soil should be
excavated/scarified to a depth of 6 inches, worked until uniform and free from large clods; Moisture -
conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on
.ASTM Test Method D1557. It is recommended that the new fill to be placed within the slope be
benched into the slope. The bench should occur at every lift and extend at least 4 feet into the existing
slope.
Krazan & .Associates, lite.
With Offices Serving The Western United States
022160J4 0-;. R-1 (Tram 7253).do
KA No. 022-16004
Pau No. a
Any buried structures encountered during construction should be removed in accordance with the
recommendations of the Soils Engineer. The resulting excavations should be backt-illed with
Engineered Fill.
In order to dispose of the water, within the required 7 days, mitigation measures arc required. It is
recornmended that the proposed drainage basin be constructed into the sandy soils encountered at the
site. The storm water may be disposed of by excavating the bottom of the basin into the sandy soils
encountered below 13 to 13 feet to remove the low permeability material kvithin the bottom of the basin.
The resulting excavation should be backfilled to finished basin grade with clean sand (less than 5
percent passing the No. 200 sieve). The sand should have a permeability rate greater than 1 x10-3
cm/scc. The sand should not be compacted to more than 85 percent of maximum density based on
453'i Test Method D1557. It is further recommended that a representative of our firm inspect the
excavation operation to verify soil conditions below the bottom of the basin. The estimated soil
absorption factors presented in this report are based on clear water and a factor of safety should be
incorporated into the design of the drainage basin to compensate for soil clogging From water
impurities.
The long-term absorption rate is highly dependent on the quality of infiltration water and the drainage
basin maintenance. To maintain an adequate absorption rate, a maintenance program will be required.
Annual maintenance should include the following:
1. Annual removal of the top I to 2 inches of sediment collecting on the surface of the
basin_ This will help removal of the silt and clay sediment from accumulating from
the surface and reduce the potential of silting (clogging) the upper soils within the
pond.
2. Vegetation within the basin should be stripped or mowed yearly and removed from
die basin site. The vegetation shall not be disced within (fie basin soils. Discing of
organic material will reduce the upper soils permeability.
The upper soils, during tvet winter months become very moist due to die absorptive characteristics of
the. soil. Earthwork operations performed during winter months may encounter very moist unstable
soils, which may require removal to grade a stable building foundation. Project site winterization
consisting of placement of aggregate base and protecting exposed soils during the construction phase
should be performed.
A representative of our firm should be present during all site clearing and grading operations to test and
observe eardnvork construction_ This testing and observation is an integral part of our service, as
acceptance of carthwork construction is dependent upon compaction and stability of the material. The
Soils Engineer may reject any material that does not meet compaction and stability requirements.
Further recommendations of this repots are predicated upon the assumption that earthwork construction
will conform to recommendations set forth in this section and the Engineered Fill section.
Krazan & Associates, Ine.
WiOi Offices Serving The westem Unitcd State
02--1(009 Basin Rcp.n (T—, 7253).d—
KA No. 022-16004
Page Na. 5
Leased on the estimated storage volume, high water levels and provided the drainage sump is prepared as
outlined above, it is anticipated the proposed basin will drain within 7 days.
FEASIBrUTY OF QN-SITE SOILS FOR USE AS ENGINEERED FILL
The on-site soils are predominately silty sands, sandy sifts; and sands. These soils will be suitable for
rouse as Engineered Fill, provided they are cleansed of excessive organics and debris.
The preferred materials specified for Engineered fill are suitable Por most applications with the
exception of exposure to erosion. Project site winterization and protection of exposed soils during the
construction phase should be the sole responsibility of the Contractor, since he has complete control of
the project site at that time.
till soils should be placed in lifts approximately 6 inches thick, moisture -conditioned as necessary, and
compacted to achieve at least 90 percent maximum density as determined by ASTM 'Test Method
iJ 1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or
if soil conditions are not stable.
UTILITY TRENCH 1BACKFIE .L
Drainage pipes may be installed in conjunction with the construction of the drainage basin. Trenches
should be excavated according to accepted engineering practice following OSHA (Occupational Safety
and Health Administration) standards by a Contractor experienced in such work. The responsibility for
the safety of open trenches should be borne by the Contractor. Traffic and vibration adjacent to
trenchwalls should be minimized; cyclic wetting and drying of excavation side slopes should be
avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open
excavations could be experienced; especially during or following periods of precipitation.
Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at
least 90 percent of maximum densit-v based on ASTivi Test Method D15.57, Utility trench backfill
placed in pavement areas should be compacted to at least 90 percent of maximum density based on
ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's
recommendations.
The Contractor is responsible for removing all water -sensitive soils from the trench regardless of the
backfill location and compaction requirements. The Contractor should use appropriate equipment and
methods to avoid damage to the utilities and/or structures during fill placement and compaction.
PIPE BEDDING AND ENVELOPE
Proper bedding and envelope should be provided for pipes. The bedding surface should be smooth and
true to the design grade. At least 12 inches of compacted cohesionless soil bedding (100 percent
passing the. No. 4 Sieve and not more than 8 percent passing and No. 200 Sieve) should be provided
Krazan & Associates, Inc.
With Offices Serving The Western United States
02216004 Rosin Report (Traci 7251),d-
el+
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LOCI ,,-.)f of B';
F :ojec-: Tract 7253 - _,ac No: 022-16004
ICl'er:: Taft 20, LLC Pik e `:o.: A-1
Loccition: SW of Taft Highway & Chevalier Road, Bakersfield, CA ,, icd Ley: Wayne Andrade
IDep{h to'A'atar> ini,izil: None ".t Coninle! on: None
Very loose, fine- to medium -grained; ---- --
��;i dark brown, moist, drills easily
2-- • Medium dense below 1 foot -----
114.0 5.0 36 e
Dense and drills firmly below 3 feet —
1
4 �Y
hI 113.5 7.4 41 j
8 .. --
p CLAYEY SILTY SA1VD (SM/SCI j
- j
Loose, fine-grained; brown, moist, drills
easily
10 117.0 5.4 1 10!—
ljl --- - i
12-'' ! -
;�ti I
r;I SILTYSAND/SAND (SM/SP) '
_ Medium dense, fine- to medium grained; -
14 I;; light grayish -brown, damp, drills easily I
.c. I
116.61 16.1- 35 °
— -
16
18 SAND (SPI—
Dense, fine- to medium -grained; light
gray, damp, drills firmly I I
20- �,_
Drii; 61ethoc: Solid Flight
G:i'.i Rig: CME45C-1 Krazan and Associates !-:ole Size: 4/z Inches
Griller. Chris Wyneken Elavation; 50 Feet
Sheet: 1 of 3
SUBSURFACE PROFILE
+
SAMPLE
Penetration Test
blows/ft
j
a
Water Content (%)
_ !Ia
Description
I
�E I
CL 0
20 40 60 10 20 30 40
ia
m
Ground Surface
SILTY SAND (SM)
Very loose, fine- to medium -grained; ---- --
��;i dark brown, moist, drills easily
2-- • Medium dense below 1 foot -----
114.0 5.0 36 e
Dense and drills firmly below 3 feet —
1
4 �Y
hI 113.5 7.4 41 j
8 .. --
p CLAYEY SILTY SA1VD (SM/SCI j
- j
Loose, fine-grained; brown, moist, drills
easily
10 117.0 5.4 1 10!—
ljl --- - i
12-'' ! -
;�ti I
r;I SILTYSAND/SAND (SM/SP) '
_ Medium dense, fine- to medium grained; -
14 I;; light grayish -brown, damp, drills easily I
.c. I
116.61 16.1- 35 °
— -
16
18 SAND (SPI—
Dense, fine- to medium -grained; light
gray, damp, drills firmly I I
20- �,_
Drii; 61ethoc: Solid Flight
G:i'.i Rig: CME45C-1 Krazan and Associates !-:ole Size: 4/z Inches
Griller. Chris Wyneken Elavation; 50 Feet
Sheet: 1 of 3
i C; .7, f: LE, i l• 1
1 -fact 7253 022-16004
Ci;er.,: Taft 20, LLC A-1
Loc-a:ion: SW of Taft Highway & Chevalier Road, Bakersfield, CA LoC,qcd Fiy: Wayne Andrade
D2pth to None None
Crill Mwt)od: Solid Flight
Rig: CME 45C-1
DA'Ier: Chris Wyneken
D."11 Do:e: 2-1-16
Krazan and Associates Size-: 4% Inches
Elev-ozioii: 50 Feet
Sheet: 2 of 3
L. C) f B (7, r :1 rf
Flroj,act: Tract 7253 Ps,Ojec! "!z).' 022-16004
Client: Taft 2D, LLC A-1
Locat ,on: SW of Taft Highway & Chevalier Road, Bakersfield, CA or-fg---d By: Wayne Andrade
D e p si to 2 r> inial: None .;-1A Compzotion: None
M -W fY,efhod: Solid Flight
Drill .Ri:g.: CME 45C-1
Di-i!ler. Chris Wyneken
Krazan and Associates
1): -;Il 2-1-16
1 - 1 o le 4/2 f n c h e s
50 Feet
Sheat: 3 of 3
111.3 19.9 7
Medium derise, fine-grained; brown,
H moist, drifIs easily
if
if
14
112.4 11 23.2 23
Dense, fine- to medium -grained; light
Drill Me,hod: Solid Flight
DJ�l Ric: GME 45C-1 Krazan and Associates i 4'1 , 2 Inches
DrFle-r.- Chris Wyneken 50 Feet
ci:jnt: Taft 20, LLG
A-2
Lci7aL�cn: SW of Taft Highway & Chevalier Road, Bakersfield,
CA
Wayne Andracle
lnit.;Gl: None
Co! None
SUBSURFACE PROFILE
SAMPLE
Penetration Test
Water Content
Description
SILTY SAND (SM)
1, Loose, fine-grained; dark brown, moist,
drills easily
Medium dense with increased SILT and
decreased SAND below I foot
116.2
11.8
26
111.3 19.9 7
Medium derise, fine-grained; brown,
H moist, drifIs easily
if
if
14
112.4 11 23.2 23
Dense, fine- to medium -grained; light
Drill Me,hod: Solid Flight
DJ�l Ric: GME 45C-1 Krazan and Associates i 4'1 , 2 Inches
DrFle-r.- Chris Wyneken 50 Feet
r--
"t_og of Boring
l.rojnct: Tract 7253 ^^c; ,c r7.3: 022-15004
!
Cher,;: Taft 20, LLC i!;_: -e P:c.: A-2
Locnticn: SW of Taft Highway u Chevalier Road, Bakersfield, CA _ r: t; :.d Ey: Wayne Andrade
Cep -,h LC 1 \'::c ilt'iti: None i Ccm;.:etX n: None
SUBSURFACE PROFILE
i
SAMPLE
IPenetration
Test
I
blows/ft
a
I
Water Content (°�)
Description
.21
j
>
i
I
Z
T
20 40 60
10 20 30 40
118.3
5.8 _ '1
47
22- til I �I f
SANDY CLAYEY SILT (ML)
24 - Medium dense, fine-grained; olive- i - - i-- - - --
jI brown, moisf, drills easily
l!I 26 -- IItL i l!iIiiill�„tlj�yIii 100.0 I 29.8 17
-i ----�I-
-_-
Il 426 _tII I1�IliIiIilIiI't ;; i i� jIl iI� '1;ljl� i1i
SAND (SP)
Very dense, fine- to medium -grained;
light gray, damp, drills hard 115.8 _4_—.2 l ( � _-.5. 0 +30
324 SANDY CLAYEY SILT (ML)
Mediumdense, fine-grained with lenses
of SILTY SAND; gray and light brown,
moist, drills easily 103.3 26.3 i�1�26_
t' i
36-
38-
0-
6-38-0-
l1
---- ---- _ i---
---
I
-l—T------ - ---`I --
—i-
-
---
-..
!�j iI Very dense and drills hard below 40 feet
Crill fvIeLhod: Solid Flight v'iai Dare: 2-1-16
Chili tic: CME 45C-1 KIrazcan and Associates i'i-,I -i,r,:: 41,- Inches
D3 -W.dr. Chris Wyneken 7D-,,- tflon: 50 Feet
Siteet: 2 of 3
r
Lc)q of B2
pj,ojcc,1: Tract 7253
. � , c�act: 1-4 L; 022-16004
.•� i
IA -2
Z110rit: Taft 20, LLC
Locat`oji: SW of Taft Highway & Chevalier Road, Bakersfield, CA Wayne Andrade
cep,,!i Lo VVa;,_�r> None ;--L None
SUBSURFACE PROFfLE
SAMPLE
Penetration Test
6 1 14:0
OWS
Water Content
Description
0
4� -9
0- L__ 20 40 60 10 20 30 40
CID
117.8 5.2 1 72
42 .1 SILTY
SAND/SANDY SILT (SAIIML)
-
ii Very dense, fine-grained with
Ij MI interbedded layers of SAND; olive and
fight gray, damp, drills hard
4-4- 1
20
1781 f72
n
_12____
4.0 103 50+
46-
48
10 -
End of Borehole
52-
58
F_
60
----------
Gill I.Ierhod: Solid Flight 2-1-16
F.'iU : CME 45C-1 Kratan and Associates 41/2 Inches
Chris Wyneken 50 Feet
Sliee',; 3 of 3