HomeMy WebLinkAboutTract No. 18906 Hydrology Report°PQOVID
vAR le BM
'"OILOGY STUDY.
AND
HYD I'` ' ULICS C ' , LCUL ' TIONS
FOR
T CT MAP 18906
APN: 0243-141-29
El HMO
MAR 10 MN
PREPARED BY:
S.D. ENGINEERING AND ASSOCIATES
242 E. Airport Drive, Ste 212
San Bernardino, Ca. 92408
(909) 884-7090
Email: suresh@sdengineering.com
`-1
INTRODUCTION
STUDY LOCATION:
This study area is a proposed Tract Map 18906 consisting of 16 residential tots on a 3.83 acres of land.
It is located along east side of Williams Road, along both side of Dumond Street and West side of
Maple Avenue, south of Baseline Avenue and north of Foothill Boulevard in the City of Fontana. It is
surrounded by single family residential homes on all four side sides of the project site. The project may
be accessed via Sierra Avenue north from Interstate 10 freeway, then east to Foothill Boulevard, then
north to Maple Avenue to the project site.
REPORT OBJECTIVE:
The entire area of this project will have 16 single family residential homes. The objective of this report
is to determine the basic hydrologic response of the proposed development to onsite storm runoff only
since all four sides are fully developed, to be reviewed by the City of Fontala. The project is an "in -
fill" in nature.
HYDROLOGY:
The rational method hydrology system used on the analysis of the subject site is the San Bernardino
County Hydrology Manual dated August 1986.
SUMMARY:
The site is currently vacant located on the east side of Williams Road, west and east sides of Dumond
Street, and west side of Maple Avenue. These streets are existing and are already developed. The site
is an in -fill project. It is surrounded by single family residential homes on all four sides. The fully
developed properties surrounding the project have their own drainage system, therefore, there is no
significant impact to the project site. Only onsite storm runoff will be considered in this report. The
site currently drains to these three streets
The main purpose of this report is to determine the amount of 100-year frequency storm runoff on the
individual lots between predevelopment and post development conditions. The increased of runoff due
to this proposed development will be retained onsite and the historical runoff or the 90% of the
predevelopment runoff will be allowed to flow to the streets fronting the individual lots where it
currently flows, thereby not increasing the existing runoff flowing to the respective streets.
The sizes of the proposed lots are typical single family residential lot, therefore, the simplified Rational
Method Formula can be applied.
Thus, Q = C.I.A.
C = 0.54 (predevelopment), 0.85 (post development, Single Family Residential)
I = 1.47 (100-year storm frequency)
A = 10,500 S.F. (largest lot of 16) = 0.24
The increased of runoff then will be Q delta= 0.31 (1.47) (0.24) = 0.1094 c.f.s.
Volume = 394c.f.
To satisfy the requirements of the WQMP, an underground filtration system with a capacity of 542 c.f.
is installed at each individual lot. The capacity of this system is more than the expected increased of
flow.
The calculated footprint area of the underground infiltration/retention basin is 109.56 s.f. and the
resulting height of water inside the basin is 3.60 feet. The site has an infiltration rate of 2.5"/hr.
Thus the drawdown time is 3.60/0.21 = 17.14 hours. Therefore, the basin will be empty in 17.14
hours and 24-hour routing time requirement is not necessary as demonstrated by this fact.
It is therefore concluded that the underground infiltration system could adequately handle the increased
of flow and the treatment of stormwater runoff.
An 8" header pipe is provided for the underground infiltration system which could adequately convey
the calculated as shown on the calculation on the next pages.
The calculated grate opening is 14.4 square inch as shown on the calculation on the next pages. A 144
square inch (12"x12") opening is provided to avoid clogging problem.
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IN THE CITY OF FONTANA, COUNTY CF SAN BERNARDINO. STATE Cf CANFORNIA
PRELIMINARY GRADING PLAN
FOR TENTATIVE TRACT NO. 18906
BENG A SuBDPASIOH er THE EAST ONE—HALF Cr THE SOUTH ONE—HALF Cf LOT 417, ACCORDING
TO THE NAP SHOYAND SUBDIMSION CF LANDS BELONCANG 70 THE SBA -TROPIC LAND AND WATER
CCIPA7IT,14 THE CITY CF FRNTANA, COUNTY Cr SAN BEFRARTY.Ilo, STATE CF CALTOPRIA, AR °FR
FLAT ittcceaso IN BOON II OF NAPS, PACE 12, RECORDS Olf SAID COUNTY.
SD. DAWITERING MO ASSOCIATES ANTE 2512
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LEGEND
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VICINITY MAP 0
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HYDROLOGIC SOILS GROUP MAP
FOR
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Subsurface
MC-4500
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Detention
Stormwater
Site Calculator
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Project Information:
Project Name:
Location:
Date:
Engineer:
StormTech RPM:
System'Requireiner is . ,
System -Sizing q '
Units
- 't) �'
Number of Chambers Required 2 each
Required Storage Volume
x� ; Q *'
CF
Number of End Caps Required 2 each
Stone Porosity (Industry Standard = 40%)
!?{'s
%
Bed Size (including perimeter stone) 157 square feet
Stone Above Chambers (12 inch min)
inches
Stone Required (including perimeter stone) 41 tons
Stone Foundation Depth (9 inch min)
inches
Volume of Excavation 45 cubic yards
Average Cover over Chambers(24 inch min
9 )
-� �
inches
Non -woven Filter Fabric Required(20% SafetyFactor)88 square yards
q q
Bed size controlled by WIDTH or LENGTH?
Length of Isolator Row 15.2 feet
Limiting WIDTH or LENGTH dimension
a
feet
Woven Isolator Row Fabric (20% Safety Factor) 42 square yards
Storage Volume per Chamber 162.6 CF
Storage Volume per End Cap 108.6 CF
Installed Storage Volume 542 cubic feet
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HEADER PIPE
Inside Diameter
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*
A A A A A A A A A A A A A A A A A A A A A A
* Water * I
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* * I
* * ( 1.37 in.)
( 0.114 ft.)
* * I
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Circular Channel Section
Flowrate 0.109 CFS
Velocity 2.748 fps
Pipe Diameter 8.000 inches
Depth of Flow 1.367 inches
Depth of Flow 0.114 feet
Critical Depth 0.152 feet
Depth/Diameter (D/d) 0.171
Slope of Pipe 2.000 %
X-Sectional Area 0.040 sq. ft.
Wetted Perimeter 0.568 feet
AR^(2/3) 0.007
Mannings 'n' 0.013
Min. Fric. Slope, 8 inch
Pipe Flowing Full 0.008 %
Resource Center - Flow Calculators - Orifice Flow Calculator
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The flow capacity of any inlet grate in a sump or ponded condition Is a function o' the depth of water over the grate and the
open area of the grate. For this calculation, the orifice equation is used. The oriti :e equation car be used to determine the
flow through a grate.
Q=0.0108xAx'Id
Q = flow (ft'/s)
A = open area of grate (inz)
d = depth of water over grate (In)
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Enter A and d, click Calculate to solve for Q (flow)
Enter 0 and d, click Calculate to solve for A (grate open area)
'Indicates required field
Q = Flow (ft'/s):
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[14.4
j
d = Depth of water over grate (in): j0.50
Calculate
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nrnninA A
GeoTek, Inc.
710 E. Parkridge Avenue, Suite 105, Corona, California 92879-1097
(951) 710- 1160 Office (951) 710-1167 Fax www.geotekusa.com
February 17, 2014
Project No. I 003-CR3
Frontier Enterprises
8300 Utica Avenue, Suite 300
Rancho Cucamonga, California 91730
Attention: Ms. Cory Condosta
Subject: Infiltration Evaluation
Tract 18906
City of Fontana, San Bernardino County, California
Dear Ms. Condosta:
As requested and authorized, GeoTek, Inc. (GeoTek) has performed an evaluation of
near -surface water infiltration potential at the project site.
The subject site is located east of Williams Road, west of North Maple Avenue and southerly
of Fairview Drive in the City of Fontana, San Bernardino County, California. The irregular
shaped property is comprised of roughly four (4) acres of land. The site can be considered as
having relatively flat terrain.
One (I) excavation was dug by hand, to a depth of about one (I) foot below existing grade in
the southwestern portion of the site (see Figure I). Infiltration testing was completed using a
double ring infiltrometer device in the excavation. A representative from our firm conducted
the actual infiltration testing.
The slowest/most conservative infiltration rate of two and one-half (2.5) inches per hour was
measured for the test hole, after the infiltration rate had generally stabilized. The diameter of
the inside ring of the infiltrometer was approximately twelve (12) inches. The testing was
completed in general conformance with ASTM D 3385. Over the lifetime of the disposal area,
the infiltration rates may be affected by silt build up and biological activities, as well as local
variations in near surface soil conditions.
GEOTECHNICAL I ENVIRONMENTAL I MATERIALS
FRONTIER ENTERPRISES
Infiltration Study
Tract 18906. Fontana, California
LIMITATIONS
Project No. I003-CR3
February 17, 2014
Page 2
The materials observed on the project site appear to be representative of the area; however,
soil materials vary in character between excavations and natural outcrops or conditions
exposed during site construction. Site conditions may vary due to seasonal changes or other
factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or
recommendations performed or provided by others.
Our conclusions and recommendations are professional opinions that are limited to the extent
of the available data. Observations during construction are important to allow for any change
in recommendations found to be warranted. These opinions have been derived in accordance
with current standards of practice and no warranty is expressed or implied. Standards of
practice are subject to change with time.
The opportunity to be of service is sincerely appreciated. If you should have any questions,
please do not hesitate to call our office.
Respectfully submitted,
GeoTek, Inc.
Edward H. LaMont
CEG 1892, Exp. 07/31 / 14
Principal Geologist
Attachments: Figure I — Infiltration Test Location Map
Infiltration Test Data
Distribution: (I) Addressee via email
G:\Projects\ 1001 to 1 050\1003CR3 Frontier Enterprises Tract 18906 Fontana\In filtration Study\ 1003CR3 Infiltration
Evaluation Tract I8906.doc
JCc
GEOTEK
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LEGEND
T-1 ® Approximate Location of Infiltration Test
Frontier Enterprises
Tract 18906
City of Fontana
San Bernardino County, California
GeoTek Project No. I 003-CR3
N
Figure I
Infiltration Test
Location
Map
G E O T E K
wtt_L)4t s RoAD
1003 -CR3
Project Name and Test Location:
Trench No.:
Tested by:
Date of Testing:
Water Table Depth: P
uvvote runt. melt I SQIETER
Liquid Used:
TEST DATA
Temperature:
Mainced by Using:
of Rings Into Soil (in.):
I&{ 1AlAT6EZ
L01" 1 Ground
p VG Liquid Level
2-/ 14 (I14 Penetration
6
USCS Classification:
FLOW READINGS
INFILTRATION RATE
TRIAL NO.
STARTLE
ND
TIME
ELAPSED
TIME (Min.)
INNER
RING
(in.)
RING
FLOW
(water
added in
ml)
ANNULAR
READING
(in.)
SPACE
FLOW
(water
added in
ml)
LIQUID
TEMP.
F)
( INNER (inJhr.)
ANNULAR
(inJhr.)
REMARKS
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HYDROLOGY STUDY'
AND
HYDRAULICS CALCULATIONS
FOR
TRACT MAP 18906
APN: 0243-141-29
a
PREPARED BY:
S.D. ENGINEERING AND ASSOCIATES
242 E. Airport Drive, Ste 212
San Bernardino, Ca. 92408
(909) 884-7090
Email: suresh@sdengineering.com
NM ID
MAR 1021114
a
INTRODUCTION
STUDY LOCATION:
This study area is a proposed Tract Map 18906 consisting of 16 residential tots on a 3.83 acres of land.
It is located along east side of Williams Road, along both side of Dumond Street and West side of
Maple Avenue, south of Baseline Avenue and north of Foothill Boulevard in the City of Fontana. It is
surrounded by single family residential homes on all four side sides of the project site. The project may
be accessed via Sierra Avenue north from Interstate 10 freeway, then east to Foothill Boulevard, then
north to Maple Avenue to the project site.
REPORT OBJECTIVE:
The entire area of this project will have 16 single family residential homes. The objective of this report
is to determine the basic hydrologic response of the proposed development to onsite storm runoff only
since all four sides are fully developed, to be reviewed by the City of Fontana. The project is an "in -
fill" in nature.
HYDROLOGY:
The rational method hydrology system used on the analysis of the subject site is the San Bernardino
County Hydrology Manual dated August 1986.
SUMMARY:
The site is currently vacant located on the east side of Williams Road, west and east sides of Dumond
Street, and west side of Maple Avenue. These streets are existing and are already developed. The site
is an in -fill project. It is surrounded by single family residential homes on all four sides. The fully
developed properties surrounding the project have their own drainage system, therefore, there is no
significant impact to the project site. Only onsite storm runoff will be considered in this report. The
site currently drains to these three streets
The main purpose of this report is to determine the amount of 100-year frequency storm runoff on the
individual lots between predevelopment and post development conditions. The increased of runoff due
to this proposed development will be retained onsite and the historical runoff or the 90% of the
predevelopment runoff will be allowed to flow to the streets fronting the individual lots where it
currently flows, thereby not increasing the existing runoff flowing to the respective streets.
The sizes of the proposed lots are typical single family residential lot, therefore, the simplified Rational
Method Formula can be applied.
Thus, Q = C.I.A.
C = 0.54 (predevelopment), 0.85 (post development, Single Family Residential)
I = 1.47 (100-year storm frequency)
A =10,500 S.F. (largest lot of 16) = 0.24
The increased of runoff then will be Q aeita= 0.31 (1.47) (0.24) = 0.1094 c.is.
Volume = 394c.f.
To satisfy the requirements of the WQMP, an underground filtration system with a capacity of 542 c.f.
is installed at each individual lot. The capacity of this system is more than the expected increased of
flow.
The calculated footprint area of the underground infiltration/retention basin is 109.56 s.f. and the
resulting height of water inside the basin is 3.60 feet. The site has an infiltration rate of 2.5"/hr.
Thus the drawdown time is 3.60/0.21 = 17.14 hours. Therefore, the basin will be empty in 17.14
hours and 24-hour routing time requirement is not necessary as demonstrated by this fact.
It is therefore concluded that the underground infiltration system could adequately handle the increased
of flow and the treatment of stormwater runoff.
An 8" header pipe is provided for the underground infiltration system which could adequately convey
the calculated as shown on the calculation on the next pages.
The calculated grate opening is 14.4 square inch as shown on the calculation on the next pages. A 144
square inch (12"x12") opening is provided to avoid clogging problem.
0
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DUMOND DRIVE
FAIRVIEW DR •
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N.T.S.
24" MIN
7' MAX.
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MC-4500 CHAMBER
12"
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4 ❑Z. NON-W❑ v EN FILTER FABRIC
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12I" MIN.
I2" MIN.
GO"
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TYPICAL ELEVATION
N.T.S.
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20 7
IN THE CITY Of FONTANA. COUNTY OF SAN BERNARDtNO, STATE OF CAHFORNIA
PRELIMINARY GRADING JLAN
FOR TENTATIVE TRACT NO. 18906
BEING A SOBOVASION Cr THE EAST ORE -HALF OF THE SOUTH ORE -HALF OF LOT 417. ACCORDING
TO THE NAP SHOYANG SUBINVISION CF LANDS BELONGING TO THE SENT-TRCXNC LAND AND WATER
COMPANY, IN THE CITY fi FCHTANA. CFAINTY rF S.AN PORNARDINC, STATE OF Ch1FERV1A, AS °ER
PLAT RECCRDEO IN BOON 11 Of NAPS. PATE 12. RECORDS CF SAID COUNTY.
SO. EIOREERANG AND ASSOGATES 3A.Y, 2013
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RECORD OWNER
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AACd4SS. CA 400.24
SUBDIVIDER
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ENGINEER
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VICINITY MAP
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S.D. ENGINEERING AND ASSOCIATES
LAND PLANNING AND OW. ENGINEERtNG
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
IREDUCED DRAWING.
SCALE I" = 4 MILES 1
t.
OA 180LINES PRECIPITATION (INCHES)
3>7
1
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SAN BERNARDINO COUNTY
FLOOD CONTROL DISTRICT'
VALLEY AREA
OOHYETALR
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AMMO 47 ?c.o.:
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SCALE REDUCED BY 1/2
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603.136Y trP ,
WIRER
HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHCENTRAL AREA
Project Information:
Project Name:
Location:
Date:
Engineer:
StormTech RPM:
E tc rm14c11,®
Detention -Retention -Recharge
Subsurface Stormwater Management`"
MC-4500 Site Calculator
i*, _ .:,: ..... . Gx
�y ;ter �" 9.: z ai•�.
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..:-. , r'. y.,T _ '«`.,�,�
Units
Number of Chambers Required 2 each
Number of End Caps Required 2 each
Bed Size (including perimeter stone) 157 square feet
Stone Required (including perimeter stone) 41 tons
Volume of Excavation 45 cubic yards
Non -woven Filter Fabric Required (20% Safety Factor) 88 square yards
Length of Isolator Row 15.2 feet
Woven Isolator Row Fabric (20% Safety Factor) 42 square yards
Installed Storage Volume 542 cubic feet
Required Storage Volume
Stone Porosity (Industry Standard = 40%)
Stone Above Chambers (12 inch min.)
-
CF
%
inches
Stone Foundation Depth (9 inch min.)
Average Cover over Chambers (24 inch min.)
Bed size controlled by WIDTH or LENGTH?
Limiting WIDTH or LENGTH dimension
Storage Volume per Chamber
Storage Volume per End Cap
_s '�
-
162.6
108.6
inches
inches
feet
CF
CF
,,;: �.--''-:,?V •--
24
Maximum Width = 12 feet
1 row of 2 chambers
Maximum Length = 15.2 feet
Maximum Width 10.3 feet
7.0'
(Mom) (610 mm)
t
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inches
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inches
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100"
inches :
(2540 mm)
HEADER PIPE
Inside Diameter
( 8.00 in.)
*
*
* *
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* Water * I
l
* * I
* * ( 1.37 in.)
( 0.114 ft.)
* *
* * I
* V
Circular Channel Section
Flowrate 0.109 CFS
Velocity 2.748 fps
Pipe Diameter 8.000 inches
Depth of Flow 1.367 inches
Depth of Flow 0.114 feet
Critical Depth 0.152 feet
Depth/Diameter (D/d) 0.171
Slope of Pipe 2.000
X-Sectional Area 0.040 sq. ft.
Wetted Perimeter 0.568 feet
AR^(2/3) 0.007
Mannings 'n' 0.013
Min. Eric. Slope, 8 inch
Pipe Flowing Full 0.008 %
geso' irce Center - Flow Calculators - Orifice Flow Calculator
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Language: (English
GO
The flow capacity of any inlet grate in a sump or ponded condition is a function o` the depth of water over the grate and the
open area of the grate. For this calculation, the orifice equation is used. The oriliae equation car be used to determine the
flow through a grate.
Q=0,0108xAx'd
0 = flow (ft'Is)
A = open area of grate (in')
d = depth of water over grate (in)
Orifice Flow Calculator
Options:
Enter A and d, click Calculate to solve for Q (flow)
Enter Q and d, click Calculate to solve for A (grate open area)
*Indicates required field
Q = Flow (tt'Is):
A = Open area of grate (in'):
*d = Depth of water over grate (in): o.so
Calculate
0.11
! The Orifice equatic i works best with water depths of 4 inches
or greater.
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http://americas.ej co.com/webapp/wcs/stores/servlet/FlowCalculatorV iew?calculator = orifice&catalogl... 2/20/2014
GeoTek, Inc.
710 E. Parkridge Avenue, Suite 105, Corona, California 92879-1097
(951) 710-1160 Office (951) 710-1167 Fax www.geotekusa.com
February 17, 2014
Project No. I 003-CR3
Frontier Enterprises
8300 Utica Avenue, Suite 300
Rancho Cucamonga, California 91730
Attention: Ms. Cory Condosta
Subject: Infiltration Evaluation
Tract I8906
City of Fontana, San Bernardino County, California
Dear Ms. Condosta:
As requested and authorized, GeoTek, Inc. (GeoTek) has performed an evaluation of
near -surface water infiltration potential at the project site.
The subject site is located east of Williams Road, west of North Maple Avenue and southerly
of Fairview Drive in the City of Fontana, San Bernardino County, California. The irregular
shaped property is comprised of roughly four (4) acres of land. The site can be considered as
having relatively flat terrain.
One (1) excavation was dug by hand, to a depth of about one (I) foot below existing grade in
the southwestern portion of the site (see Figure 1). Infiltration testing was completed using a
double ring infiltrometer device in the excavation. A representative from our firm conducted
the actual infiltration testing.
The slowest/most conservative infiltration rate of two and one-half (2.5) inches per hour was
measured for the test hole, after the infiltration rate had generally stabilized. The diameter of
the inside ring of the infiltrometer was approximately twelve (12) inches. The testing was
completed in general conformance with ASTM D 3385. Over the lifetime of the disposal area,
the infiltration rates may be affected by silt build up and biological activities, as well as local
variations in near surface soil conditions.
GEOTECHNICAL I ENVIRONMENTAL I MATERIALS
4.
FRONTIER ENTERPRISES
Infiltration Study
Tract 18906. Fontana. California
LIMITATIONS
Project No. I 003-CR3
February 17, 2014
Page 2
The materials observed on the project site appear to be representative of the area; however,
soil materials vary in character between excavations and natural outcrops or conditions
exposed during site construction. Site conditions may vary due to seasonal changes or other
factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or
recommendations performed or provided by others.
Our conclusions and recommendations are professional opinions that are limited to the extent
of the available data. Observations during construction are important to allow for any change
in recommendations found to be warranted. These opinions have been derived in accordance
with current standards of practice and no warranty is expressed or implied. Standards of
practice are subject to change with time.
The opportunity to be of service is sincerely appreciated. If you should have any questions,
please do not hesitate to call our office.
Respectfully submitted,
GeoTek, Inc.
Edward H. LaMont
CEG 1892, Exp. 07/3 I / 14
Principal Geologist
GPI] e'-v
0
r, Ju7 No.1892 Ti
tiA
-ri -ring Cse"'
CAS
Attachments: Figure I — Infiltration Test Location Map
Infiltration Test Data
Distribution: (I) Addressee via email
G:\Projects\1001 to I0S0\1003CR3 Frontier Enterprises Tract 18906 Fontana\Infiltration Study\1003CR3 Infiltration
Evaluation Tract I8906.doc
GEOTEK
� � n
T-I
LEGEND
Approximate Location of Infiltration Test
Frontier Enterprises
Tract I8906
City of Fontana
San Bernardino County, California
GeoTek Project No. I 003-CR3
Figure I
Infiltration Test
Location
Map
GEOTE«
w t (.-L t 4 nit 5 ROAD
1003 --CZ
Project Name and Test Location:
Trench No.:
Tested by:
Date of Testing:
Water Table Depth:
DOUBLE RING INFILTROMETER
Liquid Used:
TEST DATA
Mainted by Using:
of Rings Into Soil (in.):
j?I ' )/J ( R
LO r 1 Ground Temperature:
p VG Liquid Level
2/ I / i4 Penetration
4- it .
I USCS Classification:
FLOW READINGS
INFILTRATION RATE
TRIAL NO.
STARTLE
ND
TIME
ELAPSED
TIME (Min.)
INNER
RING
(in.)
RING
FLOW
(water
added in
ml)
ANNULAR
READING
(in.)
SPACE
FLOW
(water
added in
ml)
LIQUID
TEMP. (
F)
INNER (in./hr.)
ANNULAR
(inJhr.)
REMARKS
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