REPORT OF MANAGED AQUIFER RECHARGE - Stockton East … · Stockton, Californi 9521a 5 Bozanno...

Sound S t r a t e g i e s

SoundEarth Strategies California. Inc. 525D Claremont Avenue. Suite 133 StQci<ton. California 95207

REPORT OF MANAGED AQUIFER RECHARGE CHARACTERIZATION AND SITE ASSESSMENT FOR THE BOZANNO PROPERTY (ALSO KNOWN AS THE NORTH SITE IN THE FARMINGTON GROUNDWATER RECHARGE PROGRAM), STOCKTON, CALIFORNIA

Property:

Bozanno Property APN 10104022 and APN 10105002 Stockton, California

Prepared for:

Stockton East Water District 6767 East Main Street Stockton, California

Report Date:

October 6, 2011

wvTO/.soundearthinc.com 866.850,1900 "Always do rigfit. this wi l l gratify some and astonish the rest." -Mark Iwain

Report of Managed Aquifer Recharge

Prepored for:

Stockton East Water District 6767 East Main Street Stockton, California 95215

Bozanno Property APN 10104022 and APN 10105002 Stockton, California

Project No.: SlOl-001-01

Prepared by:

— ' D J M O ^ , PHG Ol-HG-1544 ate Groundwater Hydrologist

Reviewed by:

/

n M. Lambie, PE C58059, PG 4607 icipal Groundwater Hydrologist

Octobers, 2011

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TABLE OF CONTENTS

ACRONYMS AND ABBREVIATIONS iii

1.0 INTRODUCTION AND BACKGROUND 1

2.0 PURPOSE AND SCOPE OF INVESTIGATION 2

3.0 FIELD AND LABORATORY INVESTIGATION 2

3.1 PRE-FIELD ACTIVITIES 2 3.1.1 Data Compilation and Review 2 3.1.2 Drilling Permits and Utility Clearance 3

3.2 FIELD INVESTIGATIONS 3 3.2.1 Lithologic Data Collection 3 3.2.2 Field Hydraulic Conductivity Measurements 3 3.2.3 Laboratory Investigation 4

4.0 DISCUSSION OF SITE CONDITIONS FOR THE BOZANNO PROPERTY PARCELS 5

4.1 WEST PARCEL 5 4.2 EAST PARCEL 6

5.0 SITE CONDITIONS COMPARISON 7

5.1 PROSPECTIVE 35-ACRE AND EXISTING 60-ACRE MAR SITE CONDITIONS 7 5.2 BOZANNO PROPERTY SITE CONDITIONS FOR MAR 7 5.3 MAR SITES AND BOZANNO PROPERTY COMPARISON 8

6.0 CONCLUSIONS AND RECOMMENDATIONS 8

7.0 REFERENCES 9

8.0 LIMITATIONS 9

FIGURES

1 General Site Location 2 Bozanno Property Parcels 3 Stockton East Water District Property with 60-Acre MAR Basins and Bozanno Property Location 4 Regional Groundwater Bank and Limits of Lithologic and Sediment-Textural Analysis 5 Bozanno Property Parcel Area with Pre-Existing Well and Lithologic Boring Locations 6 Soil Borings and Shallow Permeameter Testing Locations 7 Updated Sediment-Texture Model Post-Field 8 Sedimentologic Texture Cross Sections A-A', B-B', and C-C' (West to East) 9 Sedimentologic Texture Cross Sections D-D', E-E', and F-F' (North to South)

SoundEarth Strategies California, Inc. i October 6, 2011

TABLE OF CONTENTS (CONTINUED)

TABLES

1 Soil Borings and Percolation Testing Locations 2 Borehole Percolation Testing Results

3 Historical Percolations Rates, 60-Acre and 35-Acre MAR Sites

APPENDICES

A Existing Well Logs and Soil Boring Logs Obtained from SEWD and DWR at and near the Bozanno Property

B SoundEarth Strategies, Inc. Soil Boring Logs C Laboratory Report on Soil Sample B03ALT13420110808 D Guelph Permeameter Field Data Sheet and Hydraulic Conductivity Analysis Spreadsheets

SoundEarth Strategies California, Inc. jj October 6, 2011

ACRONYMS AND ABBREVIATIONS

60-acre MAR site

APN

bgs

Bozanno Property

cm/sec

CME

DWR

East Parcel

ETS

FGRP

FS

ft/day

GP

MAR

SEWD

SoundEarth

USACE

West Parcel

three MAR basins encompassing approximately 60 acres in the area due east of the SEWD drinking water treatment plant

Assessor's Parcel Number

below ground surface

APN 10104011 and APN 10105002 located in San Joaquin County, Stockton, California

centimeters per second

Central Mine Equipment Company

Department of Water Resources

APN 10105002 of the Bozanno Property

Environmental Technical Services

Farmington Groundwater Recharge Program

feasibility study

feet per day

Guelph Permeameter

Managed Aquifer Recharge

Stockton East Water District

SoundEarth Strategies, Inc.

U.S. Army Corps of Engineers

APN 10104022 of the Bozanno Property

SoundEarth Strategies California, Inc. i i i October 6, 2011

Report of Managed Aquifer Recharge

1.0 INTRODUCTION AND BACKGROUND

SoundEarth Strategies California, Inc. (SoundEarth) performed a hydrogeological investigation of San Joaquin County Assessor's Parcel Numbers (APN) 10104022 and 10105002, for suitability as a Managed Aquifer Recharge (MAR) site using surface percolation basins. The parcels are jointly referred to as the Bozanno Property; they have also been referred to previously as the North Site of the Farmington Groundwater Recharge Program (FGRP) by the U.S. Army Corps of Engineers (USACE) and the Stockton East Water District (SEWD). The two parcels available for purchase by SEWD will be referred to collectively as the Bozanno Property herein and as the West Parcel, APN 10104022, and the East Parcel, APN 10105002 when describing their individual MAR characteristics.

The Bozanno Property is located contiguous with the north-northwest property boundary of SEWD's drinking-water treatment plant and operations center at 6767 East Main Street, Stockton, California. Figure 1 shows the general location of the project area in the region. Figure 2 depicts the Bozanno Property with the West and East Parcel boundaries overlain with an existing USACE prospective design of nine MAR basins over the entire Bozanno Property.

SoundEarth's professional services were performed in accordance with the approved Master Services Agreement (No. E-105) between SEWD and SoundEarth dated July 15, 2011, SoundEarth's proposal dated June 11, 2011, and approved Work Order No. 1 dated July 15, 2011 (as modified and mutually agreed on August 12, 2011).

SEWD currently operates the current FGRP configuration of constructed MAR facilities which include three MAR basins encompassing approximately 60 acres in the area due east of the SEWD drinking water treatment plant (the 60-acre MAR site). Several studies have been completed on the recharge and operational characteristics of the 60-acre MAR site (Montgomery Watson Harza 2004). SEWD has evaluated and developed preliminary design plans for 35 acres in the northwest corner of its operating plant property, adjacent to the western portion of the Bozanno Property (Montgomery Watson Harza 2006a). The operating 60-acre MAR site and the prospective 35-acre MAR site are depicted along with the Bozanno Property on Figure 3.

SoundEarth developed a preliminary four-dimensional sediment-texture model of a region 5 miles east to west and 20 miles north to south that encompasses SEWD's drinking water treatment plant. This area of sediment-texture analysis is depicted on Figure 4. The sediment-texture model was developed in the summer of 2010 as part of a regional feasibility study (FS) of MAR potential and evaluation of a prospective groundwater banking program. Full development of a regional FS is to begin with a site-selection tool that utilizes the regional sediment-texture model as one component and is awaiting funding authorization from the Stockton Area Water Suppliers group. However, the preliminary regional sediment-texture model was updated with lithologic data from the 60-acre and 35-acre MAR site work to support this study of the Bozanno Property. The updated local sediment-texture model was used to identify data gaps and guide data collection for the site characterization and assessment. This use of the sediment-texture model is described in Section 3.1.1.

SoundEarth Strategies California, Inc. 10 October 6, 2011

2.0 PURPOSE AND SCOPE OF INVESTIGATION

The MAR site assessment evaluated the suitability of the 229.93 acres of land that comprise the Bozanno Property for surface percolation basins. SEWD requested that the primary criterion for suitability evaluation be whether the potential Bozanno Property is estimated to recharge groundwater aquifers in the region as well or better than the current 60-acre MAR site of the FGRP or the prospective 35-acre MAR site located at the northwest corner of the SEWD property.

To further inform our understanding of subsurface conditions in the area of the Bozanno Property, SoundEarth gathered and collated existing soil boring lithology and well log lithologic data from reports prepared for USACE, SEWD, and the California Department of Water Resources (DWR). The additional well logs obtained are provided in Appendix A.

In order to develop an informed field investigation program, SoundEarth used its regional sediment-texture model to identify data gaps for lithology. In addition, we looked at the existing reports on basin percolation rate analysis to develop a field plan. SoundEarth then developed a field plan for subsurface data collection that included deep soil borings and shallow hydraulic conductivity measurements. Site-specific data were incorporated into the analysis of hydrogeologic characteristics. These data and analyses were then used to compare the Bozanno Property to hydrogeologic characteristics of SEWD's operating 60-acre MAR site and its prospective 35-acre MAR site.

The scope and methods for the field data collection are described in Section 3.

3.0 FIELD AND LABORATORY INVESTIGATION

3.1 PRE-FIELD ACTIVITIES

An overview of information compilation and planning steps is given in the following subsections.

3.1.1 Data Compilation and Review SoundEarth reviewed technical documents obtained from SEWD (Earth Science Associates 1974, Montgomery Watson Harza 2004, Montgomery Watson Harza 2006a and 2006b, Kleinfelder 2002) to assess site conditions and identify data collection targets. Locations of additional well logs identified and categorized for depth-discrete sedimentary analysis are depicted on Figure 5.

SoundEarth updated its regional sediment-texture model using additional data obtained from SEWD and the California DWR, and localized the model for this study. To provide enhanced vertical resolution, the sediment-texture model local analysis for the Bozanno Property included recalculation of the percentage of coarse-grained sediments in 20-foot-depth intervals as compared to the regional 50-foot-depth intervals. The model recalculation on the local scale of the Bozanno Property also had the resolution provided by the pre-existing local boring logs acquired in this study. SoundEarth determined site investigation locations that would fill data gaps for lithology and shallow-sediment hydraulic-conductivity that deviated from the locations proposed in our proposal dated June 6, 2011. The northern boundary of the Bozanno Property was identified as an area of high uncertainty regarding near-surface and deep lithology and sediment textures. The northern boundary is located farthest from areas where subsurface conditions were previously documented (the 35-acre and 60-acre MAR sites and water supply wells). To address this data gap, three soil borings were planned to a depth of 100 feet below


ground surface (bgs) along the northern Bozanno Property boundary (B01, B02, and B03ALT1). A fourth deep soil boring was added at the southeast corner of the Bozanno Property like the proposed location along the southern property boundary for the Bozanno Property due to the absence of other soil borings in this vicinity. The location of deep soil borings are depicted in plan view on Figure 6.

3.1.2 Drilling Permits and Utility Clearance

On August 2, 2011, a Geotechnical Soil Boring Permit (Permit No. SR0063156) was obtained on behalf of SEWD from the San Joaquin County Environmental Health Department. In accordance with California Government Code, Section 4216, SoundEarth notified the Underground Service Alert Service of Northern California and Nevada of proposed soil boring activities at least 48 hours in advance of field work initiating. Locations of utilities present at the Bozanno Property, including SEWD underground pipelines and the underground irrigation system components, were identified and marked in cooperation with SEWD and the tenant farmer for the Bozanno Property.

3.2 FIELD INVESTIGATIONS

3.2.1 Lithologic Data Collection

To characterize the sediment textures underlying the Bozanno Property and to verify the northern extent of the local area sediment-textural model, three soil borings, B01, B02, and B03ALT1 were advanced. A fourth soil boring (B03) was added, with prior authorization from Mr. Kevin Kauffman, near the southeast corner of the East Parcel to lower uncertainty regarding the types of sedimentary deposits. The depths of completion, sampling intervals, and lithologic logs for each of these four soil borings are provided in Appendix B. The soil borings were advanced using a Model 75 hollow-stem auger drilling rig from the Central Mine Equipment Company (CME). Continuous soil samples were collected for field description using CME's Continuous Sample Tube System, a 3-inch-diameter, stainless steel, split-spoon sampling tube, 5 feet in length. Soil samples were described in the field by an experienced geologist under the supervision of a licensed California geologist using the Unified Soil Classification System and the American Society for Testing Materials (ASTM) Method D2488-09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).

In order of installation, soil boring B03ALT1 was advanced near the northeast corner of the Bozanno Property to a depth of 103.0 feet bgs. Soil boring B02 was advanced along the northern boundary near the northwest boundary of the East Parcel to a total depth of 78.0 feet bgs. Soil boring B01 was advanced near the northwest corner of the West Parcel to a total depth of 98.6 feet bgs. Soil boring B03 was advanced near the southeast corner of the East Parcel to a total depth of 61.5 feet bgs. All borings were terminated at the depth of drilling refusal where dense clayey silt was encountered.

3.2.2 Field Hydraulic Conductivity Measurements

In order to develop an estimate of the near-surface percolation capacity of the Bozanno Property, point measurements of hydraulic conductivity were made at three locations using a Model 2800K1 Guelph Permeameter (GP) manufactured by Soil Moisture Equipment Corporation of Goleta, California. The GP uses a constant-head test method to provide data for the analysis of the field-saturated hydraulic conductivity of the unsaturated soils surrounding the GP probe tip. The testing methodology typically uses two different head levels, or stages,


one with a 5-centimeter standing head and the second with a 10-centimeter standing head. Two-stage testing enables more precise estimates of hydraulic conductivity than single-stage testing. More details on the protocols and the mathematical solutions for hydraulic conductivity are provided in the GP operations manual (Soil Moisture Equipment, 2008).

Preparation of each measurement location followed the same protocol. A 9-inch-diameter pilot hole was advanced using the hollow-stem auger drilling rig to a depth of 60 inches. Next, using the precision hand auger system included in the GP kit, a second hole of 2.4 inches in diameter was made to a total depth of 66 inches bgs. Permeameter testing occurred at a depth of 66 inches as SoundEarth understood from SEWD that preparation of the Bozanno Property for MAR pond construction would include removal of the upper 4 feet of soil, followed by ripping and berming of the remaining soil to enhance percolation performance. SoundEarth estimated that the subsurface depth of 66 inches (5.5 feet) would most accurately represent the soils that would be exposed in MAR pond construction.

Three percolation tests were completed and two additional tests terminated prior to completion, as described in this report. Initially, a total of 10 field percolation tests for hydraulic conductivity were planned, but due to the very fine-grained sediments and correspondingly low hydraulic conductivity conditions encountered, the number of test locations was reduced in consultation with Mr. Kauffman. This was done to accommodate the additional field time required per location and to stay within the authorized project budget. It was agreed that the scope of work be adjusted to reduce the number of percolation tests to better address site-specific conditions. It was further agreed to focus the percolation tests on the West Parcel, since it appeared to be the better of the two parcels for possible MAR. For example, no decline in water level was observed at BP01 for approximately 1.25 hours, indicating very low hydraulic conductivity, perhaps less than 5X10-7 centimeters per second (cm/sec), in the shallow subsurface. A third percolation test (BP03) performed on the East Parcel for comparison to the West Parcel was authorized by Mr. Kauffman. On August 16, 17, and 18, 2011, two-stage percolation tests were performed at locations BP10, BP02, and BP03.

SoundEarth determined the location of each soil boring and percolation test using a handheld Trimble Global Position System with an integrated Wide Area Augmentation System receiver. The coordinate locations are documented in Table 1, and their relative spatial locations are shown on Figure 6 for both deep soil borings and shallow percolation tests.

3.2.3 Laboratory Investigation

A soil sample was collected from deep soil boring B03ALT1 from a depth of 34.0 feet bgs as representative of the general fine-grained soil textures encountered in that borehole. That soil sample was submitted to Environmental Technical Services (ETS) of Petaluma, California, an agricultural soils testing laboratory, for grain-size distribution analysis using ASTM Method D2487-11, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System). The lab result was compared to the soil boring record for the adjacent Bozanno Farm 2 well and SoundEarth soil boring B03ALT1. ETS classified the sample as a sandy silt, while both the Bozanno Farm 2 log and SoundEarth's field description of B03ALT1 indicated a silty clay or clay is present at a depth of approximately 34.0 feet bgs indicating that more coarse-grained material is present than noted in the field by visual observation and other field assessment methods for soils. The laboratory report of grain-size distribution is included as Appendix C.


4.0 DISCUSSION OF SITE CONDITIONS FOR THE BOZANNO PROPERTY PARCELS

4.1 WEST PARCEL

The West Parcel, APN 10104022, consisting of 86.45 acres, exhibited more coarse-grained sediments at depth as compared to the East Parcel. However, both parcels exhibit fine-grained sediments from the surface to more than 20 feet bgs. Soil boring B01 encountered fine to coarse sand at 33.0 feet bgs with a thickness of 36 feet to 69.0 feet bgs. This coarse material is overlain by clayey silt ranging in thickness of 15 feet. Soil boring B02 encountered sand and gravel from 70.0 feet to 75.0 feet bgs. Both soil borings encountered clayey silt underlying these deeper sand units: B01 to its total depth of 98.6 feet and B02 to its total depth of 78.0 feet. Soil boring logs are located in Appendix B.

Review of engineering and geologic investigation reports (Montgomery Watson Harza 2006a and 2006b) by SoundEarth of the prospective 35-acre MAR site immediately south of the West Parcel, found that these reports generally indicate the presence of clay from the surface to 5.0 feet bgs, underlain by silt and sand to 40.0 feet bgs, and sand from 50.0 feet to 80.0 feet bgs.

Grain-size distribution data from soil borings B01, B02, B03, and B03ALT1 were used to update the local area sediment-texture model as shown on Figure 7. The local area sediment-texture model indicates that the deep coarse-grained deposits extend south of the West Parcel and are shallower. Further on this point, the thick, shallow, fine-grained sediments at the West Parcel appear to thin to the south, as indicated in Figure 7, making the 35-acre MAR site a better prospective location. In addition, the updated sediment-texture model also suggests that the coarse-grained deposits at 33 feet or more in depth beneath the West Parcel become thinner toward the East Parcel.

GP percolation tests at BP10 and BP02 produced calculated saturated hydraulic conductivity estimates of 4.79E-05 and 1.53E-06 cm/sec, respectively (Table 2). GP calculation spreadsheets and field data collection forms are included in Appendix D.

Vertical infiltration rates can generally be estimated using a modified form of Darcy's Law. Darcy's Law for one-dimensional flux through a uniform cross section is stated as:


q = K * i Where:

q is the vertical infiltration rate in units of feet per day (ft/day).

K is an estimate of the local hydraulic conductivity.

"i" is the hydraulic gradient.

This formula can be further refined to incorporate the lateral expansion of the pond bottom by shape factors such as berming, S, for estimating vertical percolation of water from recharge ponds. The percolation rate is also increased by the wetted perimeter, WP, induced by the horizontal or lateral spreading of percolating water at the margins of the recharge ponds which increases the lateral area conducting flow in the vertical direction. WP, as used herein, or Linear Loading Rates, as used in percolation rate estimating for wastewater, is influenced by the height of standing water in the pond. An equation for estimating potential vertical percolation using Darcy's Law can be stated as:

q = K*i*S*WP Where:

K and "i" are as before.

S is the ratio of pond-bottom surface area available due to berming.

WP is the increase in lateral area below the pond bottom due to lateral spreading in fine-grained soils or layered soil type.

S was taken as the ratio of soil area from soils at a natural angle of repose (~28 degrees) which equals the ratio 1.15:1 {or 1/(SQRT(3)/2)}, the ratio of the hypotenuse to the long leg of a 30-degree right triangle.

WP was estimated at 1.5:1 for lateral spreading of the area in flow of 50 percent beyond the lateral limits of the ponds.

Estimates made of potential vertical infiltration rates in Tables 2 and 3 for the West and East Parcels use this formula. The estimated vertical infiltration rates for the West Parcel range from a high of 0.23 ft/day in the area of BP10 to a low of 0.01 ft/day at BP02.

4.2 EAST PARCEL

The East Parcel, APN 10105002, consisting of 143.48 acres, exhibited significant thicknesses of fine-grained deposits, predominately clayey silts. Soil borings B03 and B03ALT1 were completed to depths of 61.5 feet bgs and 103.0 feet bgs, respectively. Soil boring B03ALT1 encountered predominately clayey silt through the entire boring depth except for interbedded clay noted at 27.5 feet and 35.0 feet bgs, as well as fine to coarse sand noted from 64.5 feet to 71.0 feet bgs. Soil boring B03 encountered clayey silt through the entire boring depth of 61.5 feet. Soil boring B02, completed to a depth of 78.0 feet bgs, is located on the western side of the parcel and provides useful information on the transition between the East and West parcels with evidence of a small sand unit at 70 feet to 75 feet bgs that thickens to the west and becomes shallower to the southwest beneath the prospective 35-acre MAR site.


SoundEarth reviewed engineering and geologic investigation reports for the existing 60-acre MAR site located south of the East Parcel (Montgomery Watson Harza 2004, Earth Science Associates 1974, Soil Boring Log PZ01) to evaluate subsurface conditions near the East Parcel. These reports and boring logs indicate the presence of thick accumulations of fine-grained sediments. Specifically the log for PZ01, completed by Montgomery Watson Harza in November 1999 in the 60-acre MAR site, shows clayey and sandy silt from ground surface to 31.0 feet bgs, underlain by sand to 38.5 feet bgs, and clayey silt to clay to 71.0 feet bgs.

The GP percolation test at BP03, on the East Parcel at its southeast boundary with the existing 60-acre MAR site, produced a calculated saturated hydraulic conductivity of 9.79E-06 cm/sec. GP calculation spreadsheet and field data collection forms are included in Appendix D.

The estimated vertical infiltration rates for the East Parcel range from a high of 0.05 ft/day in the area of BP03 to a low of 0.01 ft/day at BP02.

5.0 SITE CONDITIONS COMPARISON

5.1 PROSPECTIVE 35-ACRE AND EXISTING 60-ACRE MAR SITE CONDITIONS

According to information reviewed (Earth Science Associates 1974, Montgomery Watson Harza 2004, 2006a, and 2006b, Kleinfelder 2002, SoundEarth 2010), subsurface conditions underlying the 35-acre and 60-acre MAR sites generally consist of fine sediments (silt and clay) from ground surface to 50 feet bgs. These materials are underlain by coarser sediments (predominately sand) to depths of 150 feet or greater. From west to east, across the 35-acre and 60-acre MAR sites, coarse sediments thin while fine sediments thicken. The log of soil boring MW-NW-1, completed in November 2005 by Montgomery Watson Harza in the prospective 35-acre MAR site, and located just south of the West Parcel, shows clay from ground surface to 5 feet bgs, underlain by silt with sand from 5 feet bgs to 52 feet bgs, and fine to coarse sand from 52 feet bgs to 80 feet bgs. The soil boring log PZ01, completed by Montgomery Watson Harza in November 1999 in the 60-acre MAR site, shows a substantially thicker accumulation of fine-grained materials. Specifically, this log shows clayey and sandy silt to 31 feet bgs, underlain by sand from 31 feet to 38.5 feet bgs, and then clayey silt to clay from 38.5 to 71 feet bgs. Figure 8 and Figure 9 present a total of six sedimentologic cross sections beneath and beyond the prospective 35-acre MAR site and 60-acre MAR site, and were prepared for comparison with the Bozanno Property. The cross sections were made from the localized texture model which included the additional lithologic data from the site-specific soil borings and soil boring logs provided by SEWD and DWR. As illustrated in Figure 8 and Figure 9, heterogeneous sedimentologic conditions are present throughout the area (note on cross sections: dark blue = coarse-grained deposits; red = fine-grained deposits). Relatively thick, near-surface deposits of coarse-grained materials underlie the prospective 35-acre MAR site (cross sections C-C' [Figure 8] and F-F' [Figure 9]). Cross sections B-B' and C-C' (Figure 8) and D-D' (Figure 9) illustrate the dominance of fine-grained deposits underlying the 60-acre MAR site.

5.2 BOZANNO PROPERTY SITE CONDITIONS FOR MAR

The sedimentary conditions in the subsurface beneath the Bozanno Property are extrapolated from known data using the sedimentary texture model in Figures 8 and 9. Cross sections A-A' and B-B' on Figure 8 depict the trends in sediment texture from west to east. Cross section B-B' depicts coarse-grained deposits in the west and west central portion of the Bozanno Property as confirmed by the permeability testing at BP10. Cross section A-A' depicts fine-grained deposits near ground surface and


underlain by a thick deposit of sand; this is confirmed by the relatively low, near-surface permeability tested at BP-01. Cross sections E-E' and F-F' on Figure 9 illustrate the deposits underlying the Bozanno Property looking north to south. Fine-grained sediments are depicted at and near the surface in the north on both cross sections; to the south, coarse-grained deposits increased in abundance near ground surface and below the surface on both sections E-E' and F-F' to the point where coarse-grained deposits dominate the west-southwest portion of the Bozanno Property. Finer-grained deposits were observed to the north and east beneath the Bozanno Property similar to what was found and modeled beneath the existing 60-acre MAR site.

5.3 MAR SITES AND BOZANNO PROPERTY COMPARISON

Subsurface conditions including sediment types and the lateral and vertical extents of deposits for the MAR sites and the Bozanno Property share many similarities. Specifically, the prospective 35-acre MAR site is underlain by thick, coarse-grained deposits that thin toward the east. The same west to east trend is present on the Bozanno Property moving from the West Parcel to the East Parcel. The deposits of coarse-grained material that underlie the West Parcel thin and grade into the fine-grained deposits that underlie the 60-acre MAR site. Figure 7 depicts in block view the updated local sediment-texture model that includes the geologic log data from soil borings completed on the Bozanno Property. Distinct sedimentologic texture contrasts are present between the Bozanno Property (cross section B-B' in Figure 8) and the 60-acre MAR site (cross section D-D' in Figure 9). Cross section B-B' (Figure 8) illustrates the presence of thick, coarse-grained deposits to the west-southwest extending toward the east but thinning and grading into fine-grained deposits. An examination of cross section D-D' (Figure 9) indicates the 60-acre MAR site is underlain by predominately fine-grained deposits. A comparison between the Bozanno Property and the 60-acre MAR site based on grain-size distribution strongly suggests the Bozanno Property (dominated by coarse-grained deposits to the west-southwest and grading to fine-grained deposits to the east) will perform as well or better than the 60-acre MAR site (dominated by fine-grained deposits) as an area for managed aquifer recharge through percolation basins particularly with regard to connectivity to the true aquifer beneath the area of the SEWD facility. Sediment textures beneath the southwest corner of the Bozanno Property indicate significant continuity of coarse-grained deposits to depth (cross sections B-B' and C-C' on Figure 8) which would allow percolating water to reach target groundwater aquifers in the region. A comparison of historical percolation rates from MAR operations and field pilot-scale testing of the MAR sites and percolation rates from point measurements on the Bozanno Property using the GP is made in Table 3. The Bozanno Property exhibited low hydraulic conductivity in the shallow subsurface, and, as can be seen in Table 3, the corresponding estimates of percolation rates are lower than the existing 60-acre MAR site or the prospective 35-acre MAR site. However, the area near BP10 in the West Parcel of the Bozanno Property exhibited an estimated percolation rate similar to those for the prospective 35-acre MAR site immediately south of the West Parcel, and slightly better than the North Pond test location for the 60-acre MAR site.

6.0 CONCLUSIONS AND RECOMMENDATIONS

Generally, MAR basins operated on the Bozanno Property are anticipated to perform as well or better than the existing 60-acre MAR basins adjoining the SEWD facility. This conclusion is based on our field characterization of soil types and hydraulic conductivities, our geostatistical analysis and comparisons of the local area cross sections of sediment textures, and our professional expertise. Specifically, the area south and east of test hole BP10 which is on the western edge of the West Parcel appears to be well


suited to MAR basin operation. The measured hydraulic conductivity at borehole BP10 is comparable to the values for the 60-acre MAR basins and the sediment textures observed and modeled in the area indicate that this higher permeability material extends a considerable distance to the east before pinching out beneath the East Parcel. The southern portion of the East Parcel also appears to have as good or better characteristics for MAR basin operations based upon the modeled sediment textures. However, no deeper borings were completed in this area. Further field testing may be warranted for engineering design of MAR basins in this parcel to identify optimal areas and depths for basins to be constructed.

7.0 REFERENCES

American Society for Testing and Materials. Method D2488-09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).

American Society for Testing and Materials. Method D2487-11 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).

Earth Science Associates. 1974. Soil and Geologic Investigation, Stockton East Water Treatment Plant.

Kleinfelder, Inc. 2002. Geotechnical Services Report, Proposed Northeast Raw Water Basin, SEWD, California. September.

Montgomery Watson Harza. 2004. Technical Memorandum 6, Farmington Groundwater Recharge Program, Results of Recharge Testing, SEWD and Detention Basin No. 2. Prepared for USACE and SEWD, Contract Number DACW05-01-D-0013. September.

Montgomery Watson Harza. 2006a. Technical Memorandum: Results of Pilot-Scale Recharge Testing, Stockton East Water District Northwest Site. Prepared for USACE and SEWD, Contract Number DACW05-01-D-0013. September.

Montgomery Watson Harza. 2006b. Appendices: Results of Pilot-Scale Recharge Testing, Stockton East Water District Northwest Site. Prepared for USACE and SEWD, Contract Number DACW05-01-D-0013. September.

Soil Moisture Equipment Corporation. 2008. "2800K1 Operating Instructions." Model 2800K1 Guelph Permeameter, Soil Moisture Equipment Corporation, Santa Barbara, California. December, 50 p.

SoundEarth Strategies, Inc. (SoundEarth). 2010. Preliminary Results of Lithologic Textural Analyses for Locating Managed Aquifer Recharge Basins, 516-square mile area, SEWD, San Joaquin County, California (unpublished internal notes, calculations, and textural graphics).

8.0 LIMITATIONS

The services described in this report were performed consistent with generally accepted professional consulting principles and practices. No other warranty, expressed or implied, is made. These services were performed consistent with our agreement with our client. This report is solely for the use and information of our client unless otherwise noted. Any reliance on this report by a third party is at such party's sole risk.


Opinions and recommendations contained in this report apply to conditions existing when services were performed and are intended only for the client, purposes, locations, time frames, and project parameters indicated. We are not responsible for the impacts of any changes in environmental standards, practices, or regulations subsequent to performance of services. We do not warrant the accuracy of information supplied by others, or the use of segregated portions of this report.


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BASEMAP SOURCE: GOOGLE MAP, 2011

S o u n d E a r t h = ^ S l r a l e g i e s

WWW.SOUNDEARTHINC.COM

DATE: 08/31/2011 DRAWN BY: JQC CHECKED BY: GDM CAD FILE: S101-001-01_FIG 1

PROJECT NAME: PROJECT NUMBER-STREET ADDRESS:-CITY, STATE:

-MARS! -S101-001-01

J 10104022 AND 10105002 -STOCKTON, CALIFORNIA

FIGURE 1 GENERAL SITE LOCATION

http://WWW.SOUNDEARTHINC.COM

a IL >

, !

r \

\

West Parcel

CELL N1 14.86 aciBS

APN10104022 CELL N2

20.68 aciBS CELL N3

21.16 aciBS

! I' I' I' I' I'

East Parcel APN10105002

CELLtM 21.18 aciBS

CELL N5 20.03 acres

CELL N9 16.95 acres

CELL N8 20.53 acres

\ \

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CELL N7 21.16 acres

1

J CELL N6

20.01 actBS

ASPHALT ROAD

FARMINGTON GROUNDWATER

RECHARGE PROJECT-NORTHWEST SrTE

NORTH RAW WATER

RESERVOIR

LEGEND

PROSPECTIVE RECHARGE CELLS

PROPERTY BOUNDARY

1 » INTAKE RAW I : WATER ; I , (RESERVOIR

SOUTH RAW WATER

RESERVOIR

FLOOD FIELD NORTH

15ACRE RECHARGE POND

EAST RAW WATER

RESERVOIR

14 ACRE RECHARGE POND

PROPOSED MAR PERCOLATION BASIN DESIGN OVERLAY FROM STOCKTON EAST WATER DISTRICT. 0 400 800 1,600

AERIAL PHOTO SOURCE: GOOGLE MAP, 2011

APPROXIMATE SCALE IN FEET

SoundEarth^ S11 a t e g i e'


DATE: DRAWN BY: — CHECKED BY: CAD FILE:

-09/08/11 -JQC -GDM -S101-001-01 FIG 2

PRCUECT NAME: PROJECT NUMBER:-STREETADDRESS:-CITY, STATE:

-MAR SI -S101-001-01 -APN 10104022 AND 10105002 -STOCKTON, CALIFORMIA

FIGURE 2 BOZANNO PROPERTY PARCELS


I

a IL >

N

Bozanno Property

\ East Parcel APN10105002

\ \

West Parcel APN 10104022 \ \

\ \

\ N FARMINGTON

GROUNDWATER RECHARGE PROJECT-

NORTHWEST SrTE

NORTH RAW WATER

RESERVOIR

C FLOOD FIELD NORTH

V V 15ACRE \ RECHARGE POND

V V

\ MAR Basins

M .

60-acre \ \

« \ iinsW V

Prospective 35-acre

\ MAR Site \

V

\

SEWD Drinking Water Treatment Plant ,

V i -. INTAKE RAW". \

t WATER \

Y BS RVOIR \

EAST RAW WATER

RESERVOIR \ 14 ACRE

RECHARGE POND

. 3

•

31.000"

LEGEND PROPERTY BOUNDARY

500 1,000 2,000 AERIAL PHOTO SOURCE:

GOOGLE MAP, 2011


SoundEarthl S t r a t E i; • i



-09/08/11 -JQC -GDM -S101-001-01 FIG 3



FIGURE 3 STOCKTON EAST WATER

DISTRICT PROPERTY WITH BfrACRE MAR BASINS AND

BOZANNO PROPERTY LOCATIONS


Legend

I I SEWD Treatment Plant

Groundwater Bank Limits

I • LithobgicTextural Analysis Limits

I Section Lines

-08/31/2011

CHECKED BY: . CAD FILE:

-GDM -S101-001-01 FIG 4


-MAR SI

APN 10104022 AND 10105002 •STOCKTON, CALIFORNIA

FIGURE 4 REGIONAL GROUNDWATER BANK AND LIMITS OF LITHOLOGIC AND SEDIMENT-TEXTURAL ANALYSIS

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a IL >

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N

Bozanno Property

mo Fanns_2 2K]/D7E-M_Fi;soher_Loyd

\

West Parcel APN 10104022

\ East Parcel APN10105002 \

» \ ^ 60-acre

/ MAR Bi

\ \

•"•3711.00000 \ - A -

NW-8 74-02

\ Prospective 35-acre

MAR Site SEWD Drinking Water Ti:eatment Plant

^ ^ ' O C FLOOD FIELD

.'fSi^ \ \ 15ACRE

M NORTH RAW V^RECHARGE POND WATER \

RESERVOIR \ \ EAST RAW \ \ \ • ' P ' WATER

- ; , RESERVOIR

14 ACRE « WATER- \ RECHARGE POND ft '

RESERVOIR \ \ \ ConstmaionCo.

SOUTH WATER

RESERVOIR ^ -

MORMON SLOUGH

riN/7E-04 PIzzo Frank

LEGEND PROPERTY BOUNDARY

PRE-EXISTING WELLS ADDED TO TEXTURE MODEL

USGS CVHM WELL

600 1,200 2,400 AERIAL PHOTO SOURCE:

GOOGLE MAP, 2011


SoundEarthi WWW.SOUNDEARTHINC.COM


-09/08/11 -JQC -GDM -S101-001-01 FIGS



FIGURE 5 BOZANNO PROPERTY PARCEL

AREA WITH PRE-EXISTING WELL AND LITHOLOGIC

BORING LOCATIONS


a IL >

West Parcel APN10104022

CELL N3 21.16 aciBS

East Parcel APN10105002

CELL tM 21.18 aciBS

CELL N8 20.53 acres

I P 0 8 - ,

CELL N7 21.16 actBS

BP03

B03

FARMINGTON GROUNDWATER

RECHARGE PROJECT-NORTHWEST SrTE

Prospective 35-acre

MAR Site

ASPHALT ROAD

NORTH RAW WATER

RESERVOIR

LEGEND 1 ? INTAKE RAW, , WATER 1 ; . RESERVOIR

PROSPECTIVE RECHARGE CELLS

PROPERTY BOUNDARY

,.{ SOIL BORING

IBP10 BOREHOLE PERMEAMETER

SOUTH RAW WATER

RESERVOIR

FLOOD FIELD NORTH

15ACRE RECHARGE POND

60-acre MAR Basins

EAST RAW WATER

RESERVOIR

14 ACRE RECHARGE POND

I PROPOSED MAR PERCOLATION BASIN DESIGN OVERLAY FROM STOCKTON EAST WATER DISTRICT. 0 400 800 1,600

AERIAL PHOTO SOURCE: GOOGLE MAP, 2011


SoundEarth S t r a t e g i e'



-09/08/11 -JQC -GDM -S101-001-01 FIG 6


-MAR SI

-APN 10104022 AND 10105002 -STOCKTON, CALIFORMIA

FIGURE 6 SOIL BORINGS AND

SHALLOW PERMEAMETER TESTING LOCATIONS


N

West Parcel East Parcel APN 10105002 143.48 acres

Depth (ft)

BOS

NOTES: 1. This is an updated texture model incorporating site-specific soii boring

information.

2. Colored splieres illustrate the percentage of coarse-grained material calculated over 20-foot depth intervals.

SoundEarth=s S l r a l e g i e s


DATE: DRAWN BY: CHECKED BY: -CAD FILE:

-8/26/11 -JQC -GDM -S101-001-01_FIG 7_P0ST

PROJECT NAME: — PROJECT NUMBER-STREET ADDRESS:-CITY, STATE:

-MAR SI - 8 1 0 1 - 0 0 1 - 0 1

J 10104022 AND 10105002 -STOCKTON, CALIFORMIA

FIGURE 7 UPDATED SEDIMENT-

TEXTURE MODEL POST-FIELD


I u g < u a c <

WEST

Cross Section Location

500 1,000


PC

_ 100% H75%

50% ' J 25%

PC = Percent coarse

NOTES:

1. Cross section taken from the updated texture model incorporating site-specific soil boring information.

2. Colored spheres illustrate the percentage of coarse-grained material calculated over 20-foot depth intervals.

Bozanno P roper^

WOP*®"

APPROXIMATE SCALE IN FEFT

SoundEarth^ S l r a l e g i e s


DATE: -

CHECKED BY: -CAD FILE:

-09/30/11 -JQC -GDM -S101-0Q1-Q1_FIG 8_XX_WE



FIGURE 8 SEDIMENTOLOGIC TEXTURE

CROSS SECTIONS A-A', B-B',ANDC-C' (WEST TO EAST)


I u g < u a c <

NORTH

D

Depth (ft)

0

SOUTH

D-

(0 1 -50

-100.

-150_

E Depth (ft)

0 -

T? o _

i A

(0 3 S a s o m

-50. .

-100.

-150.

Cross Section Location

500 1,000


h100%

, 50%

' 25% 1^0%

PC = Percent coarse

NOTES:

1. Cross section taken from the updated texture model incorporating site-specific soil boring information.

2. Colored spheres illustrate the percentage of coarse-grained material calculated over 20-foot depth intervals.

Bozanno Property


SoundEarth^ S l r a l e g i e s


DATE: -

CHECKED BY: -CAD FILE

-09/30/11 -JQC -GDM -S101-001-01_FIG 9_XX_NS



FIGURE 9 SEDIMENTOLOGIC TEXTURE

CROSS SECTIONS D-D', E-E',ANDF-F

(NORTH TO SOUTH)


TABLES


Table 1 Soil Boring

and Percolation Testing Locations Managed Aquifer Recharge, Site Investigation

Bozanno Property APN 10104022 and APN 10105002

Stockton, California

Date Completed Location Depth

Soil Borings Lat Long ft B01 08/10/11 37°58'12.529"N 121°13'15.291"W 98.6 B02 08/09/11 37°58'22.119"N 121°12'42.783"W 78.0 B03 08/11/11 37°58'8.766"N 121°12'7.333"W 61.5 B03ALT1 08/08/11 37°58'28.921"N 121°12'15.975"W 103.0

Percolation Tests BP02 08/17/11 37°58'22.072"N 121°12'42.884"W 5.5 BP03 08/18/11 37°58'8.718"N 121°12'7.346"W 5.5 BP10 08/16/11 37°58'6.249"N 121°12'59.353"W 5.5 BP08 See note 1 37°58'3.6"N 121°12'31.663"W 5.5 BP01 See note 2 37°58'12.527"N 121°13'15.277"W 5.5

NOTES: 1. Location deferred and ult imately abandoned fol lowing release of large quantity of water into borehole.

2. Testing begun on August 11, 2011, no drop in water level was observed for 1.25 hours, test terminated.

Lat= latitude

Long = longitude

f t = feet

P:\Portland\S101_Stockton\-001 230 Acre Assessment\-01 Initial Site Investigation\7. Deliverables\Tables\Table 1 - Soil Boring and Percolation Testing Locations_F.xlsx 1 of 1

Table 2 Borehole Percolation Testing Results

Managed Aquifer Recharge, Site Investigation Bozanno Property

APN 10104022 and APN 10105002 Stockton, California

Test Location

Calculated Hydraulic Conductivity

(cm/sec)

q, Estimated Field Vertical Infiltration

Rate (ft/d)

BP10 4.79E-05 0.23 BP02 1.53E-06 0.01 BP03 9.79E-06 0.05

NOTES:

cm/sec = centimeters per second

f t / d = feet per day


Table 3 Historical Percolation Rates

60-Acre and 35-Acre MAR Sites Managed Aquifer Recharge, Site Investigation

Bozanno Property APN 10104022 and APN 10105002


Location Rate (ft/d) Portion of Site

60-Acre Site East Pond 0.70 60-acre1

North Pond 0.20 60-acre1

South Pond 0.50 60-acre1

Prospective 35-Acre Site Flooded Field

Secondary Estimate 0.40 35-acre 2 Flooded Field

Secondary Estimate 0.80 35-acre2

Bozanno Property BP-10 0.23 West Parcel BP02 0.01 East Parcel BP03 0.05 East Parcel

NOTES:

f t / d = feet per day

in/d = inches per day

References

1. Montgomery Watson Harza. 2004. Technical Memorandum 6, Farmington Groundwater Recharge Program, Results of Recharge Testing, SEWD and Detention 2. Montgomery Watson Harza. 2006a. Technical Memorandum: Results of Pilot-Scale Recharge Testing, Stockton East Water District Northwest Site. Prepared for USACE and SEWD, Contract Number DACW05-01-D-0013. September.


APPENDIX A

EXISTING WELL LOGS AND SOIL BORING LOGS OBTAINED FROM SEWD AND DWR AT AND NEAR THE BOZANNO PROPERTY


'hjin^ cL

Log of Boring No. MW-NW-1 Farmington Groundwater Recharge Program Stockton, California Drilling Method: HSA Drilling Equipment: CME 75 / HSA Drilling Contractor: Cascade Drilling Driller: Tony

Sample Type: Split Spoon Sample Interval 5 feet

Logged By: Tony IVIikacich Date Started: 11/18/05 Date Completed: 11/18/05

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Type of Surface Seal: Blank Casing Type/Size: Screen Type/Size: Transition Sand Type:

Northing: Easting:

TOC Elevation (ft. msl): Borehole Total Depth: 80 ft bgs Borehole Diameter: 10 in Well ID: MW-NW-1 Depth to Water (ft. bgs): 61 ft bgs

Monitoring Well Construction

Cement/Bent/Grout Screen Slot Size: 0.010 slot 4" Sch 40 PVC Top of Screen (ft. bgs):' 55 ft bgs 4" Sch 40 PVC Bottom of Screen (ft. bgs): 80 ft bgs #60 Type of Sand Pack: #2/12

Soli Description Well Construction

-5-

- 1 0 -

-is -

-20

CL; Hand cleared borehole to 5' bgs with post hole digger. Lean Clay with Sand, very dark Brown (7,5YR2.5/3), dry, medium stiff, trace mica, low plasticity. Approximately 25% fine sand, 25% silt and 50% clay.

ML: Silt with Sand, dark yellowish brown (10YR4/4), moist, stiff, light brown to red mottling, medium plasticity. Approximately 20% fine sand, 70% silt and 10% clay.

Sample ID (MW-NW-1-10')

Silt with Sand, brown (7.5YR5/4), moist, stiff, low plasticity, reddish brown oxidation, trace mica. Approximatley 20% fine sand, 70% silt and 10% day.

Silt with Sand, brown (7.5YR5/4), moist, stiff, low plasticity, track black nodules. Approximately 20% fine sand, 70% silt and 10% clav.

Slit with Sand, brown (7.5YR5/4), moist, hard, low plasticity, trace light brown to white mineralization or veininq. Approximately 20% fine sand. 65% silt and 15% clav.

Locking monument well box (2.5' above ground surface) with concrete apron (3' X 3') and ballards.

4" Blank PVC Riser Pipe

I

Project No. 1511166.031819

m\NM

Log of Boring: MW-NW-1

Page 1 of 3

Farmington Groundwater Recharge Program s


• L

OJ Q. E R m

Log of Boring No. MW-NW-1

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-25-1

-30-

-35 -

- 4 0 -

- 4 5 -

- 5 0 -

-55 -

Grab I

» Sm JS '5 « >< K fg

i<s >> O) o o £

Soil Description Well Construction

Sample ID (MW-MW-1-25')

Sandy Sill, brown (7.5YR4/4), moist. Iiard, low plasticity, trace dark brown to red oxidation, trace mica. Approximately 30% fine sand, 60% silt and 10% clay.

Sandy Silt, brown (7.5YR4/4), moist, very stiff, low plasticity, trace dark brown mottling, trace white mineralization. Approximately 30% fine sand, 60% silt and 10% clay. Sample ID (MW-NW-1-35')

Silt with Sand, brownish yellow (10YR6/6), moist, very stiff, low plasticity, trace white mineralization. Approximately 20% fine sand, 70% silt and 10% clay.

i ®i ill I h I

SM: Silty Sand, brown (7.5YR4/4), moist, medium dense, trace mica. Approximately 80% fine sand and 20% silt.

Silty Sand, brown (7.6YR4/4), moist, medium dense, trace mica, trace oxidation. Approximately 80% fine sanri flnrl eilt

• . . • • • . • . SP: Poorly graded Sand, dark brown, (10YR3/3), moist, medium dense, grain size at the lower end of medium sand. Apcroxiroatelv 95% medium sand and 5% silt.

Sand grades more coar

Sample ID(MW-NW-1-55')

GW measured @ 55.8' ® 16:08 measured depth to groundwater in augers ® 56.80' bas.

4" Blank PVC Riser Pipe

Cement Bentonite Grout

Benton i te

#60 Transition

#2/12 Sand Park

Project No. 1511166.031819 Log of Boring: MW-NW-1

Page 2 of 3

Farmington Groundwater Recharge Program


t s S c I « lU

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Log of Boring No. MW-NW-1

Soil Description Well Construction

- 6 0 -

-65-

- 7 0 -

- 7 5 -

- 8 0 -

Poorly Graded Sand, dark brown (10YR3/3), wet, medium dense, medium sand. AporoximaUev 95% medium sand and 5% silt. Sample ID (MW-NW-1-60')

Measured depth to groundwater in auger @ 61.10' bgs @ 10;15.

Poorly Graded Sand, darl< brown (10YR3/3), wet, medium dense, coarse grains are subrounded Approximatly 20% coarse sand, 75% medium sand and 5% silt.

Poorly Graded Sand, dark brown (10YR3/3), wet, medium dense, coarse sand, grains are subrounded. Approximately 30% coarse sand, 65% medium sand and 5% silt.

SW: Well Graded Sand, dark brown (10YR3/3), wet, loose, to medium dense, sand grains are subrounded. Approximately 20% coarse sand, 55% medium sand. 20% fine sand and 5% silt.

Well Graded Sand, dark brown (10YR3/3), wet, loose to medium dense, sand grains are subrounded. Approximately 30% coarse sand, 45% medium sand, 20% fine sand and 5% silt.

Sample ID (MW-NW-1-79.5'). Total depth of borehole 80' bgs.

4'-0.010 Slot PVC screen

#2/12 Sand Pack

Threaded PVC Well Base Can

Project No. 1511166.031819

M V U H

LogofBorinq: MW-NW-1

Page 3 of 3

Log of Boring No. NW-1 Farmington Groundwater Recharge Program Stockton, California Drilling Method: DPT Drilling Equipment: Drilling Contractor: Cascade Drilling Driller: Bill, John

Sample Type: Grab Sample Interval Continuous

Logged By: L J Wilcox Date Started: 11/18/05 Date Completed: 11/18/05

Borehole Total Depth: 16 ft bgs Borehole Diameter: 2 In Boring Location: NW-1 Depth to Water (ft. bgs): NA

s i & g a 33

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0-1

I

-5-

- 1 0 -

-15 -

SW: Hne Sand with Silt, darl< yellowish brown (10YR4/4). moist, very wealdy cemented, loose. Approximately 80% fine sand and 20% silt.

CL: Clay some Sand, very dark brown (10YR3/1), moist, moderately cemented, medium stiff, blacli/dark brown mottling. Approximately 25% fine sand, 5% silt and 70% clay.

Clay some Sand, blacl< (10YR2/1), dry, moderate cementation, very stiff, white molding, (hardpan?). Approximatley 5% fine sand, 10% silt and 85% clay.

lulL: Fine Sand, brown (10YR4/3). dry, strongly cemented, very stiff, possible slight hardpan. Approximately 75% fine sand, 15% silt and 10% clay.

White molding ® r to 8' bgs.

Silt with Fine Sand, brown (10YR4/3), moist, weakly cemented, loose, brown molding. Approximately 10% fine sand, 60% sill and 30% olav.

Silt with sand, darl< yellowish brown (10YR3/4), moist, weal<ly cemented, medium dense, dark patchy molding. Approximately 20% fine sand, 75% silt and 5% clay.

Same, gray reddish molding. Approximately 20% fine sand, 75% silt and 5% clay.

Silt slight Sand, (10YR3/4), moist, weal^ly cemented, medium stiff, some white and grey molding. Approximately 5% fine sand, 90% silt and 5% clay.

Total borehole deoth 16' bas.

1

Project No. 1511166.031818 Log of Boring: NW-1

Page 1 of 1

Log of Boring No. NW-2 Farmington Groundwater Recharge Program Stockton, California Drilling Method: DPT Drilling Equipnnent: Drilling Contractor: Cascade Drilling Driller: Bill, John


Logged By: L J Wilcox Date Started: 11/18/05 Date Completed: 11 /18/05

Borehole Total Depth: 18 ft bgs Borehole Diameter: 2 in Boring Location: NW-2 Depth to Water (ft. bgs): NA

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Soil Description

0 - 1

-5-

- 1 0 -

-15 -

CL: Organic Clay, black (5YR2.6/1), dry, strongly cemented, very stiff, some white molding. Approximtatly 10% fien sand, 5% silt and 85% clay.

SW: Very Fine Sand, light brown (7YR6/3), diy, wealdy cemented, stiff, hardpan, very wliite. Approximately 80% fine sand, 10% silt and 10% clay.

Fine Sand, dark brown (7.5YR3/2), moist, weakly cemented, medium stiff, dark brown molding. Approximately 80% fine sand, 10% silt and 10% clay.

Same, some medium sand. Approximately 10% medium sand, 80% fine sand, 5% silt and 5% day.

Same, white and black molding.

Same, fine sand, slight molding. Approximately 90% fine sand, 5% silt and 5% clay.

Same, white molding @ 11.5' to 12' bgs.

Fine Sand, (10YR4/4), moist, weakly cemented, white molding (-20% of sample), 1" thick layer. Approximately 95% fine sand and 5% clay. Fine Sand, yellowish brawn (10YR3/4, moist, weakly cemented, sliaht white moldina.

Change to dry, more grey sediments.

.S mole death 18'.


Page 1 of 1



Logged By: L J Wilcox Date Started: 11/18/05 Date Completed: 11 /18/05


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Soil Description

-5-

- 1 0 -

-15-J

OL: Organic Clay with Siit and Fine Sand. biacl< (5YR2.5/1), dry, very stiff, weai<iy cemented. Approximately 10% fine sand, 30% siit and 60% ciay.

CL: Fay Ciay with some Fine Sand, dark brown (7.5YR3/2), siighty moist, medium stiff, moderately cemented. Appioximateiy 20% fine sand, 20% slit and 60% day. '

SM: Weii Graded Rne Sand with some Siit, strong brown (7.5YR4/6), moist, medium stiff, weakly cemented, white mottiinq Approximately 80% fine sand, 15% siit and 5% clay.

Fine Sand slight Clay, (7.5YR3/4), moist, medium stiff, weakly cemented, black mottling. Approximately 85% fine sand and 15% clay.

Fine Sand, some Coarse Sand, brown (7.5YR4/3), moist, medium dense, weakly cemented. Approximately 15% medium sand 80% fine sand 5% silt.

Fine Sand, some Coarse Sand, brown (7.5YR4/3), moist, medium dense, weakly cemented. Approximately 20% medium sand, 75% fine sand and 5% silt.

SP: Sand, dark brown (7.5YR3/4), moist, medium dense, weakly cemented, mostly fine sand, some medium grains to 2mm. *** Approximately 40% medium sand, 55% fine sand and 5% clay.

ML: Silt some Sand, strong brown (7.5YR4/6), moist stiff weakly cemented, grey and black mottling. Approximately 35% fine sand, 60% silt and 5% clay.

SW: nne Sand with Silt, strong brown (7.5YR4/6), moist, medium stiff, weakly cemented, white and black mottling. Approximatelv 85% fine sand and 15% silt.

Very Fine Sand, strong brown (7.5YR4/6), moist, medium stiff, weakly cemented, white and black mottling. Approximately 55% fine sand, 35% silt and 10% clay.

Total borehole deoth 16' bos.

1


Page 1 of 1

r

Log of Boring No. NW-4 Farmington Groundwater Recharge Program Stockton, California Drilling Method: OPT Drilling Equipment: Drilling Contractor: Cascade Drilling Driller: Bill, John

SannpleType: Grab Sample Interval Continuous



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Soil Description

0 -


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-5-

- 1 0 -

- 1 5 -

Grab

firah

OH: Organic Clay, fine grained (5YR2.5/1), moist, very stiff, moderately cemented, fine grained. Approximately 5% fine sand 20% silt and 75% clay.

OH: Fat Clay (5Y2.5/1), dry, stiff, weakly cemented. Approximately 10% fine sand, 20% silt and 70% clay.

SM: Silt slight Sand. (7.5YR3/3), sligtitly moist, weakly cemented, slight mottling. Approximately 15% fine sand, 60% silt and 25% clay.

Silt some Sand, (7.5YR3/3), slightly moist, weakly cemented, slight molding. Approximately 15% fine sand 60% and 25% clay.

HARDPAN: Hardpan? ® 5.5' bgs. white root looking staicture.

SM: Fine Sand with Silt, dark brown (7.5YR3/3), moist, weakly cemented, mottling with haidpan white to 6.5' bgs. Approximately 10% medium sand, 30% fine sand and 60% silt.

SW: Well graded fine sand some medium sand, (7.5YR4/4). moist, weakly cemented. Approximately 10% medium sand, 85% fine sand and 5% clay.

Well graded fine sand some silt, (7.5YR4/4). moist, weakly, some whiter patchy molding. Approximately 5% medium sand, 80% fine sand and 15% clay.

Fine Sand with silt, (7.5YR4/4), moist, weakly cemented, some black molding. Appraximately 10% medium sand, 80% fine sand and 10% dav.

Total borehole deoth 16' has.

Project No. 1511166.031818

r y i i A i H

Log of Boring: NW-4

Paae 1 of 1


Sample Type: Grab Sample interval Continuous



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Soil Description

I

0 - 1

-5-

-10-

- 1 5 -

Grab

Grab

OL: Organic Clay, very dark brown (10YR2/2), dry, very strongly cemented, very stiff, white moiding. Approximateiy 5% siit and 95% day.

ML: Silt with Clay and Sand, (10YR2/2), same with red brown mottling. Approximately 5% fine sand, 60% silt and 35% clay.

Silt with Sand, yellowish brown (10YR5/4), slightly moist, still, moderately cemented, white/red brown mottling. Approximately 20% fine sand, 75% silt and 5% clay.

Same, reddish sandy silt (10YR4/6), grading to yellowish brown (10YR5/8), moist, loose, weal<ly cemented. Approximately 35% fine sand and 65% silt.

Silt with Sand, dark yellowish brown (10YR3/6), moist, weakly cemented, medium stiff, white mottling. Approximately 15% fine sand and 85% slit.

Same, white molding.

Same, grey mottling, dark yellowish brown {10YR4/6).

Total borehole death 16' bos.


Paae 1 of 1





(0 t l o o

> s

IIJ

s.

£ a. E

at i l E 10 M

I .<9

1 < E o

Soil Description

0-1

-5-

- 1 0 -

- 1 5 -

OL: Organic Clay, black (10YR2/1), dry. strongly cemented, stiff, white crystal like mottling, some brown molding. Approximately 10% fine sand, 5% silt and 85% clay.

ML: Sandy Silt, dark yellowish brown (10YR4/4), moist, moderately cemented, medium stiff, some multicolored fine sand ^ crystalys. Approximately 20% fine sand and 80% silt.

CL: Clay with Rne Sand, very pale brown (10YR8/3), moist, moderately cemented, stiff, very sticky. Approximately 20% fine sand, 10% silt and 70% clay. / / -hp /

ML: Silty Sand, dark yellowish brown (10YR4/6), moist, weakly cemented, stiff. Approximately 20% fine sand, 70% silt and 10% clay.

Same, some black/brown mottling,

Silt with Sand, dark yellowish brown (10YR4/4), moist, weakly cemented, moderately stiff, grey mottling. Approximately 10% fine sand, 85% silt and 5% clay. ' » » a - f k

Same, qrev mottlina.

Silt with Sand, dark yellowish brown (10YR4/6), moist, moderately cemented, medium stiff. Approximately 40% fine sand and

SW: Sand with silt, dark yellowish brawn (10YR4/4), dry, weakly cemented, loose. Approximately 40% medium sand, 50% fine sand and 10% silt. Total borehole depth 16' bos.

Project No. 1511166.031818

MMMM

Log of Boring: NW-6

Page 1 of 1





lU

a.

a.

<0 u

P | l l-s m

g; o o

Soil Description

0 -

-5-

-10-

-15 -

Grab

OL; Organic Clay some Silt, very dark greyish brown {10YR3/2), slightly moist, very stiff, moderately cemented. Approximately 5% fien sand. 20% silt and 75% clay. f k /

ML Silt with some Sand, dark yellowish brown, slightly moist, stiff, moderately cemented. Approximatley 15% fine sand 45% silt and 40% clay.

SM: Sand with Silt, (10YR4/3), moist, stiff, moderately cemented. Approximately 45% fine sand, 40% silt and 15% day.

GW: Fine Gravel with Sand, dark yellowish brown (10YR4/4), moist, medium dense, very weakly cemented. Approximately 10% gravel. 20% coarse sand, 20% medium sand, 40% fine sand and 10% silt.

SM: Sand with Silt, yellowish brown (10YR5/6), moist, medium stiff, very weakly cemented. Approximately 70% fine sand 25% silt and 5% clay.

SW: Sand with Silt, dark yellowish brown (10YR4/4), slightly moist, medium dense, very weakly cemented. Approximately. fine sand. 10% silt and 5% clay.

Same, black staining, some clasts to 4mm (5 total), may be sluff from above while splotchy grains in patches.

White layer - 1 cm in thickness may be hardpan?

CL: Clay some Silt and Sand, (10YR4/6) with (10YR5/2) molding, moist, very stiff, moderately cemented, directly below white crystal layer. Approximately 15% fine sand. 25% silt and 60% clay.

I Clay, continuous white crystals. At bottom of hole, more 3mm thick beds of white crystalized clay sands. Some seds as above. I but same while in color. Total borehole deoth 16' bos.

Project No. 1511166.031818

mmiM Log of Boring: NW-7

Paae 1 of 1





3 (0 t l o o

I tu

a> a ® Q. E <« to

l l u n w

•o

S i . p w

g| o o

Soil Description

0-n

1

-5-

- 1 0 -

.15 -

ML; Siit with Sand, dark yellowish brown (10YR4/4), dry, moderately cemented, slight ivory mottling. Approximately 20% fine sand, 70% silt and 10% clay.

Same, moer sand, white molding is slightly hardpan looking. Approximately 35% fine sand, 60% silt and 5% clay.

SM: Silty Sand, dark yellowish brown (10YR4/6) with light olive brown mottling (2.5YR5/4), slighty moist, weakly cemented, poor sample retention. Approximately 50% fine sand, 30% silt and 20% clay.

SW: Fine to Coarse Sand with Silt, dark brawn (10YR3/3), moist, very weakly cemented, multicolored grains - 2" thick layer. ADProximatelv 10% coarse sand. 40% medium sand. 45% fine sand and 5% silt.

ML: Sand with Silt, dark yellowish brown (10YR4/4), moist, moderately cemented, (10YR5/4) and {10YR5/6) mottling. Appraximately 70% fine sand, 20% silt and 10% clav.

Same. Approximately 70% fine sand, 25% silt and 5% clav.

Sand with Clay, (10YR4/4) with 10YR2/2) molding, wet, moderately cemented, stiff, sample difficult to retrieve, expanded in sleeve (day). Approximately 60% fine sand, 10% silt and 30% clav.

Total borehole deoth 16' bos.

Project No. 1511166.031818

Mwm Log of Boring: NW-8

Page 1 of 1





t l

I 111

s.

£ a. E (d OT

® a E s m

1 U)

o o

Soil Description

r

0-1

-5-

- 1 0 -

-15 ^

H 11 11 11

I I I I

OL: Organic Clay some Silt, very dark greyish brown (10YR3/2), slightly moist, very stiff, moderately cemented. Approximately 5% fine sand, 20% silt and 75% clay.

ML: Silt with Sand, dark yellowish brown (10YR3/6), slightly moist, weakly cemented, black grey mottling, medium stiff. Approximately 20% fine sand, 60% silt and 20% clay.

CL: Clay with Silt and Sand, dark greyish brown (10YR4/2), slightly moist, moderatly cemented, stiff. Approximately 20% fine sand, 30% silt and 50% day.

SM: Sand with Silt, dark yellowish brown (10YR4/6), slightly moist, weakly cemented, dense, some greyish mottling. Approximtely 65% fine sand, 30% silt and 5% clay.

ML: Silt with Sand, dark greyish brown (10YR4/2), moist, weakly cemented, dense, some grey mottling. Approximately 35% fine sand, 40% silt and 25% clay.

SM Sand some Silt, dark yellowish brown, red staining , medium dense, moist, very weakly cemented. Approxiamately 80% fine sand, 15% silt and 5% clay.

Same, red stainina.

/ CL: Thin lense of Sandy Silty Clay - 2" thick, brown (10YR4/3), moist, weakly cemented, moderately stiff. Approximately 10% ^ fine sand, 40% silt and 50% clay.

SW: Sand some Silt, yellowish brown (10YR5/4), weakly cemented, medium dense. Approximately 85% fine sand, 10% silt and 5% clav.

Total borehole depth 16' bos.


Page 1 of 1

ORIGINAL File with DWR

" j^Bbdnti HH^enDlt

if Intent No No, or Date_

(1) OWNER.. N n m e ^ a b s - ^ . C A

STATE O F C A L I F O R N I A

THE RESOURCES AGENCV DEPARTMENT O F WATER R E S O U R C E S WATER WELL DRILLERS REPORT

Do not fill in

No. 1 2 8 5 6 2 Slate Well No Other Well Nc

City (2) County. Well address tf different fH»n above Township Ranfie;

(12) W E L L L O G i T'ot«l'a,poStl^r. Depth ..r completed weHjaJSJit. from ft, to ft. FotmaHon (Describe by color, character, afao a* miiterinl)

(10) WATER LEVELS; Depth of fttst -vvatei, if latown. Standing lovel after well completion. ( H ) WELL TESTSi Was well test made? Yes • Type of t®t Depth to water at itf^ -xf

I by Bailar n

analysis made? if^jCJ No itric loa made? Tfes' R ' ' 'Sfok

Air lift

Af ATM? nf tAflf Wmer femperatujtR

wltfttn? to ihls vsDont

Citv W ^ C o T License No,

Dale of this lepott:. D W R I S A faev - 1 ADDITIONAL, SPACE IS NEEDED, USE NEXT CONSECUTIVELY NUMBERED F O R M

TO

ORIGINAL File With DWR Page of Owner's Well No. Date Work Began 4 / 2 0 / 9 3

Local Permit Agency _ 93- (

., Ended

STATE OF CALIFOBNIA

WELL COMPLETION REPORT Refer to Instmetion Pamphlet

_ No.

Permit No., -0629 , Permit Date.

STATE WELL NO./STAT10M NO. ^ ^

I • I • t . i r i i • 1 1 ( I LATntfflE LONaxUDE

I L I t. I I I I I I I ...APM/TBS/OTHM

DEPTH FROM SURFACE BORE-

HOLE OLA.

(Inchas]

C A S I N ' G ( S ) DEPTH FROM SURFACE

A N N U L A R M A T E R I A L DEPTH FROM SURFACE BORE-

HOLE OLA.

(Inchas]

TYPEFI: ) MATERIAL/

GRADE INTERNAL DIAMETER

(Inches)

GAUGE OR WALL

THICKNESS

SLOT SIZE IF ANY flnohes)

DEPTH FROM SURFACE T V P P

DEPTH FROM SURFACE BORE-

HOLE OLA.

(Inchas] i

s t MATERIAL/ GRADE

INTERNAL DIAMETER

(Inches)

GAUGE OR WALL

THICKNESS

SLOT SIZE IF ANY flnohes)

DEPTH FROM SURFACE

CE-MENT TONin FILL FILTER PACK

(TYPE/SIZE) Fl. to Fl.

BORE-HOLE OLA.

(Inchas] i

s t MATERIAL/ GRADE

INTERNAL DIAMETER

(Inches)

GAUGE OR WALL

THICKNESS

SLOT SIZE IF ANY flnohes) Ft. to Fl.

CE-MENT TONin FILL FILTER PACK

(TYPE/SIZE)

0 260 12 X PVC 6 160 0 1 100 X 260 280 X . 0 4 5 100 f 280 X G r a v e l

f i ]

j }

1

G E O L O G I C L O G

OBIENTATION ( • ! ) , VEBTICAL . HORIZONTAL . ANGLE . (SPECIFY)

D6FIH FROM SURFACE

Ft. to -~0

48 50 82 85

105

225 245 265 268 271 274

R. T

DEPTH TO FiaST WATER.

48 50 82 85 95

M 5 _ 136

245 265 268 271 274 320

(Ft) BELOW SURFACE ,

DESCRIPTION , v ; ; . Describe •nuaeriat, gram size, color, etc. - \\ _ _ _

Sandy C l a y Sand C l a y Sand \ \

•Clay & Sand. S t r e a k s ( • ' : c i a y

- C l a y B l u e C l a y Sand C l a y S a n d B l u e C l a v

TOTAL DEPTH OF BOBING 320 TOTAL DEPTH OR flOMPI.ETED WF.L1,

. (Feet) 280 . (Feel)

- W E L L O W N E R

ModiAap..' s w a t e r S y s t e m s Mailing' Addtess '23,20 ^Wilcox Rd. •.Stocfefe6n\ t k ^ , 95 215

•CtTV ^ i~7 • \ ' ' W E L L j L O C A T I O N

X l i o z 'Kas.fce.lL Rd.

STATE ZIP

ni yS. Stockton^;' G&' :Couniy San g b a a u i n JiPN Book VPage^ Township hSOsL Bange^^fei Section ^ F ' ritiliifJi _L (lanTH

OES. MM. SEC. — L O C A T I O N S K E T C H

NORTH

WgST CEQ. MIN. SEC.

A C T I V I T Y i^lL) —

-SOUTH-

X . MEW WELL

MOniFICATlON/HEPAB!

Dsopsn Olhof <Sp80lM

DESTROY fflaaarits Proeedutes end Materials, utasr-'GeoLosicLoa'i

- P L A N N E D U S E ( S ) i^)

MONITORIHQ

WATER SUPPLY

—X Domeatic

Public

irrigstion

IndusUlal

"TESTWEU." CATHODtC PROTEC-TION OTHER (Soeeily)

DRLIINQ METHOD _ R D t a v v _ FUJIO

W A T E B L E V E L & Y I E L D O F C O M P L E T E D W E L L DEETH OF STATIC -| n f ) WATER LEVEL

ESTIMATED V I A O T TEST LENKTH

..<F».) S DATE MEASURED _ (GPMI & TEST TYPE

. (Hrs.) TOTAL DfiAWDOWN . (Ft.)

• May not Be rsfiretenlatme of e •well's lons-tmn -mid.

DEPTH FROM SURFACE

Fl. In FK

BORE-HOLE OlA.

(Inchasl

C A S I N G ( S )

J Y P E i ^ MATERIAL/

RRAnE INTERNAL DIAMETER Unchea)

GAUGE OR WALL

THICKNESS

SLOT SIZE IF ANY HncNefi)

DEPTH FROM SURFACE

Ff. »n FL

A N N U L A R M A T E R I A L

ce MENT (Ji)

TVPP

TONm FILL (.ill

FILTER PACK (TYPE/SIZE)

0 260 12 X PVf! 160 0 1 1 0 0 X 260 280 - 045 100 > 280 X G r a v e l

• A T T A C H M E N T S ( i L i

CoologlcLog

Way Csnstnietion Di«a^ni

Oeophysicaj Lag(s)

SoU/WaterCheitfcai Analyses nth/w

ATTArM AnrtintiMAi mPriRUATintj 1P IT PytarK

. OEBTIFICATION .STATEMT5NT J, the undersigned, certify that this report is oomptete and accurate to the best of my knowledge and botief.

MASELLIS DRILLIMG> IMC^ (PERSON. FIRM. OR COflPORA1IS«) (TYPED OR PMNIEDt

119 ALBERS RD. MODESTO, A0OfiESS

Sianed

C.A 95357 5iv-

5 / 5 / 9 3 DAIESgBEO

lip aaafioo

ntira laSRcv IF ADDiTIONAL SPACE IS IvIEEDED. USE NEXT CONSECUTIVELY NUMBI:R^D FORM /&>3o

OmCINAt' File wfHi DWR

WATER WELL DRILLERS REPORT (Sectioiu707S, 7080,70S1,70M, Water Coda)

THE RESOURCES AGENCY OF CALIFORNIA DEPARTMENT OF WATER RESOURCES

L O C A f l o j J Hol"

DoNotFiUlu

N9 47192 ^ s l e W e U K a ^ J l e Z S f ^ -

Other WeU ti^J*^// 1

(1) OWNER: Name Tom T u r k a t t e Address 5944 E . Fremont S t .

( H ) WELL LOG;

Total depA ft. Depth ol complcttd well 156 it.

S t o c k t o n Fomutioni! DncTltr by eohr, clutacHr, ill' o! mttsrial, tad titaclm

0 (2) LOCATION OF WELL: OoUttty San J o a q u i n

R7E, T2N,

T T " i r

ft. CO 11 Clay ft. T O

-5J

Sand C l a y

TownAip. Range, and Section Sand PiKMM fnmcitiei. toidi. .aiiroad., ecc.8« s l d e o f E. Fr0mont S t . "79" "79

"52 Clay

m i l e s E« o f D i v e r t i n g Canal Sand

From ft.

To ft.

Petf. per row

Rows per ft .

She in. X in.

From ft.

To ft.

Petf. per row

Rows per ft .

She in. X in.

From ft.

To ft.

Petf. per row

Rows per ft .

She in. X in.

111 111

Clay 119 Sand

119 122 Clay

Irrigation • Test Well • Other •

(6) CASING INSTALLED: STTEEL: OTHER:

SINGLE DOUBLE Q

From ft.

To ft.

" W Diam.

s

Gage or

Wall

122

Cable Other

• - m

Sand Clay Gravel

I£ gravel packed A l l m a t e r i a l brown i n c o l o r

Diameter oi

Bmre Prom

ft. To ft.

,10C

sin of ihot oc w«il fines 4: t y 2 Size of Kfavdg ...CQMPIDEOTAL L O G PcKfibe jomc Welded

(7) PERFORATIONS OR SCREEN: Type of serforitiun or name of tcrcea Mone

From ft.

To ft.

Petf. per

Rows per ft.

She in. It in.

(8) CONSTRUCTION: a autfecg waitary aea! provided? Ye» O N*M Towhatdtpth ft.

FOR OmCIAl W«tc any »trata lealed a»{nsc coUutioa? Y« Q No Q yes. DOte deoth of strata Pmm (p. i*

4* ^orltmretdMar* 7 69 ,Comp!tt«dMar» 12 1»69 M£cbod of serins (9) WATER LEVELS: Depth at wfalch wattr was firac fottttd» if l;aown 78

WELL DRILIER'S STiOTEMENTi this well -was drilled ^Mr my jurhdiclion aitJ this retort is true io the best

at -my hiou4edg,e end belief.

Standios level before perforaclne, if known >JAM*t J . A. Thi lhamar Co.. Stattdiog level after perforating and devetopme ft

^ 1 0 ] flO) WELL TESTS: l u m p ^t made? Yea ft No D If Tea, by wWi? Well driller

(Pewon, firm, or corf oration) iTy^td or riaitd} 7523 Andrea, Stockton

i r Ar^taA^rmirt ofvAO rSmMBBl

IVmiupatiir* n^ « chemieat anatytis Yet O No Cjf J ° iisr.\i nriu^i

^MclKttie log made of wall? Yea D No D If ye, ttuch topy T trpnc ATfi 69686 (VtUDrlUet) _

March 15

SKETCH LOCATION OF WeL.l_ ON «5ini?

D W R l a a i R i ^ v t a . « s s a i l t a i o ^ A

e , r 5 T " 1

1 1

NW|<A - - - r

1 i 1 I 1 t

1 1 1

ne|% 1 1 1 1 1 i

1 1 1 1

1 1

.1 1 1

1 *

1 1 1 1

SE !4

1

1 1 1

WELL LOCATION SKETCH

BOUNDARY OF SECTION

S W ^

MILE

NE

SE

Vi MILE

Townsllip f ^ ^

Range E ^ fc—

Section No»

A. Location of well in sectionized areas. Sketch roads, railroads, streams, or other features as necesrary.

(

- N / S

NORTH

W E S T E A S T

SOUTH

B. Location of well in areas not sectionized!. Sketch roads, railroads, streamy or other features as T n J i c a t e ( i f .«ranCM.

gi u r n z m m

mm --io C

ORIGINAL

File with DWS

Notice of Intent No

STATE O F C A L I F O R N I A

T H E R E S O U R C E S A G E N C Y

DEPARTMENT OF WATER RESOURCES WATER WELL DRILLERS REPORT

Do not fill in

No. 42583 State W e l l N o ,

ion IF ADDITIONAL S P A C E IS N E E D E D . U S E NEXT C O N S E C U T I V E L Y N U M B E R E D F O R M mois-sk. /.msomquao'


A '

Page of Owner's Well No. Date Work Began NoV f 1 2 , 1 9 9 6 , Ended

ocal Permit Permit No.

STATE OF CALIFORNIA

WELL COMPLETION REPORT Rsfer to Insmtciiov Pgmphlet

No. 1

Local Permit Agency SaO J o a q u i n C o . H e a l t h D e p t . Q U ' " " • (0851 Permit Date.

GEOLOGIC LOG

OBIEMTATION ) J L . VefTOCAL HOFEONTAL

D6Pm FROM SURFACE Ft. JO Ft.

31. 70

AM. 141 152 163

i l l 170

I M

238 241 2M. 2A5

2M.

8

DSTH TO FIRifr WATER 92 . AN<3U . (SPECIFY)

10 I L J O . 135

J 4 1 J L i 2 . 163 JM. Jia. i m

I M . l £ h 2M. 2Ml 266

J 5 5

Clav

DESCRIPTION Oescribe •maierml, scram size, color, etc.

_(Ft) BELOW SURFACE

Hard Pan Clay & ShalP. Sand S C l a y & v S h a i e

- l a i u L \ 'i.-

L L a X 'and & S p ^ i s I

• C . U y ;

C l a y l E i n ^ i S a m L r i i . ; C l a y l E f l s s L M a i i

C l a y B l u e C l a y $ S h a l e

3 5 5 TOTAL DEPTH OF BORING TOTAL DEPTH OF COMPLETED WELL

. fPeet ^ 4 8 . (Feel>

\ V- > • W E L L OWNER

Moorman. ' sXt fater Sy5;te it i/Bi 11 ig imipr •MailW; Address ^a1£0^W1^GOX R d . CITY S t o f e M o - n ' JlA

WELL, L O C A T I O N STATE

1 7 0 ; ^ n i m e r s . • Gt

>PN Book P a g e ' P a r c e l

Laulude - o i r t i T ^ T i s r " Longitude wean - L O C A T I O N SKETCH — — NORTH

DEG. MIN. aec — ACTIVITY (j i . ) -\ NEW WELL MODriCATJON/REPAIn

Deeiien Other (SB8c(fy)

— — SOUTH Illustrate or Dmerthe Distance of Welt from Landmaih such as Roods, Buildings, Fences. Rfuers, etc. PLEASE BE ACCURATB 6- COHPlEm

_ DESTHOy (Dmw/69 Prccedaraa eadMaUMi VMlar"GEaLaCilCLOC"i • P L A N N E D USE(S)

MoNiTomNa WATER SUPPLY

J J Oomutlo Publlo Mgairon (ndualrial

'TESTWai," CATHODICPROTEC TION OIHER (Spaetfy)

DRItLINQ METHOD _ Hud Rotary . FLUID Water/Bentonit< WATEB LEVEL & YIELI) OF C O M P L E T E D WELL

DEPTH OF STATtC WATER LEVEL 'ESTIMATED VIELn*

_ (Ft.) S DATE MEASURED . (GPM) & TEST TYPE

TEST LENGTH (Hra.) TOTAL DRAWDOWN * May not be tepresenteaive of a viett't lone-term yield.

_ fFL)

DEPTH FROM SURFACE

Ft. to Fl.

aone-HOLE OtA. michest

-W

CASINGfS) TYPE ( i l l

i i MATEBIALi INTERNAL DIAMETER finches)

nr

QAUGE OH WALL THICKNESS SLOT SIZE

IF ANY (Inchea)

DEPTH FROM SURFACE ANNULAR MATERtAI.

Ft. tn Ft CE-MENT BEN-

TONITE (Jll

TYPE

FILL FILTER PACK (TYPE/SIZE)

200 200 PVC •IBOsch ;ioo 248 12, PVC fill l e o s c h Screen 100 248 Sand/GrmI

ATTACHMENTS

. Geologic Loa , Well Coiuiirucnon Olagram . Geophysical l.os(s) . Seil/Water Chemical Analysss

nihar ATTACH AOOITfOKiAL iUPnRMATIrSM IF IT KtOUrR

. CERTIFinATlnN .<?TATEMKNT I, the undersigned, certify that this report is complete and accurate to the best of my knowledge and belief.

HENNINGS BRn.q. D R I L L I N G C O I W C . / NAME (PEBSOM, FIRM. OS (MSPOMTIOH) (TYPED OR PRINT£D1 3525 PELANDALE A V E . MODESTO r.A

Siartsd

-JihiT-9 5 3 5 6 SfATF

vreu DRILlt rjJTTOlMTHI REPfiESENrAWE nwn iMrtKV f.on IF ADDITIONAL SPACE IS NEEDED. USE NEXT CONSECUTIVELY NtJMBEREO RQRM

NOV.21.1996 Mre SISHEP

290813 C-5'/ LICENSE NUMBER


k at Intent No.

S T A T E O F C A L I F O R N I A


DEPARTMENT OF WATER RESOURCES WATER WELL DRILLERS REPORT

Do not fiU in

No. 178244 State Wen No..

(9) WELI. SEAL Was surface sanitaiy seal provided? Vcs WO • » yes, to deoth Were stmta seated aKainst DoUution? Jfes EU ' IW CI Tntervnl Method ot sealin (10) WATER IJSVELS. Depth of fiBl water, if known Standiiis levet after well complatton. ( U ) WELL TESTSt Was wen lest made? Yes Q——No O If yos, by whom?™— Type of test Pump • Bailer • Air lift EU Death to water at start of test ft. At end of test

il/min ^ hniiBi Waler temperature_ ^ . : analysis made? Yes Q No « yes, by whom?

Was eleotrte log made? Yes • No ILyes, attach c<®y to this tepo rt

" (wiaiDriller) ""

Diintedl (Peisoii, Jnn^or coiiKu^ion} (IVpod or print M Y y z / / ^ / T

a (it ^ f s fei30Tt_

DWB IBH IF A D D I T I O N A L S P A C E IS N E E D E D . U S E N E X T C O N S E C U T I V E L Y N U M B E R E D F O R M

TRIPLICATS Owner's Copy

Notsce itf Intent No..

L(»ciil Pennit No. or Dat«»_ 81-113

STATE O F CALIFORNIA


DEPARTMENT OF WATER RESOURCES WATER WELL DBILLERS IMPORT

Dp not fill in

No. 097935 State Well Xo..

Other Well No.

(1) OWNER: a o z z a n o Farms 3000 N. A r a t a

f:.t>' ^ t o c k t o n 7 ~ C i T i f " (12) W E L L L O G : Xotal cIepthJ39£_ft. Depth ..f completed weiu3a6_ft.

to ft. Formation (Descrihe by color, changter . size ..r material) - Z i p .

(2) ^ L L (Seeiastruction.): ±1! Owner's Well Xiuiiher H B

-Q_i 4 XqpsoJJ

County,

Well address if different from above Tt.wnship— _Ranue

A z 6£} B r o w n o l a y 2£—ând ^nd ropk

> 6 - 1 0 8 B r t y w i K h l a v _SectionL.

Distance fn)m cities, mads, railntads, fences, etc Main beh ind S tock ton £ . Vâter ^ a ^ t r i c t Wate r

108 - 1 1 2 ^ r l t t l k N ^ ^ 1 1 2 - 1 8 0 c i ^ v

Treatment P l a n t 180 - 184

(7 ) CASING I N S T . \ L L E D - / p X

Steel S Plastic • C ^ V e t ^ s ^ Type of perf^îôn ^lOTie of - -(7 ) CASING I N S T . \ L L E D - / p X

Steel S Plastic • C ^ V e t ^ s ^ Type of perf^îôn ^lOTie of

From f t .

Dia. >in. Wall

^ To -From f t .

Dia. >in. Wall

^ To -

0 2 2 4 , ^ 8 -

-

-

Trtux luaT

4/1

S'

WELL LOCATION" SKETCH

(51 EQUIPMENT:

Rotary • Cable CX Other n

Reverse Q

Air •

Bucket n

184 ^

Reconditioning

Horizontal Well

Destruction • (Describe destruction materials procedures in Item

(4) PROPOSED Domestic

rrrigation/-^\\ Indiwtrial

- t e t Well

Municipni^

Other

• •

- \ X 5 6 Urokn c l a v

- c l a ^

a 6 0 -

> 3 6 8 S ^ . _ . fctar^-b^lt lr le c l a v \ 3 9 2 G x S h ^ ^ y ^

o< n prprv^rNêl l c o v e r waa I n s t a l l e d

( f i ) G R A W , I \ P A C K :

• X ^ ^ Sire

Kter t>f lv»rf»

t h i s and X aat n o t r o o p o n o i b l a forvWiy a l tp r lTiR o r removing of t h e

(7 ) CASING INSTALLED-.,

Steel M Plastic PI

(8 H'ERFOHATtO^: - - • Type of oerf^rîSon oînTie of

xV

From f t . f t { 0 >

Dia in.

"T Walt ft / e

a 224: 1 4 8

(9) WELL SEAL: Was surface sanittKv seal provided? Yes • \ o ^ If yes, to de»th_

Were strata sealed against pollution? MerhfMl of

Yes n No

_ft. ft.

flO) WATER LEVELS: Depth of first water, if known Standine level after well comnIetion_

Work .starte<l- Z / 1 f i / I f l g l C o m p l e t e d - 2 f 71 Ift? t

ft (11) WELL TESTS: Was well test made? Yes • Type of test Pump •

Depth to water at start of t e s t _

Dischatge gal/min after_

Chemfciil analysis made? Yes • Was electric log made? Yes Q

No ^ If yes, by whom?

V Bailer • Air lift •

-ft- At end of test

liours Water temoeratiire

WELL DRILL-ER'S STATE. ÊNT: 7 " This well wmdcaied under mij jurisdiction anc/this report is trxie to the best of mt knowledge. iTnd beV^^ // /.' /,' ' •SrCN-Kn , .

MAMF. P a n e r o I n c . " i f o r p o r a t i o n j (Typed.^r printed)

j i H - j u o n e x r e e K o a a No n If ves. bv whom? • Citv. O a k d a l e . C a l i f N'o n If ves. attach coov to this renort 3 3 3 L L 4

__Date of this renort

95361 - ^ r r m r

DWR 183 (REV. 7-78) IF A D D I T I O N A L S P A C E I S N E E D E D . U S E N E X T C O N S E C U T I V E L Y N U M H F R P D F O R M

T R I P L I C A T E

O w n e r ' s C o p y

P a g e

O w n e r ' s W e l l N o . 9 5 2 1 5

D a t e W o r k B e g a n 3 / 8 / 2 0 0 5

STATE OF CALIFORNIA

WELL COMPLETION REPORT Refer to Imlrucdon Pamphlet

0965639 E n d e d 3 Z 2 1 i 2 0 0 ^

L o c a l P e r m i t A g e n c y F n \ / i r n n m f i n t a i Mpvqt fh

P e r m i t N o . M M L _ P e r m i t D a t e 2 / 2 5 / 2 0 0 5 - G E O L O G I C L O G

/ U a ~ \

USE ONLY D O m j F i l l

- L I ^ STATE WELL NO./STATION NO.

LATITUDE LONGITUDE N

I I i I I I APN/TRS/OTHER

ORIENTATION VERTICAL DRILLING ,

- HORIZONTAL

DEPTH FROM SURFACE

Ft. to

O:

UKILLINU D/^tadx/ METHOD r o t a r y

- ANGLE

FLUID M u d

-(SPECIFY)

3 : S o i l

D E S C R I P T I O N Describe material, grain, size, color, etc.

3 ; 3 3 ; C l a y

3 3 ; 3 8 ; S a n d

N a m e C u t t e r F a m i l y T r u s t

M a i l i n g A d d r e s s 6 Z 5 2 _ E J \ M n S t o c k t o n

" \ V E L L O W N E R

CITY CA 9 5 2 1 5

A d d r e s s 6 6 6 6 E . M a i n

C i t v S t o c k t o n C A

W E L L L O C A T I O I V ^ STATE ZIP

3 8 ; Q S T c i a y

9 8 ; 1 0 3 S a n d

1 0 3 ; ' 2 2 ' 8

2 2 8 ; 2 3 6

2 3 6 : 2 4 8

Clay B l a c k S a n d

JPJi.yMy.e_

C o u n t y S a n J o a q u i n

A P N B o o k ^

T o w n s h i p R a n g e

L a t i t u d e ,

- P a r c e l _

- S e c t i o n

DEG. MIN. SEC. L O C A T I O N S K E T C H

NORTH —

DEG. MIN. SEC - A C T I V I T Y ( y \

T O T A L D E P T H O F B O R I N G 2 4 8

T O T A L D E P T H O F C O M P L E T E D W E L L 2 4 0 (Peet)

/ - SOUTH OUUIM —

Illustrate or Describe Distance of WellJrom Roads, Biiildings. Fences, Rivers, etc. and attach a map. Use additional paper if necessary. PLEASE BE ACCURATE & COMPLETE.

-v^- NEW WELL

MODIFICATION/REPAIR Deepen Other (Specify)

DESTROY (Describe Procedures and Matenalj Under "GEOLOGIC LOG'

P L A N N E D l i S E S C ^ - ) WATER SUPPLY

Domestic Public Irrigation Industria

MONITORING-.-TEST WELL

:ATH0DIC PROTECTION-.^ - HEAT EXCHANGE—_

DIRECT PUSH_ INJECTION

VAPOR EXTRACTION SPARGING

REMEDIATION OTHER (SPECIFY)

W A T E R L E V E L & Y I E L D O F C O M P L E T E D W E L L

DEPTH TO FIRST WATER (Ft.) BELOW SURFACE

DEPTH OF STATIC WATFR 1 FVFl 64 (Ft.) & DATE MEASURED 3 / 1 0 / 2 0 0 5

fGPM)& TEST TYPE ESTIMATED YIELD ' .

TEST LENGTH- (Hrs j TOTAL DRA,v«/DOWN (Ft

May not be representaijve of a well's lon^-term yield.

DEPTH FROM SlJRFAr.F

Ft tn

0 2 2 0

2 2 0 2 4 0

B O R E -HOLE DIA.

flnchesi

C A S I N G IS) TYPF

<v I! i ^ 52- n I

MATERIAL / G R A D F

1 2 P L A S T I C

INTERNAL GAUGE DIAMETER OR WALL finches) TrifCKNESS

6 1 6 0

ATTArHlVfFlVTC

SLOT SIZE IF ANY

(Inches)

. 0 4 5

DEPTH FROM SURFACF

ANNULAR MATFRIAT TYPE

i CE- i BEN-: iMENTlTOMITF Fill

100 u.)

FILTER PACK (TYPE/SIZE)

inn 2 4 0 G R A V E L

(<-) -

Geologic Log Well Construction Diagram Geophysical Log(s)

— SoilAA/ater Chemical Analysis f^fhpr

ATTACH AnnmOMAL iNFORt^ATtON i(= IT FYt^Tfi

C E R T I F I C A T I O N STATFMFNT I, the undersigned, certify that lh=s report Is complete and accurate to the best of mv knowledae and belief MAhAf= MASELLIS DRILLING. INC.

(PERSON. FIRM 11Q Alhprc RH ADDRE ? Sianed

OBft tORPORATION) (TYPED OR PRINTFR^

WFI I HRII I F I FRTAI ITHriRl7Fn RFPRF.QFWTiiTri/r

M o d e s t o CITY

nr /91/nf; C A 95357

nWR IR8 Rprv I 1.Q7 IF ADDITIONAL SPACE IS NEEDED. USE NEXT CONSFCi iT iVF t Y Ml I M R F R F n f o r m nATF .Qir:iWPn

STATE 7'P

C-57 LiCFWSF WniMRFK

EARTH SCIENCES A S S O C I A T E S DRILLING AND S A M P L I N G LOG

-HOLE NO PfiOJECTSTOc^n - ^ D R I L L E D _ M i l Z 2 . LOCATION I0oo'f/o4 /^g.n . iL^n o j

^ ' GROUND SURFACE E L E V ^

DRILLING CONTRACTOR S.Ki 9,- .K,v- , " R S R E L E V . ^ TYPE OFRIG FaA.'n^ r ^ o HOLE DIAMETER MX SURFACE CONDIT IONS

LOGGED BY __DEPTH TO GROUND WATER. .HAMMER WEIGHT AND FALL U O '

WEATHER c l e g . - U ^ T

DEPTH

o o

CLASS

4 . 0

S.o

17 O

lUQ

CH-

m L ce

F I E L D D E S C R I P T I O N

0.0-7.4 S. ,-'- c J • .

I. a '') rr-

' D o a k M

:: J - /

bloc^-i. A

SAMPLE

' AT7O H-U d ujt^h: • ir ye ^ h>r-rHAAn

MODE

FLD

R E M A R K S

Oro^^ S-ronc'a'J !'• r z/G^r, ^ / r

+ DR

RD :

, c x ^ 7 . 0 '

Drr>\j^ SlxsndcrdL /aoo 0

s - r a — 6 n . n t

. " / r .8/c-

.S-HEET / ' o p 7

PROJECT To^vt (xlaTtr OATP DRILLFn ^ / ' h ^ .HOLE

DEPTH CLASS. F I E L D D E S C R I P T I O N SAMPLE MODE R E M A R K S

7.4 0 _ L .

x§.o

ML-CC

" s o tj.

f^L

P

2-0

Dk DrOK/^ ST<*r»dla#><)L sp/V Tipe^ofX

K D :

p ;

2 .0 ••

~DR : Dtove STandia-S^ SpC-t spoon

T '^/r ^ f / r

" ' f ^ t e r t r m . f l « » « J 3 / ' . 7

S H E E T _ 2 _ ; o f A

EARTH SCIENCES A S S O C I A T E S DRILL ING AND S A M P L I N G LOG

PROJECT I'fa ') Sr^^^^r. cJ / . D A T E D R I L L E D _ J Z I 1 / 2 2 • HOLE NQ, fi'D-C.

DRILLING CONTRACTOR M . ^ -LOGGED DEPTH TO GROUNa WATER.

. GROUND SURFACE E L F V 4 0 . C ,

TYPE OF O ^ A U ^ E T E n ^ ^ n l l ^ . i ^ ^ SURFACE c o n d i t i o n s ^ r s O . . . , . , Z ^ J F A L L J 4 0 _ ^

• WEATHER

DEPTH

o.O

CLASS

s.o

I2.0

7 :'

Cfi-mL

F I E L D DESCRIPT ION

a o - T . o all' tov-own ^ iiV-Mtr-r ij ,

SAMPLE

J.o-^ r v ^ - . , . ... ;

I OiX> _ xnTv O/

V

MODE

T H T

p e .

1-5 •

R D :

R E M A R K S

5cr CAi/n -TO S-^', ^ f

P

z . o

::

D e

: P n -

. Pra.'^ S spoon

:: ' K ^ ^ ^ ^

:: . S H E E T 7

PROJECT 11 Srac^T-or. D R . L L g n

DEPTH CLASS. FI,ELO D E S C R I P T I O N SAMPLE MODE R E M A R K S

24 O

25.0

32^

JQa - -

CJi coo •

2,7,7. C ' ! ' ; tori-'^'''. • ^ c. >•-•• a "at 5 ' 3 o /o pii-S-n'c

J L J - 4

"51. 3

'.TT-a

T e - T t

IS

- / r

R D "

- - 3 " Shelby tv^Oe

OR » 1-ci r ( c < i ^ pooi : : / J ?5' 3 '

. . ofT^.f ZOO'

DR.

/ . T / . T

55HFPT 2 OP

SOIL AND GEOI.OGIC INVESTIGATION

STOCKTON EAST

WATER TREATMENT PLANT

to

James M. Monlioinery, Consulting Engineers, Inc, for

Stockton East Water District

bjr

Earth Sciences Associates 701 W e i d i B o ^

E a l o A l t o . C a l i f o r n i a 94304

Aoeost 1974

Parth A<;50(-:iates

o^naniAX. file Orlglt i), DupJIcals and REGIONAL

•îrl .ffragjJJS^Srwirr; CON'

'Wk)

WATER WELL DRILLERS R E P O R T ^

THE RESOURCES AGENCY OF CALIFORNIA Other VoU No.

t f OWNER: N^flia Water Sarv icg Qq, Address P.O. Box 1150

San Jose, Ca. 9510^

(2) lÔCATION OF WELL? c<"u»Y San Joaouin ow«tt'i Bumbei> if my— R.F.p...rs....cM.t. Hear CopTJeropolis and G i l l l s Road.

3600' - NV7 of Copperopolis Road along S t o c k b ^ Diverfcine Canal . StocIcbcn_. Cai,

(3) TYPE OF WORK (check)'. New w«U £] Du{><aing • Reconditioiitng Q Abindon • If th<ini«ttmiiit, incribc maletlal and brocei^re in Una 11, (4) PROPOSED USE (check)! Domestic ca Industrial | S Municipal • Irrigation • Test Well • Other •

(«) CASING INSTALLED: SlNGUt J; DOUBLE [Z Cf. From f,. to f«. Di.m. V/ii

m 0 " 210 •• q/16 "

Type tn6 ihe of jKm or well Wdi

(J) EQUIPMENT: Rotary £ ] Cable • Dug WeU •

If gravel packed

Dtamcccr of Bon ftom ft. 28". 70 " 535

Describe ioinc Wolded X 1/8"

(7) PERFORATIONS: Typ.off.cfoatt.r..«Ki yactorv - F u H - f l o shufctar screen Size of sicforaU ni From „

in., itn ih, fay " 3 7 ^ in ft. rf. pir row Rowj p«r (i

•QTCl 12

(8) CONSTRUCTION: a isrficc laniair I«l (>»vlil<a? fflYta • No To «li« depth 50

Xi'ert any'Strata agkinic polUtion? Q Yea ^ N« li yt], nott dopth of aetata •Frnm ft. to It.

Method of Sealine; noTiiftnt

(9) WATER LEVELS: DcptK tt vbich ««te/ W9» fim foun (t.

r m

Slindlos lcv«l bifor« cerforatloa Indian Uv«l aftec Dcrfeittinx

(10) WELL TESTS: Vm « p»mp H<tmad«> Q iCtt • N9 Uy(», by wbom) YUM. ftaL/miii. wUK it MS/ /Ifkafn TcmMracuic of water Waj « ehtmic&l anaLriii nude? PI Ym H No Vaj «I.etric to; made of well} j j Q No

7 /

(11) WELL LOG: Total ileptK 550 if. P«p«ho< complated n.ir 535 Pocuitloai VwMt ty nhr, thanhr, $ltt al mthriil, ni tlnutun.

0 f«.<o 2 îu Sand and loam

ft.

24 26

80 118 133 139 147 192

_220 _225

308

345

365

3 3" Adobe s o i l 6 3" Gyay c l a y s

f " Sand and sandy olaya 26 Hard pan 65 ig' Consol idated sands 60 Sandy c l a y s and oand

118 -T" Id.'-ji grey sandy cla:^/^ 133 10" Sanda-consol idated sands 139 .r- Dark grey sandy c l a y 1 4 7 S a n d 192 Ye l low sandy c l a y and sand 22^ rf- Sand ( c o i i r s ^

Blue sandy c l a y s 308 <0- Sand ( b l u e ] 321 Blue sandy-c lay 345 ID- S ^ d fblus") 354 r - Blue aandv.c lavs 365 Sand 4 n . r - Blue sandy c l a y

i l i l " IdvS Rlue consol idated sand and

446 blue aandv c l a v

478 478 Blue sandv olava 512 Blue consol idated sand and

bluQ aandy fflays 520 Blue RftJidy p.lAyfl 550 r"" Blue consoltdated sand and

•• blue sandy olavft

VodtamHd 8/27 » . CompltttJ 9/17 •WELL DRILLER'S STATEMENTi

ThisjvM~tiM drilled vndtr my j«r;(W/c//oi» and /bis rtport it true to the btit of my knowledzeôd belief..

Pump And Wel l Co, it SnOt oc corooiaciofti Walsh/Ave.

fT-vtiJ sr MrtnlrJi

T irflnnA 68648 Tlati..^ -JLQ/lij 8704* I.£B asU QUtM (t) A 9Pa DWR laa tRRv.

ORlalNAL file Otifllnal Duplicate and Tripntjio

oxo^ contbSU^,

tffliftltit mmhr)

WATER WELL DRILLERS REPORT (SectioM TtTi, 7t77, 707S, Wur Cods)

THE RESOURCES AGENCY OF CALIFORNIA

rojFi 13

^^ Do Not Fill In N9 113597

OdwrVcllNo.

'' OWNER: Name Ca3 i i fomla Water Sarv ice Go« AddrMi p,o. Box 1150

San Jose» Ca« 95103

(2) LOCATION OF WELL; CoMty ggm JoaQUln Ow»ec-4.»raUf,if in/- 7^-02

Wear Copneropolis and G l l l i s Road. 1.6qOt IIW of OopTTeropolis Road along Stockton Diverfcing Canal j Stockton^ Ca>

(J) TYPE OF WORK (check)-. New well Kl Deejxning • Reconditioning • Abandon • If atanJotimtal, dacrlbt muttHal and procedutf In litm 11.

(4) PROPOSED USE (check): Domestic E) Industrial [S Municipal • Irrigation • Test Well Q Other n

(6) CASING INSTALLED: sinqle^Q double • From (,. „ t. DUm.

Gag. or Will

m

0 " pon

'son " SlJi 5 / 1 &

Tts« *ni jite of ihoe or well rioc

(J) EQUIPMENT: Rotary ^ Cable • Dug Well •

If gravel packed

Diameter of Bore Uom ft. J2B}1 50 _520

Detceib« ioiAi X 1/8

(7) PERFORATIONS: -ryfeofFtifonwruM FactorjT - F a l l - f l o shutter screen Size of pettorition. , '^/f i in.. leoMh. 1»T V*^?-From lu to It. v„4

Is.

?.00 " TO _12_ 7«rf. per rov

_12_ Rovj ptf ft.

(8) CONSTRUCTION: Vai a auifaee faniurjr ml proviJeil? |JIy«j O No To what depth 54 V e t e any atrata iiiltd agaloit pollutioii) • Yei Ko If ;ei, note ilcptli o( i From ft. to f.

Method of Sealing Cement

(9) WATER LEVELS: D^ttth «( T/bIek M i w i ' fifit

m

Suadioi level before ottiornioB liAB level after oerforitinc

(10) WELL TESTS: Vai t pump test mtdei B "Ves Q No If vm. bv whom?

sai./m2a. viek 4t. ll.-.

TcmEMratara at luntsr a chcmical aailvtie mad*) fl Y«t PI Ma Vai electric loc mudt tJ well} £ Yes PI

c / J

(11) WELL LOG: Total aeptl. ft. Depth of complettJ Trill 520 Fomatloni HMetiin ij, color, thituUr, ito of mUtrUl,ilnelm.

Q— 1 Soil (light,) f t .

_1 AHnVia gn-;^ flqndy o lay

76 " fionao71da.tart sands and olay I<?ofle sand and pffq g r a v a l

•121 -121 " g r a y aandv c lavf -131 Sand

-133 IL-JLSZ " non.^nUHqtad sands and grfty olayft.

-15Z 1 _ 2 S 3 — " Gray o l a v and sand •• IQQ Cor^aQll.datftd .canH...

" Gray clai ^ -22S " 26q •• ConsoJjLdatad sands with — :: '• bluo sandy c l a v -262 " 277 " loose sand ( b l u e ) -221. _291 -221

Blue sandy c l a v U 2 " loose sand ( b l u a l

•• Blue sandy Rlay, Consol idated sands Coarsa sand with small l a y a r n nonaolidatod sands

— " OnnsoT-idatP.d .gands and b lua

It

Coiaoktol WEp'^RILfcER'S STATEMENT:

his welt wiaVriUei nnder my furkdlctlon and this ntori is hm to the tat of »y knowltdgt an btllef.

0 PumnAid Wflll fiommny AAAf^t

•VM, Mill), «r jMpoeatioa) VralaWA-v^.

—u y rm t7if5 WaW/ Ave,

fTvktJ Of trinirdl

Wftt DwiUtt J I.

. 19

•7S40 B.6a aSM OUIM fn A sm DWR 168 <REV. S.SAS

w 9 PID/OVA

m Retained foi Analysis

Casing Typ< &Size

Annuius Filler

N> ' I ;

o N 09

N on

I : I ! I • I Ci> N ro

/V N ^ ^ ^ m nrv 00 o> O) rv: Depih

(Feet)

Ih r 5r

r uses Soil Type

[¥F!

U '

•p-ita

5

J '

- J

• WI

if I t $ ^

I

•i

j - t

rJ-T rr

r v l

ss • r

T i l i s -

?

Sf

I J

i l l

Y

i 0 (D

1

A

CL.

Gravel

a Coaisc

X) c.

T

fltm

swaav

* 9 PIO/OVA

CD O u .

(Q

1>1

i\> o

S K

r

OQ o> a: M _ L

O Vm CD 00 V/4 o» Ol

w w Ca>

3 T

>

i t .

t i

- r f

-n i

I" m

< t f

i f r ^ t }

/ L. e.

fflE

t f T

*

A

' I

4:5

f<7iV' e ' rvk

o - f r5 ^ f

c't^

I f

a

Sainpie Interval

Recoverec (in)

Blow Counti / 6 in.

Retained roi Analysis

Cas ing Type ^ S ize

Annuius Filler

v/J K3 Obpt l i (Feel)

1/

uses Soil Type

s

5

J'

lS.

o ie ft! o

•0 0

? o

i o UTT

y • y J

IS J HI JtJ J.,^

P'VJ;' / .i-'

ji.j r.i..

< ' o

o . . ' , ,

J''

/ \ rP 8 y-'*

%77

-.J,,, ,.

45 : -

•.j;* .s'. A, X Ji r

.K.i M.i

p , .

' . i- ^^s^-ferr-' - ji ..V, •"" •''v • ..., E A MAI N ; \ s J RVE,^' V.

•*r / f.- TP It -r-.j

j TP6 TP/0

r ^ ^f.t " " -

TPS •• TP 9

£ X PLA^JATIO^ • D/^/iL HOLE

wm Tin pn LOCdTION OF biOLOdC CIQSS r£C TtON

A • % "

Earkh S c i e n c e s A s s o c i a t e

um e/PLO i ATI OAJ MAP

PROJECT NO.I FIGl Hr:

R, Vv'. SIEGFU'llID & ASSOCIATES .; C 0 N I) 1 T I IK, CIVIL I I. (1 I N I I II

STOCKTON - EAST V/ftTER DISTRICT WATER T R E A T M E N T P L A N T

S I T E S T O C K T O N . C A L I F O K M A

REPORT OF MANAGED AQUIFER RECHARGE - Stockton East … · Stockton, Californi 9521a 5 Bozanno...

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Transcript of REPORT OF MANAGED AQUIFER RECHARGE - Stockton East … · Stockton, Californi 9521a 5 Bozanno...