Geotechnical Investigation NARS Stormwater Quality ... 40818 NARS Sed Basin... · NARS Stormwater...

Geotechnical Investigation NARS Stormwater Quality Improvement Project

Sacramento County, California

TABLE OF CONTENTS

1.0 INTRODUCTION ............................................................................................................ 1 2.0 PROJECT DESCRIPTION ............................................................................................. 1 3.0 SITE CONDITIONS ........................................................................................................ 2 4.0 FIELD EXPLORATION .................................................................................................. 2 5.0 LABORATORY TESTING .............................................................................................. 3 6.0 GEOLOGIC AND GENERAL SOIL AND GROUNDWATER CONDITIONS ................... 3 7.0 SOIL CORROSIVITY ..................................................................................................... 4 8.0 DISCUSSION AND RECOMMENDATIONS................................................................... 6

8.1 Trenching and Excavation ............................................................................................ 6 8.2 Site Preparation ........................................................................................................... 6

8.2.1 Eastern Pump Station ......................................................................................... 6 8.2.2 Western Pump Station ........................................................................................ 7 8.2.3 Vegetated Swale ................................................................................................. 7 8.2.4 Water Quality Detention Basins .......................................................................... 7

8.3 Grading and Filling ....................................................................................................... 8 9.0 CONSTRUCTION OBSERVATION AND TESTING SERVICES .................................... 9 10.0 STANDARD LIMITATION CLAUSE .............................................................................. 9 11.0 REFERENCES ..............................................................................................................10 Figures Figure 1 – Project Location Figure 2 – Geologic Map of Sacramento Quadrangle Tables Table 1 – Summary of Test Data Table 2A and 2B - Corrosive Soil Test Data Table 3 – Guideline Specification for Imported Structural Fill Appendix A Site Plan and Approximate Boring Locations Boring Logs, B-1 & B-2 Unified Soil Classification System Key Laboratory Test Results Chemical Test Results Pipe Zone Bedding and Backfill Standards Trench Backfill Standard Detail Precast Manhole Site Preparation Standards Geotextile Data Sheet

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Sacramento County, California 1.0 INTRODUCTION Presented herein are the results of Wood Rodgers’ geotechnical exploration, laboratory testing, and associated geotechnical design recommendations for the proposed NARS Stormwater Quality improvements in North Highlands, Sacramento County, California. These recommendations are based on surface and subsurface conditions encountered in our explorations, and on details of the proposed project as described in this report. The objectives of this study were to:

1. Determine general soil and ground water conditions pertaining to design and construction of the proposed improvements.

2. Provide recommendations for design and construction of the project, as related to these geotechnical conditions.

The area covered by this report is shown in Figure 1 and on Plate A-1 (Site Plan & Approximate Boring Locations) in Appendix A. Our study included field exploration, laboratory testing, and engineering analyses to identify the physical and mechanical properties of the various on-site materials. Results of our field exploration and testing programs are included in this report and form the basis for all conclusions and recommendations. 2.0 PROJECT DESCRIPTION The subject parcel is located at 4450 Roseville Road in North Highlands, Sacramento County, California, and encompasses approximately 23 acres. The project site and proposed improvements are limited to the southern bounds of the parcel as approximately shown by the shaded region in Figure 1. The proposed improvements consist of two new stormwater pump stations, expansion of an existing detention basin, construction of a new detention basin, a biofiltration basin, swales and pipe connections. One pump station will be located near boring location B-1 and the second pump station will be located

Figure 1 – Project Location

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Sacramento County, California near boring location B-2. The pump station that will be installed near boring location B-1 will pump water from the new detention basin into the new biofiltration basin. An underdrain below the biofiltration basin will discharge into a swale along the southern edge of the project that will convey runoff to a new inlet structure that will discharge into the existing storm drain. The pump station near boring location B-2 will pump some of the runoff into a swale that will drain into the new detention basin. The existing detention basin will be connected by a pipe to the new detention basin so that all detained runoff can get filtered through the biofiltration basin. 3.0 SITE CONDITIONS The site is an active waste and recycling recovery station with multiple land uses including but not limited to: waste and recycle processing, office buildings, maintenance buildings, wash bays, fueling station, parking areas, asphalt paved roads, and an existing detention pond located at the southwest corner of the parcel. The site is bound by Roseville Road to the west, railroad tracks to the south, and commercial/industrial developments to the north and east. Existing ground coverage above the planned improvements varies from grass, gravel, and asphalt pavement. Site topography is relatively level across the area of improvements. No geologic hazards (surface rupture, faulting, or landslides) have been mapped specific to or in close proximity to this site. Based on California Department of Water Resources Water Data Library, recent groundwater levels for nearby wells indicate a depth approaching 100 feet (Elevation ~ -25 feet). 4.0 FIELD EXPLORATION The site was explored on March 4, 2015 by advancing two test borings to a maximum depth of 41 ½ feet. Approximate exploration locations are shown on Plate A-1 – Site Plan & Approximate Boring Locations in the Appendix to this report. Borings were drilled with a trailer-mounted CME 55 soil sampling drill rig using 4-inch outside-diameter (O.D.) continuous flight augers. The in-place soils were sampled at 5 foot intervals using standard 2 ½ -inch O.D. split-spoon samplers driven by a standard 140-pound automatic hammer with a 30-inch drop. The drive sampling was performed in accordance with ASTM D 3550. The number of blows to drive the sampler the final 12 inches of an 18 inch penetration into undisturbed soil is an indication of the consistency of the material and is known as the soil’s N-value. Uncorrected blow counts have been reported on the boring logs shown on Plate A-2a and A-2b. In addition, bulk soil samples were also obtained from the auger cuttings. All borings were advanced and logged from existing grade, and were backfilled to the surface with grout. Wood Rodgers’ personnel examined and classified all soils in the field in general accordance with ASTM D 2488 (Description and Identification of Soils). During exploration, representative samples were placed in sealed plastic containers and returned to our Reno, Nevada laboratory for testing. Additional soil classifications, as well as verification of the field classifications, were subsequently performed in accordance with ASTM 2487 (Unified Soil Classification System

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Sacramento County, California [USCS]) upon completion of laboratory testing as described below. A USCS chart has been included as Plate A-3 - Graphic Soils Classification Chart. The logs represent field interpretations of the subsurface conditions and present some laboratory test results. The lines designating the interface between various strata on the logs represent the approximate positions of the interface. The actual transition between the strata may be gradual and will vary across the site from the locations where borings have been advanced. 5.0 LABORATORY TESTING All soil testing performed in the Wood Rodgers’ laboratory is conducted in accordance with the standards and methods described in Volume 4.08 (Soil and Rock; Dimension Stone; Geosynthetics) of the ASTM Standards. Samples of significant soil types were analyzed to determine their in-situ moisture contents (ASTM D 2216), grain size distributions (ASTM D 6913), and plasticity indices (ASTM D 4318). Results of these tests are shown on Plate A-4a and b – Summaries of Test Data and in Table 1, below. The test results were used to classify the soils according the USCS (ASTM D 2487) and to verify the field logs, which were then updated. Soil index properties also provide a basis for estimating potential volume change due to variations in moisture content of the underlying soils.

TABLE 1 – Summary of Test Data

Boring Depth (Ft.) Moisture

( % ) - #200

(%) + #4 (%)

Liquid Limit (%)

Plastic Limit (%)

Plasticity Index (%)

USCS

B – 1 5 – 6 ½ 12.2 29.6 0 23 14 9 SC

B – 1 15 – 16 ½ 19.2 11.8 0.1 35 27 8 SW-SM

B – 1 20 – 21 ½ 32.4 55.8 0.8 NP NP NP ML

B – 2 15 – 16 ½ 9.4 15.9 0.1 NP NP NP SM

6.0 GEOLOGIC AND GENERAL SOIL AND GROUNDWATER CONDITIONS The project site is located in the Great Valley geomorphic province of the State of California. Each geomorphic province is governed by distinct, defining features driven by climate, geology, faulting, and topographic relief. The Great Valley, approximately 50 miles wide and over 400 miles long, is sandwiched between the Coast Ranges to the west and the Sierra Nevada Province to the east. These ranges have been feeding sediments into the Great Valley for over 160 million years. Alluvium depths in the vicinity of North Highlands typically range on the order of 500 feet and deepen to the west.

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Sacramento County, California Based on the Geologic Map of the Sacramento Quadrangle, Figure 2, the site is mapped in an area of Quaternary aged units characterized as Turlock Lake Formation and basin deposits. These units typically consist of complex interbedded layers of sand, clayey sand, silty sand, silts and clays. The soil units encountered in our explorations typically consisted of stratified blends of moderate-plasticity clayey to silty sands overlying a deeper zone of non-plastic sandy silts. Neither groundwater nor surface waters were encountered during our exploration. 7.0 SOIL CORROSIVITY Chemical testing was performed on two composite subsurface soil samples obtained from each boring at various depths. This testing was performed to provide information regarding the corrosion potential of the site soils as addressed in AWWA C105. Table 2 summarizes corrosive soil test data.

Table 2A – Corrosive Soil Test Data

Sample ID Property Result Units Method Soil Corrosivity Class

B – 1

6 – 6 ½ 15 ½ - 16

AASHTO

Chloride 33.06 mg/L SM4500CID Not

Corrosive Not Corrosive for Structural

Elements Sulfate <0.01 % Calculation

Not Corrosive

pH 6.42 S.U. EPA9045D Not

Corrosive

AWWA C105

% Moisture

Generally moist ASTM D2216

1

Resistivity 4603 Ω*cm AASHTO

T288 0

pH 6.42 S.U. EPA9045D 0

Figure 2 – Geologic Map of Sacramento Quadrangle

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Sacramento County, California

Table 2A – Corrosive Soil Test Data


Redox 338 mV SM2580B 0

Sulfide Non-

Detect mg/L SM4500S2F 0

Total 1 Not Corrosive to Ductile Iron Pipe

Note: Potential for Stray Currents would be considered low.

Table 2B – Corrosive Soil Test Data


B – 2

5 ½ – 6 11 - 11 ½

AASHTO

Chloride 24.69 mg/L SM4500CID Not

Corrosive Not Corrosive for Structural

Elements Sulfate <0.01 % Calculation

Not Corrosive

pH 7.19 S.U. EPA9045D Not

Corrosive

AWWA C105

% Moisture

Generally moist ASTM D2216

1

Resistivity 4261 Ω*cm AASHTO

T288 0

pH 7.19 S.U. EPA9045D 0

Redox 318 mV SM2580B 0

Sulfide Non-

Detect mg/L SM4500S2F 0

Total 1 Not Corrosive to Ductile Iron Pipe

Note: Potential for Stray Currents would be considered low.

Based on the chemical test results, the site soils should not be considered potentially corrosive; therefore, no special provisions with regard to ductile iron piping or concrete structures are recommended.

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Sacramento County, California 8.0 DISCUSSION AND RECOMMENDATIONS From a geotechnical perspective the site appears suitable for the planned development, provided the following considerations are incorporated into the project design and construction. These recommendations, along with proper design and construction of the planned improvements, work together as a system to improve overall performance. If any aspect of this system is ignored or poorly implemented, the performance of the project will suffer. Any evaluation of the site for the presence of surface or subsurface hazardous substances is beyond the scope of this study. When suspected hazardous substances are encountered during routine geotechnical investigations, they are noted in the exploration logs and reported to the client. No such substances were identified during our exploration. The test holes were advanced at the approximate locations shown on the site plan. All test holes were backfilled with grout upon completion of the field portion of our study. Improvement areas referred to in this report include all areas of buildings, concrete slabs, asphalt pavements, as well as pads for any minor structures. All compaction requirements presented in this report are relative to ASTM D 15571. 8.1 Trenching and Excavation Trenches and excavations shall be constructed in accordance with the requirements of Cal/OSHA. Based on the results of our exploration, it is our opinion that the bulk of the site soils appear to be predominately Type C, although variations exist. Areas with poorly graded sands with silt were encountered and these soils are classified as a Type C soil. All trenching should be performed and stabilized in accordance with local, state, and OSHA standards. Bank stability is the responsibility of the contractor, who is present at the site, able to observe changes in ground conditions, and has control over personnel and equipment. Pipe backfill materials and construction shall conform to the County of Sacramento Municipal Services Agency Standards and Standard Construction Specifications. 8.2 Site Preparation 8.2.1 Eastern Pump Station The proposed pump station is located in an asphalt driveway about 75 feet from the entrance to pressure wash bays. The existing structural section measured near 4 inches of asphalt on 6 inches of aggregate base at boring location B-2. The asphalt should be sawcut at the anticipated limits of temporary excavation and take into account the depth and maximum allowable slopes per Cal/OSHA regulations for Type C soils.

1Relative compaction refers to the ratio (percentage of the in-place density of a soil divided by the same soil’s maximum dry density) as determined by the ASTM D 1557 laboratory test procedure. Optimum moisture content is the corresponding moisture content of the same soil at its maximum dry density.

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Sacramento County, California The pump station is currently proposed as a 72-inch outside diameter Jensen Precast concrete pump station. The manhole base shall be founded on an unyielding native subgrade overlain by at least 4 inches of ¾ inch clean crushed rock conforming to Section 50-16 of the County of Sacramento Standard Construction Specifications. The rock layer should be vibrated in place with at least 3 passes with a vibratory plate compactor. Based on laboratory test results we anticipate the excavated soils will be sufficient for re-use as intermediate backfill, and shall be placed in maximum 12 inch loose lifts and compacted to at least 90% relative compaction. The pipe zone bedding and initial backfill shall be in accordance with Chapter 19 of the County Standards; Storm Drain Pipe Bedding and Initial Backfill Drawing 9-1 is included in the Appendix as Plate A-6. The replaced asphalt structural section should match existing asphalt thickness and consist of a minimum 4 inches of asphalt founded on a minimum of 18 inches of ¾” aggregate base compacted to 95% relative compaction, per County of Sacramento Standard Trench Sections for a deep trench (Drawing 4-64), included in the Appendix as Plate A-7. Additionally, a 4 inch concrete collar shall be constructed at grade for a minimum depth of 8 inches per Standard Drawing 9-7A, included as Plate A-8. 8.2.2 Western Pump Station The proposed pump station is located near boring location B-1, in an open area currently covered by grass. The subsurface soils to the estimated maximum depth of excavation are composed of layered sands of various qualities; therefore, Type C soils should be anticipated per Cal/OSHA soil classification. Site preparation and construction details shall be as described above, in accordance with Sacramento County Standards; however, for unpaved areas. 8.2.3 Vegetated Swale The proposed swale is located about 200 feet east of boring location B-1 where ground coverage consists of a gravel storage/parking lot. The thickness of gravel surface was not explored as part of this investigation; however, the subsurface soils are anticipated to consist of clayey and silty sands similar to both borings. The planned excavation for the swale is about 4 feet into native soils with 3:1 (H:V) side slopes and a flow line grade about 1.5%. The exposed soil surface should be not be overly compacted as to accept hydroseed growth. Sublayers of sand and underdrain pipe, as depicted in Figure VS-1 of the Stormwater Quality Design Manual, are not required since native soils and the planned longitudinal slope should be sufficient to support the swale’s function. If surrounding improvements pose a risk of hazardous materials intrusion or spills, an impermeable liner would be required to prevent infiltration. If required, the liner should be placed along the bottom width of the swale, at least one foot below grade, and protected from construction/equipment damage or punctures during soil placement. 8.2.4 Water Quality Detention Basins The proposed detention basins are in close proximity to boring location B-1 where ground coverage is currently grass. The planned excavation for the pond is about 12 feet into native soils with 4:1 (H:V) side slopes. The exposed soil surface should not be overly compacted; selective grading may be beneficial to target existing top soil for re-use within the upper 12

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Sacramento County, California inches of the basin to support plant growth. Impermeable liners are not recommended at this time due to deep groundwater. A submerged gravel bed may be composed of clean crushed rock, with a d10 = 1 to 1 ½ inches (10% of material is finer than 1 to 1 ½ inch diameter). Where a gravel bed or rip rap is planned, a layer of geotextile, Mirafi FW402 or equal, should be placed between the soil-rock interface for separation, erosion control, and filtration purposes. The geotextile data sheet for the proposed material has been attached as Plate A-9 in the Appendix. An access ramp is planned for the south side of the detention basin for vehicle/equipment maintenance access. Attention to both aesthetics and serviceability are required for design and construction of the access ramp. It should be surfaced with a durable material suitable for support of medium-sized excavation equipment. We recommend the use of the Mirafi FW402 geotextile over native soils, covered by 6 inches of quarry spalls (2 to 4 inch), and 2 inches of crushed rock (¾ inch) surface. 8.3 Grading and Filling Structural fill is defined as any material placed below structural elements, including; foundations, concrete slabs-on-grade, pavements, or any structure that derives support from the underlying soil. If imported structural fill is required, it should be reasonably free of organic matter and other deleterious material and meet the requirements of Table 3.

TABLE 3 - Guideline Specification for Imported Structural Fill

Sieve Size Percent by Weight Passing

3 Inch 100

¾ Inch 70 – 100

No. 40 15 – 70

No. 200 10 – 30

Percent Passing No. 200 Sieve Maximum Liquid Limit Maximum Plastic Index

10 – 30 45 10

Adjustments to the recommended limits presented in Table 3 can be provided to allow the use of other granular, non-expansive material. Any such adjustments must be made and approved by the geotechnical engineer, in writing, prior to importing fill to the site. Structural fill should be moisture conditioned to within 3 percent of optimum, placed in maximum 12-inch thick (loose) level lifts or layers, and densified to at least 90 percent relative compaction (ASTM D1557). Higher moisture contents are acceptable if the soil lifts are stable and required relative compaction can be attained in the soil lift and subsequent fill/base course lifts. At least one field density test (ASTM D2922 or ASTM D1556) shall be performed per lift.

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Sacramento County, California 9.0 CONSTRUCTION OBSERVATION AND TESTING SERVICES The recommendations presented in this report are based on the assumption that the contractors perform their work as required by the project documents and that owner/project manager provides sufficient field-testing and construction review during all phases of construction. Prior to construction, the owner/project manager should schedule a pre-job conference including, but not limited to, the owner, architect, civil engineer, the general contractor, earthwork and materials subcontractors, building official, and geotechnical engineer. It is the owner's/project manager responsibility to set-up this meeting and contact all responsible parties. The conference will allow parties to review the project plans, specifications, and recommendations presented in this report, and discuss applicable material quality and mix design requirements. All quality control reports should be submitted to the owner/project manager for review and distributed to the appropriate parties. During construction, Wood Rodgers Incorporated should have the opportunity to provide sufficient on-site observation of site preparation and grading, over-excavation, fill placement, foundation installation, and paving. These observations would allow us to document that the geotechnical conditions are as anticipated and that the contractor's work meets with the criteria in the approved plans and specifications. Verification of horizontal and vertical control must be provided by whoever was responsible for establishing those boundaries and constructing associated improvements. 10.0 STANDARD LIMITATION CLAUSE This report has been prepared in accordance with generally accepted local geotechnical practices. The analyses and recommendations submitted are based upon field exploration performed and the conditions encountered as discussed in our report. This report does not reflect soils variations that may become evident during the construction period, at which time re-evaluation of the recommendations may be necessary. We recommend our firm be retained to perform construction observation in all phases of the project related to geotechnical factors to document compliance with our recommendations. The owner/project manager is responsible for distribution of this geotechnical report to all designers and contractors whose work is related to geotechnical factors. It is the contractor’s responsibility for the grading and construction of the designed improvements. This responsibility includes the means, methods, techniques, sequence, and procedures of construction and safety of construction at the site. All construction shall conform to the requirements of the most recently adopted version of the Sacramento Suburban Water District Improvement Standards and Technical Specifications, the requirements of the City of Carmichael, California, and any applicable District Regulations. Failure to inspect the work shall not relieve the contractor from his obligation to perform sound and reliable work as described herein and as described in the Improvement Standards and Technical Specifications.

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Sacramento County, California All plans and specifications should be reviewed by the design engineer responsible for this geotechnical report, to determine if they have been prepared in accordance with the recommendations contained in this report, prior to submitting to the building department for review. It is the owner's/project manager responsibility to provide the plans and specifications to the engineer. This report has been prepared to provide information allowing the engineer to design the project. The owner/project manager is responsible for distribution of this report to all designers and contractors whose work is affected by geotechnical aspects. In the event of changes in the design, location, or ownership of the project after presentation of this report, our recommendations should be reviewed and possibly modified by the geotechnical engineer. If the geotechnical engineer is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation or misapplication of our recommendations or their validity in the event changes have been made in the original design concept without our prior review. The engineer makes no other warranties, either expressed or implied, as to the professional advice provided under the terms of this agreement and included in this report. This report was prepared by Wood Rodgers, Inc. for the benefit of the County of Sacramento Department of Waste Management & Recycling. The material in it reflects Wood Rodgers’ best judgment in light of the information available to it at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. Wood Rodgers’ accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. 11.0 REFERENCES American Society for Testing and Materials (ASTM), 1993, Soil and Rock; Dimension Stone;

Geosynthetics, Volume 4.08. American Water Works Association, AWWA C105-10, Polyethylene Encasement for Ductile-Iron Pipe Systems. Caltrans Corrosion Guidelines, Version 2.0, California Department of Transportation, Division of Engineering Services, Materials Engineering and Testing Services, Corrosion and Structural Concrete Field Investigation Branch. County of Sacramento, Municipal Services Agency, Standard Construction Specifications, revised January 2008. Stormwater Quality Design Manual, Integrated Design Solutions for Urban Development, Sacramento Region, May 2014.

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APPENDIX A

LEGEND

Approximate Boring Location (03/04/15)

PLATE A-15440 Reno Corporate Drive, Reno, NV 89511 Date: 03/30/15

Phone 775.823.4068 Fax 775.823.4066

SITE PLAN AND APPROXIMATE BORING LOCATIONS

Geotechnical InvestigationNARS STORMWATER QUALITY

IMPROVEMENT PROJECT SACRAMENTO COUNTY, CALIFORNIA

Project No.: 8587.001

MC1A

MC1B

MC1C

MC1D

MC1E

MC1F

MC1G

MC1H

MC1G

7-12-19(31)

5-10-15(25)

8-12-25(37)

14-18-20(38)

10-19-33(52)

9-13-17(30)

11-16-42(58)

17-25-35(60)

11-19-46(65)

23

35

NP

14

27

NP

CLAYEY SAND, (SC) medium dense, moist, dark reddish brown grasssurface coverage

SILTY SAND, (SM) medium dense, moist, dark reddish brown

WELL GRADED SAND WITH SILT, (SW-SM) medium dense, moist,light brown

SANDY SILT, (ML) stiff, moist, yellowish gray

SILTY SAND, (SM) dense, dry to moist, dark reddish brown

SANDY SILT, (ML) stiff, moist, yellowish gray

Bottom of Borehole at 41.5 Feet.

29.6

11.8

55.8

9

8

NP

9

8

NP

12.2

19.2

32.4

GROUND ELEVATION 75± ft

GROUND WATER LEVELS:

CHECKED BY Blake Carter

COMPLETED 3/4/15

AFTER DRILLING --- No Free Water Encountered

HOLE SIZE 4 inches

CLIENT

PROJECT NUMBER 8587.001

DATE STARTED 3/4/15

DRILLING CONTRACTOR Taber Drilling

DRILLING METHOD CME-55 with 4" Continous Flight Auger

LOGGED BY Blake Carter

NOTES: Backfilled with Grout

AT TIME OF DRILLING --- No Free Water Encountered

AT END OF DRILLING --- No Free Water Encountered

SA

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PAGE 1 OF 1BORING NUMBER B-1

PROJECT NAME NARS - Water Quality Improvement Project

PROJECT LOCATION Sacramento County

GE

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JWood Rodgers, Inc.5440 Reno Corporate DriveReno, NV 89511Telephone: 775-823-4068Fax: 775-823-4066

Sacramento County Dept. of Waste Management & Recycling

MC2A

MC2B

MC2C

MC2D

MC2E

MC2F

MC2G

MC2H

MC2I

19-16-16(32)

7-17-50(67)

19-25-50(75)

12-17-19(36)

13-19-22(41)

12-14-19(33)

22-42-50(92)

16-30-45(75)

11-16-32(48)

NP NP

ASPHALT CONCRETEAGGREGATE BASE COURSECLAYEY SAND WITH GRAVEL, (SC) medium dense, dry, darkreddish brown

SILTY SAND, (SM) medium dense to dense, dry, pale yellowish brown

CLAYEY SAND, (SC) dense, dry to moist, dark reddish brown

SILTY SAND, (SM) medium dense to dense, dry, light brown

SANDY SILT, (ML) stiff, dry to moist, yellowish gray

Bottom of Borehole at 41.5 Feet.

15.9NPNP9.4

GROUND ELEVATION 74± ft

GROUND WATER LEVELS:

CHECKED BY Blake Carter

COMPLETED 3/4/15

AFTER DRILLING --- No Free Water Encountered

HOLE SIZE 4 inches

CLIENT


DATE STARTED 3/4/15

DRILLING CONTRACTOR Taber Drilling

DRILLING METHOD CME-55 with 4" Continous Flight Auger

LOGGED BY Blake Carter

NOTES: Backfilled with Grout

AT TIME OF DRILLING --- No Free Water Encountered

AT END OF DRILLING --- No Free Water Encountered

SA

MP

LE T

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PAGE 1 OF 1BORING NUMBER B-2



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Sacramento County Dept. of Waste Management & Recycling

Phone 775.823.4068 Fax 775.823.4066

UNIFIED SOIL CLASSIFICATION

AND KEY TO SOIL DESCRIPTIONS


IMPROVEMENT PROJECT SACRAMENTO COUNTY, CALIFORNIA

Project No.: 8587.001 PLATE A-35440 Reno Corporate Drive, Reno, NV 89511

NOTE: Percentages are presented within soil description for soilhorizon with laboratory tested soil samples.

FINE SAND NO. 40 TO NO. 200MINUS NO. 200 SIEVEFINES (SILT OR CLAY)

03/30/15Date:

LIQUID LIMIT (LL)

LITTLESOMEMOSTLY

DESCRIPTION OF ESTIMATED PERCENTAGES OF GRAVEL, SAND, AND FINES

15% - 20%30% - 45%

50% - 100%

GRAVEL MORE THAN HALF

COARSE FRACTIONIS LARGER THAN

NO. 4 SIEVE

SAND MORE THAN HALF

COARSE FRACTION IS SMALLER THAN

NO. 4 SIEVE

TRACEFEW

Particles are present but est. < 5%5% - 10%

SILT AND CLAY

LIQUID LIMIT 50% OR LESS

SILT AND CLAY

LIQUID LIMIT GREATER THAN 50%

CLEAN SANDSWITH LITTLEOR NO FINES

CO

AR

SED

-GR

AIN

ED S

OIL

S

M

OR

E TH

AN H

ALF

IS C

OAR

SER

TH

AN

NO

. 200

SIE

VE

COBBLES ABOVE 3 INCHES

COARSE SAND MEDIUM SAND

FINE GRAVEL 3/4 IN. TO NO. 4 SIEVESAND NO. 4 TO NO. 200

NO. 4 TO NO. 10NO. 10 TO NO. 40

SANDS &GRAVELS

SPT BLOW*COUNTS (N)

SILTS &CLAYS

SPT BLOW*COUNTS (N)

3 IN. TO 3/4 IN.

* The Standard Penetration Resistance (N) In blows per foot is obtainedby the ASTM D1585 procedure using 2” O.D., 1 3/8” I.D. samplers.

HARD 30 +

GRAVEL 3 IN. TO NO. 4 SIEVE COARSE GRAVEL

DEFINITIONS OF SOIL FRACTIONSSOIL COMPONENT PARTICLE SIZE RANGE

VERY STIFF

5 - 8 STIFF 9 - 15 DENSE 31 - 50

5 - 103 - 4

VERY DENSE

11 - 30

50 +16 - 30

HIGHLY ORGANIC SOILS

CONSISTENCY RELATIVE DENSITY

PLA

STI

CIT

Y IN

DE

X (P

I)

0 - 2SOFT

MEDIUM STIFF

VERY SOFT VERY LOOSE

ML INORGANIC SILTS AND VERY FINE SANDS, ROCKFLOUR, SILTS WITH SANDS AND GRAVELSINORGANIC CLAYS OF LOW TO MEDIUM PLASTICITYCLAYS WITH SANDS AND GRAVELS, LEAN CLAYSORGANIC SILTS OR CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUSFINE SANDY OR SILTY SOLID, ELASTIC SILTSINORGANIC CLAYS OR HIGH PLASTICITY, FAT CLAYS

CL

OL

MH

WELL GRADED GRAVELS WITH OR WITHOUT SAND,LITTLE OR NO FINESPOORLY GRADED GRAVELS WITH OR WITHOUTSAND, LITTLE OR NO FINESSILTY GRAVELS, SILTY GRAVELS WITH SAND

CLAYEY GRAVELS, CLAYEY GRAVELS WITH SANDGC

SM

SC

GRAVELS WITHOVER 12% FINES

CLEAN SANDS WITHLITTLE OR NOFINES

SANDS WITH

GP

SW

SP

GW

GM

MAJOR DIVISION TYPICAL NAMES

FIN

E-G

RA

INED

SO

ILS

MO

RE

THAN

HAL

F IS

FIN

ER

THAN

NO

. 200

SIE

VE

WELL GRADED SANDS WITH OR WITHOUT GRAVEL,LITTLE OR NO FINESPOORLY GRADED SAND WITH OR WITHOUT GRAVEL,LITTLE OR NO FINESSILTY SANDS WITH OR WITHOUT GRAVEL

CLAYEY SANDS WITH OR WITHOUT GRAVELOVER 12% FINES

Pt

CH

OH

MEDIUM DENSE

PEAT AND OTHER HIGHLY ORGANIC SOILS

0 - 4LOOSE

ORGANIC SILTS OR CLAYS MEDIUM TO HIGHPLASTICITY

10

20

30

40

50

60

0 0 10 20 30 40 50 60 70 80 90 100

CL - ML

CL

CH

MH & OH

ML & OL

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

GRAIN SIZE DISTRIBUTION

COBBLESGRAVEL

29.6

11.8

55.8

15.9

1.18

2

9.5

4.75

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

Classification

501/2HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

140

TEST PIT DEPTH

3 4 20 406 60

D100 D60 D30 D10 %Gravel

0.218

0.354

0.087

0.269

B-1

B-1

B-1

B-2

coarseSILT OR CLAY

finemedium

5.0

15.0

20.0

15.0

%Sand %Silt %Clay

0.077

0.192

0.136

0.0

0.0

1.0

0.0

70.4

88.2

43.2

84.1

TEST PIT DEPTH

3 100

B-1

B-1

B-1

B-2

24 16 301 2006 101.5 8 143/4 3/8

5.0

15.0

20.0

15.0

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

PI Cc

14

27

NP

NP

23

35

NP

NP

CuLL PL

6.211.82

9

8

NP

NP

Plate A-4a

CLAYEY SAND(SC)

WELL-GRADED SAND with SILT(SW-SM)

SANDY SILT(ML)

SILTY SAND(SM)

CLIENT




GR

AIN

SIZ

E -

GIN

T S

TD

US

LA

B.G

DT

- 3

/20/

15 1

1:0

1 -

C:\U

SE

RS

\PU

BLI

C\D

OC

UM

EN

TS

\BE

NT

LEY

\GIN

T\P

RO

JEC

TS

\NA

RS

\NA

RS

.GP


0

10

20

30

40

50

60

0 20 40 60 80 100

B-1

B-1

B-1

B-2

ML

CL

MH

CH

30

12

56

16

CL-ML

PLASTICITY

INDEX

LIQUID LIMIT

Fines Classification

5.0

15.0

20.0

15.0

TEST PIT DEPTH

23

35

NP

NP

14

27

NP

NP

CLAYEY SAND(SC)

WELL-GRADED SAND with SILT(SW-SM)

SANDY SILT(ML)

SILTY SAND(SM)

LL PL PI

9

8

NP

NP

ATTERBERG LIMITS' RESULTS

Plate A-4b

CLIENT




AT

TE

RB

ER

G L

IMIT

S -

GIN

T S

TD

US

LA

B.G

DT

- 3

/20/

15 1

1:0

1 -

C:\U

SE

RS

\PU

BLI

C\D

OC

UM

EN

TS

\BE

NT

LEY

\GIN

T\P

RO

JEC

TS

\NA

RS

\NA

RS

.GP


5440 Reno Corporate Drive, Reno, NV 89511 Date: 03/30/15Phone 775.823.4068 Fax 775.823.4066

CHEMICAL TEST

RESULTS


IMPROVEMENT PROJECT SACRAMENTO COUNTY, CALIFORNIAProject No.: 8587.001 PLATE

A-5

03/30/15Phone 775.823.4068 Fax 775.823.4066

PIPE ZONE BEDDING AND BACKFILL STANDARDS



A-65440 Reno Corporate Drive, Reno, NV 89511 Date:


TRENCH BACKFILL

STANDARD DETAIL



A-7

03/30/15Phone 775.823.4068 Fax 775.823.4066

PRECAST MANHOLE SITE PREPARATION STANDARDS



A-85440 Reno Corporate Drive, Reno, NV 89511 Date:


GEOTEXTILE DATA SHEET



A-9

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