PARKING LOTS 4, 7, AND 8 RECONSTRUCTION REPORT

Transcription

1 PARKING LOTS 4, 7, AND 8 RECONSTRUCTION REPORT Converse Project No Prepared For: David Evans and Associates, Inc th Street, Suite 200 Tustin, California Prepared By: Corporate Drive Redlands, California 92374

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3 TABLE OF CONTENTS Parking Lots 4, 7, and 8 Reconstruction Report Page ii 1.0 INTRODUCTION SITE AND PROJECT DESCRIPTION SCOPE OF WORK PROJECT SETUP EXPLORATORY BORINGS LABORATORY TESTING ANALYSIS AND REPORT PREPARATION SUBSURFACE CONDITION SUBSURFACE MATERIALS GROUNDWATER EXCAVATABILITY SUBSURFACE VARIATIONS LABORATORY TEST RESULTS PAVEMENT DISTRESS SUMMARY & RECONSTRUCTION RECOMMENDATIONS PAVEMENT DISTRESS SUMMARY PAVEMENT RECONSTRUCTION RECOMMENDATIONS PAVEMENT RECOMMENDATIONS - FLEXIBLE PAVEMENT SITE DRAINAGE GEOTECHNICAL SERVICES DURING CONSTRUCTION CLOSURE REFERENCES TABLES Page No. Table No. 1, Subsurface Conditions... 6 Table No. 2, Recommended Flexible Pavement Recommendations FIGURES Figure No. 1, Site Location Map... 1 Figure No. 2, Approximate Boring Location Map...5 APPENDICES Appendix A....Field Exploration Appendix B.... Laboratory Testing Program M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

4 Parking Lots 4, 7, and 8 Reconstruction Report Page INTRODUCTION This report contains the findings of a geotechnical investigation performed by Converse for reconstruction of parking lots 4, 7, and 8 at the located at in the. Approximate location of the project area is presented in Figure No.1, Site Location Map. This report is prepared for the project described herein and is intended for use solely by David Evans and Associates, Inc. and its authorized agents for design purposes. It should not be used as a bidding document but may be made available to the potential contractors for information on factual data only. For bidding purposes, the contractors should be responsible for making their own interpretation of the data contained in this report. 2.0 SITE AND PROJECT DESCRIPTION Parking lots 4, 7, and 8 are located northwest of the intersection of East Chapman Avenue and North Berkeley Avenue. The subject lots exhibited numerous signs of distress including longitudinal cracks, transverse cracks, fatigue cracks, and depressions, as shown on Photographs 1 through 6 on the following pages. The lots have been trenched for the installation of utilities and the backfill may have settled resulting in surface depressions and cracks. Fullerton College intends to reconstruct lots 4, 7, and 8. We understand that the presence of a toxic fabric within parking lot 5 prevented a grind and pave repair. The same fabric was found at depths ranging from 0.5 to 1.5 inches in all 3 of the subject lots, ruling out the option of a grind and overlay repair. We understand that the project requires that existing elevations remain intact after the lots have been resurfaced. The design traffic index for the new pavement was not specified at the time of this report so a range of traffic indices was used in presenting new pavement structural sections. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

5 Parking Lot 4 Approximate Site Location Parking Lot 7 Parking Lot 8 Project: Parking Lots 4, 7, and 8 Reconstruction Report Location: For: David Evans and Associates, Inc. Approximate Site Location Map Project No Drawing No. 1

6 Parking Lots 4, 7, and 8 Reconstruction Report Page 2 Photograph 1 Lot 4, longitudinal, transverse, and block cracks. Photograph 2 Lot 4, depression. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

7 Parking Lots 4, 7, and 8 Reconstruction Report Page 3 Photograph 3 Lot 7, block and fatigue cracks, potholes. Photograph 4 Lot 7, fatigue cracks and potholes. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

8 Parking Lots 4, 7, and 8 Reconstruction Report Page 4 Photograph 5 Lot 7, fatigue, block, and transverse cracks. Photograph 6 Lot 8, longitudinal, transverse, and block cracks. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

9 Parking Lots 4, 7, and 8 Reconstruction Report Page SCOPE OF WORK The scope of this investigation included the following tasks: 3.1 Project Setup The project setup included the following: Conducted a field reconnaissance to verify site access and marked the boring locations. Notified Dig Alert at least 48 hours prior to drilling to clear the boring locations of any conflict with existing underground utilities. Retained a licensed drilling subcontractor. 3.2 Exploratory Borings Nine exploratory borings (BH-1 through BH-9) were drilled on April 8, 2016 to their maximum planned depths of 5.0 feet bgs. A Converse geologist visually logged the subsurface conditions encountered in the exploratory borings at the time of drilling and collected soil samples. The approximate locations of the borings are shown on Figure No. 2, Approximate Boring Location Map. For a description of the field exploration and sampling program, see Appendix A, Field Exploration. 3.3 Laboratory Testing Representative samples of the site soils were tested in the laboratory to aid in the soils classification and to evaluate the relevant engineering properties of the site soils. These tests included: In situ moisture contents and dry densities (ASTM Standard D2216) R-Value (ASTM D2844) Grain size analysis (ASTM Standard D422) Maximum dry density and optimum-moisture content relationship (ASTM D1557) For in-situ moisture and dry density data, see the Logs of Borings in Appendix A, Field Exploration. For a description of the laboratory test methods and test results, see Appendix B, Laboratory Testing Program. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

10 BH-3 BH-1 BH-9 Number and Approximate Location of Exploratory Boring BH-4 BH-2 40' 0' 40' 80' BH-8 BH-5 BH-7 BH-9 BH-6 Project: Parking Lots 4, 7, and 8 Reconstruction Report Location: For: David Evans and Associates, Inc. Approximate Boring Location Map Project No FIGURE NO. 2

11 Parking Lots 4, 7, and 8 Reconstruction Report Page Analysis and Report Preparation Data obtained from the field exploration and laboratory testing program were compiled and evaluated. Geotechnical analyses of the compiled data were performed and this report was prepared to present our findings, conclusions and recommendations for the proposed pavement rehabilitation project. 4.0 SUBSURFACE CONDITION Data obtained during subsurface exploration on the project site are presented in this section. 4.1 Subsurface Materials Based on the exploratory borings, in general, the material encountered at the project site consisted of asphalt concrete pavement and aggregate base laid on top of native subgrade consisting primarily of loose mixtures of silt, sand, and clay to 5.0 feet bgs. The existing pavement sections range from approximately 2.5 to 5.0 inches of asphalt concrete over 0.0 to 7.5 inches of aggregate base. Based on our observation and test results, the site subgrade soils consist predominantly of fine-grained sand, silt, and clay particles with approximately 90 percent fine-grained sand with silt and clay, and 10 percent medium to coarse-grained soils. The moisture contents of the upper five feet of the subgrade soil samples were highly variable and ranged from 3 to 31 percent. The high moisture is likely due to variation in composition and proximity to irrigation lines. Relative compactions of the upper five feet of the subgrade soils were 78 to 82 percent of laboratory maximum dry density. R-values of two representative soil samples (R-values of 10 and 13) indicated poor subgrade strength. The subsurface conditions at each boring location are summarized in the following table. Table No.1, Subsurface Conditions Boring No. Parking Lot Number and Approximate Boring Location Asphalt Concrete Thickness (inches) Aggregate Base Thickness (inches) Depth of Fabric below Surface (inches) Subgrade Soils Description (top 5 feet) BH-1 Lot 4, northwest Sandy Silt with Clay BH-2 Lot 4, northeast Sandy Clay / Silty Sand M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

12 Boring No. Parking Lot Number and Approximate Boring Location Asphalt Concrete Thickness (inches) Aggregate Base Thickness (inches) Parking Lots 4, 7, and 8 Reconstruction Report Page 7 Depth of Fabric below Surface (inches) Subgrade Soils Description (top 5 feet) BH-3 Lot 4, center None Clayey Sand / Sand BH-4 Lot 4, southeast None Silty Sand / Clayey Sand BH-5 Lot 7, west None Silty Sand with Clay BH-6 Lot 7, center Silty Sand / Sand BH-7 Lot 7, east Clayey Sand / Sand BH-8 Lot 8, north Clayey Sand with Silt BH-9 Lot 8, south Clayey Sand / Sand 4.2 Groundwater Groundwater was not encountered in any borings drilled to the maximum depth of 5.0 feet below ground surface. Groundwater is not expected to be encountered during the proposed pavement reconstruction; however, soft/wet soils will be encountered in areas adjacent to existing irrigation. 4.3 Excavatability Pavement sections and subgrade soils should be excavatable by conventional pavement grinding, earth moving and trenching equipments. 4.4 Subsurface Variations Based on results of the subsurface exploration and our experience, some variations in the continuity and nature of subsurface conditions should be anticipated. Because of the uncertainties involved in the nature and depositional characteristics of the earth material at the site, care should be exercised in interpolating or extrapolating subsurface conditions between or beyond the boring locations. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

13 Parking Lots 4, 7, and 8 Reconstruction Report Page LABORATORY TEST RESULTS Laboratory testing was performed to determine the physical characteristics and engineering properties of the subsurface soils. Discussion of the various test results are presented below. In-situ Moisture and Dry Density: In-situ dry density and moisture content of representative samples were tested in accordance to ASTM Standard D2216. In-situ dry density and moisture content of representative samples ranged from 81 to 117 pounds per cubic feet (pcf) and 3 to 31 percent, respectively. Based on the laboratory test results, the subgrade soil at upper five feet below the pavement surface has an average relative compaction of approximately 80 percent of the laboratory maximum dry density. Results of in-situ moisture and dry density tests are presented on the Logs of Borings in Appendix A, Field Exploration. R-value Two R-value tests were performed on representative bulk soil samples in accordance ASTM Standard D2844. Based on the test results, the R-values were 10 and 13. Grain Size Analysis Three representative bulk samples were tested to determine the relative grain size distribution according to ASTM Standard D422. Test results indicated that the subgrade soils are primarily fine-grained Silty Sand with Clay and Sandy Silt with Clay. Test results are graphically presented in Drawing No. B-1, Grain Size Distribution Results. Maximum Dry Density and Optimum Moisture Content Results of 3 typical moisture-density relationships of representative soil samples tested according to ASTM Standard D1557 are presented in Drawing No. B-2, Moisture-Density Relationship Results, in Appendix B, Laboratory Testing Program. The laboratory maximum dry densities ranged from to pounds per cubic feet (pcf) with optimum moisture contents ranging from 9.7 to 12.7 percent. 6.0 PAVEMENT DISTRESS SUMMARY AND RECONSTRUCTION RECOMMENDATIONS Summary of pavement distress and rehabilitation recommendations are presented in the following section. 6.1 Pavement Distress Summary Deterioration of the pavement is likely due the combination of age of pavement, inadequate pavement section thicknesses, presence of moist, soft, fine-grained subgrade soils, and poor drainage. Distresses in pavement such as fatigue cracking, raveling, and longitudinal cracks are associated with soft and moist subgrade soils. Fine-grained soils hold up the infiltrated water, which increases the moisture content and reduces the M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

14 Parking Lots 4, 7, and 8 Reconstruction Report Page 9 effective strength. Asphalt pavements on such subgrade are prone to distresses when truck traffic passes over them. 6.2 Pavement Reconstruction Recommendations Pavement repair recommendations are provided in the following subsections General As the pavement distresses are likely due to weak subgrade, the repair will consist of removal of the existing asphalt concrete, stabilizing the subgrade soils and reconstruction of the asphalt concrete pavement. Prior to the start of pavement repairs, all existing underground utilities if impacted should be located. Shallow utilities should either be protected in-place or relocated during construction as required by the project specifications. Earthwork for the project is expected to include removal of existing pavement and subgrade stabilization. Deleterious material, including organics and debris generated during excavation should be removed. The soils consultant should provide continuous observation and testing services during subgrade preparation in order to ensure compliance with the design concepts, specifications and recommendations presented in this report and to allow revision in the event the subsurface conditions differ from those anticipated. The sections below present different options for stabilizing the subgrade soils for reconstruction. Existing asphalt concrete pavement should be removed and subgrade stabilized as recommended in any one of these options Mix Subgrade Soils with Aggregate Base The soft moist fine-grained soils can be stabilized by mixing with Class II Aggregate Base. A minimum of 24 inches of fine-grained soils should be excavated and mixed thoroughly on site with aggregate base in equal parts. The addition of aggregate base is expected to reduce the existing moisture content and improve the shear strength of the subgrade soils. The resulting mix should be compacted to at least 90 percent of the laboratory maximum density (of the mix) as per ASTM Standard D1557 test method. At least the upper 1 foot underlying pavement should be compacted to not less than 95 percent of the laboratory maximum dry density as per ASTM Standard D1557 test method. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

15 Parking Lots 4, 7, and 8 Reconstruction Report Page 10 If the method described in this section does not create a firm and unyielding soils layer, the volume of aggregate base should be increased. Alternatively, the clayey subgrade soils can be replaced with select backfill, or stabilized using cement or lime as described in the following sections Replacement with Select Backfill The subgrade can be stabilized by replacing the moist fine-grained soils to a minimum of 2 feet below the pavement subgrade level with imported fill. The imported fill should have the following properties. Expansion Index of 20 or less Free of all deleterious materials, including debris and organic matter Contain no particles larger than 3 inches in the largest dimension Contain less than 30 percent by weight retained on ¾-inch sieve Contain at least 15 percent fines passing the #200 sieve Plasticity Index of 10 or less Corrosion potential similar or better than onsite soils Imported select backfill should be compacted by mechanical methods, such as sheepsfoot, vibrating or pneumatic rollers, or mechanical tampers, to achieve the density specified herein. The backfill materials should be brought to ±3 percent of the optimum moisture content then placed in horizontal layers. The thickness of uncompacted layers should not exceed 8 inches. Each layer should be evenly spread, moistened or dried as necessary, and then tamped or rolled until the specified density has been achieved. Select backfill should be compacted to at least 90 percent of the laboratory maximum density as per ASTM Standard D1557 test method. At least the upper 1 foot of backfill underlying pavement should be compacted to not less than 95 percent of the laboratory maximum dry density as per ASTM Standard D1557 test method. If the bottom of excavation is soft and yielding, we recommend placing a layer of commercial geogrid (biaxial or triaxial) before placing the select fill material R-value Improvement The R-value of the supgrade soils can be improved by blending with cement or lime. Additional physical and chemical testing is required to determine the proper additive and mix design and is beyond the scope of this report. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

16 6.3 Pavement Recommendations - Flexible Pavement Parking Lots 4, 7, and 8 Reconstruction Report Page 11 Two R-value tests were performed on representative bulk samples collected during site exploration, as described in Appendix B, Laboratory Testing Program. The test results indicated R-values of 10 and 13. If the subgrade soils in the parking lots are moved, blended, stabilized, or replaced, samples of the subgrade soils should be tested to evaluate the actual subgrade R-value for final pavement design, which may result in significantly thinner pavement structural sections. The minimum recommended flexible pavement sections based on our test results were determined in accordance with the method contained in the Caltrans Highway Design Manual and are presented in the following table. Table No. 2, Recommended Flexible Pavement Structural Sections Lot No. Traffic Index Design Minimum Pavement Structural Sections R-Value Asphalt Concrete Aggregate Base (inches) (inches) Prior to placement of aggregate base, at least the upper 12 inches of subgrade soils should be scarified, moisture-conditioned if necessary, and recompacted to at least 95 percent of the laboratory maximum dry density as defined by ASTM Standard D1557 test method. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

17 Parking Lots 4, 7, and 8 Reconstruction Report Page 12 Base materials should conform with Section ,"Crushed Aggregate Base," of the current Standard Specifications for Public Works Construction (SSPWC, 2015) and should be placed in accordance with Section of the SSPWC. Asphaltic concrete materials should conform to Section 203 of the SSPWC and should be placed in accordance with Section of the SSPWC. 6.4 Site Drainage Adequate positive drainage should be provided away from subgrade soils to prevent ponding and to reduce infiltration of water into the soils. Paved areas should have a drainage gradient of at least 1 percent towards drainage facilities. Surface drainage should be directed to suitable non-erosive devices. 7.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION During excavations and subgrade preparation, a geotechnical representative should be present to observe soil conditions and test the density and moisture content for conformance with the project specifications. The project geotechnical consultant will observe the subgrade preparation and conduct in-place field density tests on the subgrade, aggregate base, and asphalt concrete to check for adequate moisture content and relative compaction as required by the project specifications. Where less than the required relative compaction is indicated, additional compactive efforts should be applied and the soil moisture-conditioned as necessary until the required relative compaction is attained. The contractor should provide level testing pads upon which the soils engineer may conduct field density tests. The contractor should provide safe and timely access for the geotechnical consultant's personnel throughout the earthwork operation to allow continuous monitoring and testing. Wherever, in the opinion of the owner's or the geotechnical consultant's representatives, an unstable condition is being created, the work should not proceed in that area until an investigation has been made, if necessary. Materials should not be placed, spread, or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain and/or ponding of water, fill operations should not be resumed until field tests by the geotechnical consultant indicate that the moisture content and density are as previously specified. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

18 Parking Lots 4, 7, and 8 Reconstruction Report Page CLOSURE This report has been prepared for the exclusive use of David Evans and Associates, Inc. to assist in the design and construction of the proposed project. Any reliance on this report by third parties should be at third party s sole risk. Our services have been performed in accordance with applicable state and local ordinances, and generally accepted practices within our profession. is not responsible or liable for any claims or damages associated with interpretation of available information provided by others. Site exploration identifies actual soil conditions only at those points where samples are taken, when they are taken. Data derived through sampling and laboratory testing is extrapolated by Converse employees who render an opinion about the overall soil conditions. Actual conditions in areas not sampled may differ. In the event that changes to the project occur, or additional, relevant information about the project is brought to our attention, the recommendations contained in this report may not be valid unless these changes and additional relevant information are reviewed and the recommendations of this report are modified or verified in writing. In addition, the recommendations can only be finalized by observing actual subsurface conditions revealed during construction. Converse cannot assume responsibility or liability for the recommendations if we are not afforded the opportunity to perform construction observation. Our findings and recommendations were obtained in accordance with generally accepted professional principles practiced in geotechnical engineering. We make no other warranty, either expressed or implied. Our conclusions and recommendations are based on the results of the field investigations and laboratory tests, combined with interpolation and extrapolation of soil conditions between and beyond the boring locations. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

19 Parking Lots 4, 7, and 8 Reconstruction Report Page REFERENCES CALIFORNIA DEPARTMENT OF TRANSPORTATION (Caltrans), 2009, Highway Design Manual, dated July 24, PUBLIC WORKS STANDARDS, INC., 2015, Standard Specifications for Public Works Construction ( Greenbook ), M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

20 Appendix A Field Exploration

21 Parking Lots 4, 7, and 8 Reconstruction Report Page A-1 APPENDIX A FIELD EXPLORATION Our field investigation included a site reconnaissance and a subsurface exploration program consisting drilling soil borings. During the site reconnaissance, the surface conditions were noted and the locations of the borings were determined. The location of the borings were established by visual reference to existing site features and boundaries. The indicated locations of the borings should be considered accurate only to the degree implied by the method used to locate them in the field. The field investigation consisted of drilling nine exploratory borings (BH-1 through BH-9) on April 8, 2016 to their maximum planned depths of 5.0 feet bgs. The borings were advanced using a truck mount drill rig equipped with eight-inch diameter hollow-stem augers for soil sampling. Encountered earth materials were continuously logged by a Converse geologist and classified in the field by visual examination in accordance with the Unified Soil Classification System. Where appropriate, field descriptions and classifications have been modified to reflect laboratory test results. The relatively undisturbed samples were obtained using California Modified Samplers (2.4 inches inside diameter and 3.0 inches outside diameter) lined with thin sample rings. The steel ring sampler was driven into the bottom of the borehole with successive drops of a 140-pound driving weight falling 30 inches. Blow counts at each sample interval are presented on the boring logs. Samples were retained in brass rings (2.4-inches inside diameter and 1.0-inch in height) and carefully sealed in waterproof plastic containers for shipment to the Converse laboratory. Bulk samples of typical soil types were also obtained. It should be noted that the exact depths at which material changes occur cannot always be established accurately. Unless a more precise depth can be established by other means, changes in material conditions that occur between driven samples are indicated in the log at the top of the next drive sample. For a key to soil symbols and terminology used in the boring logs, refer to Drawing No. A-1, Unified Soil Classification and Key to Boring Log Symbols. For logs of borings, see Drawings No. A-2 through A-10, Log of Borings. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

22 1 SOIL CLASSIFICATION CHART MAJOR DIVISIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS (LITTLE OR NO FINES) SYMBOLS GRAPH LETTER GW GP TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) GM GC SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SW SP SM SC WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES FINE GRAINED SOILS SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 ML CL OL INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH CH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS SAMPLE TYPE STANDARD PENETRATION TEST Split barrel sampler in accordance with ASTM D Standard Test Method DRIVE SAMPLE DRIVE SAMPLE No recovery BULK SAMPLE 2.42" I.D. sampler (CMS). GROUNDWATER WHILE DRILLING GROUNDWATER AFTER DRILLING BORING LOG SYMBOLS TEST TYPE (Results shown in Appendix B) CLASSIFICATION Plasticity Grain Size Analysis Passing No. 200 Sieve Sand Equivalent Expansion Index Compaction Curve Hydrometer Disturb LABORATORY TESTING ABBREVIATIONS pi ma wa se ei max h Dist. STRENGTH Pocket Penetrometer Direct Shear Direct Shear (single point) Unconfined Compression Triaxial Compression Vane Shear Consolidation Collapse Test Resistance (R) Value Chemical Analysis Electrical Resistivity Permeability Soil Cement p ds ds* uc tx vs c col r ca er perm sc Apparant Density SPT (N) CA Sampler Relative Density (%) Very Loose Loose Medium Dense Very Dense < > 50 < > 60 < > 80 Consistency SPT (N) CA Sampler Very Soft < 2 < 3 Soft Medium Stiff Very Stiff Hard > 30 > 50 Project ID: GPJ; Template: KEY UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No Drawing No. A-1

23 Dates Drilled: Log of Boring No. BH-1 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 178 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 3.0" ASPHALT CONCRETE / 3.0" AGGREGATE BASE ALLUVIUM: SANDY SILT with CLAY (ML): fine-grained sand, olive. 2/4/ r, ma, max 1/1/ End of boring at 5 feet bgs. Fabric encountered at approximately 1" bgs. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 4. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-2

24 Dates Drilled: Log of Boring No. BH-2 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 178 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 3.5" ASPHALT CONCRETE / 5.0" AGGREGATE BASE ALLUVIUM: SANDY CLAY (CL): fine-grained sand, olive brown. 2/2/ SILTY SAND (SM): fine-grained, yellow brown. 1/1/ End of boring at 5 feet bgs. Fabric encountered at approximately 1" bgs. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 4. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-3

25 Dates Drilled: Log of Boring No. BH-3 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 177 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 3.5" ASPHALT CONCRETE / 5.5" AGGREGATE BASE ALLUVIUM: CLAYEY SAND (SC): fine-grained, olive brown. 10/21/ SAND (SP): fine-grained, yellow brown. 6/7/ End of boring at 5 feet bgs. No fabric encountered. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 4. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-4

26 Dates Drilled: Log of Boring No. BH-4 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 176 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 2.5" ASPHALT CONCRETE / 7.5" AGGREGATE BASE ALLUVIUM: SILTY SAND (SM): fine-grained, yellow brown. 12/18/ CLAYEY SAND (SC): fine-grained, olive brown. 3/5/ End of boring at 5 feet bgs. No fabric encountered. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 4. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-5

27 Dates Drilled: Log of Boring No. BH-5 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 171 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 5.0" ASPHALT CONCRETE / 2.5" AGGREGATE BASE ALLUVIUM: SILTY SAND with CLAY (SM): fine-grained, olive brown. 7/5/ r, ma 7/5/ End of boring at 5 feet bgs. No fabric encountered. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 7. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-6

28 Dates Drilled: Log of Boring No. BH-6 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 170 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 4.0" ASPHALT CONCRETE / NO AGGREGATE BASE ALLUVIUM: SILTY SAND with CLAY (SM): fine-grained, olive brown. 2/4/ SAND (SP): fine-grained, yellow brown. 3/3/ End of boring at 5 feet bgs. Fabric encountered at approximately 0.5" bgs. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 7. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-7

29 Dates Drilled: Log of Boring No. BH-7 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 170 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 4.5" ASPHALT CONCRETE / 2.0" AGGREGATE BASE ALLUVIUM: CLAYEY SAND (SC): fine-grained, olive brown. 3/3/ SAND (SP): fine-grained, yellow brown. 1/1/ End of boring at 5 feet bgs. Fabric encountered at approximately 0.5" bgs. High moisture contents likely due to close proximity to irrigation. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 7. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-8

30 Dates Drilled: Log of Boring No. BH-8 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 170 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 4.0" ASPHALT CONCRETE / 3.0" AGGREGATE BASE ALLUVIUM: CLAYEY SAND with SILT (SC): fine-grained, olive brown. 5/4/ r, ma, max 1/2/ End of boring at 5 feet bgs. Fabric encountered at approximately 0.5" bgs. High moisture contents likely due to close proximity to irrigation. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 8. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-9

31 Dates Drilled: Log of Boring No. BH-9 4/8/2016 Logged by: Jay Burnham Checked By: Scot Mathis Equipment: CME 75/ 8" HSA Ground Surface Elevation (ft): 170 Driving Weight and Drop: 140 lbs / 30 in Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS MOISTURE DRY UNIT WT. (pcf) OTHER 3.5" ASPHALT CONCRETE / 4.0" AGGREGATE BASE ALLUVIUM: CLAYEY SAND (SC): fine-grained, olive brown. 1/1/ SILTY SAND (SM): fine-grained, yellow brown. 3/3/ End of boring at 5 feet bgs. Fabric encountered at approximately 1" bgs. High moisture contents likely due to close proximity to irrigation. No groundwater encountered. Borehole backfilled loose with soil cuttings and surface patched with cold asphalt concrete on 4/8/16. Boring located in Parking Lot 8. Project ID: GPJ; Template: LOG Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No A-10

32 Appendix B Laboratory Testing Program

33 Parking Lots 4, 7, and 8 Reconstruction Report Page B-1 APPENDIX B LABORATORY TESTING PROGRAM Tests were conducted in our laboratory on representative soil samples for the purpose of classification and evaluation of their physical properties and engineering characteristics. The amount and selection of tests were based on the geotechnical parameters required for this project. Test results are presented herein and on the Logs of Borings, in Appendix A, Field Exploration. The following is a summary of the various laboratory tests conducted for this project. Moisture Content and Dry Density Results of these tests performed on relatively undisturbed ring samples were used to aid in the classification and to provide quantitative measure of the in-situ dry density strength and compressibility characteristics of the site soils. For test results, see the Logs of Borings in Appendix A, Field Exploration. R-Value Test Two representative bulk soil samples were tested for resistance value (R-value) in accordance with ASTM D2844. This test is designed to provide a relative measure of soil strength for use in pavement design. For test result, see the following table. Table No. B-1, R-value Test Results Boring No. Depth (feet) BH BH Soil Description Sandy Silt with Clay (ML) Clayey Sand with Silt (SC) R-value Grain-Size Analysis To assist in classification of soils, mechanical grain-size analyses were performed on three selected samples. Testing was performed in general accordance with the ASTM Standard D422 test method. Grain-size curves are shown in Drawing Nos. B-1, Grain Size Distribution Result. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

34 Parking Lots 4, 7, and 8 Reconstruction Report Page B-2 Laboratory Maximum Density Tests Laboratory maximum dry density and optimum moisture content relationship tests were performed on 3 representative bulk samples in accordance with ASTM Standard D1557 test method. The test results are presented on Drawing No. B-2, Moisture-Density Relationship Results, and in the following table. Table No. B-2, Laboratory Maximum Density Test Result Boring No. Depth (feet) BH BH BH Sample Storage Soil Classification Sandy Silt with Clay (ML), Yellow Brown Silty Sand with Clay (SM), Yellow Brown Clayey Sand with Silt (ML), Olive Brown Maximum Dry Density, pcf Optimum Moisture, % Soil samples currently stored in our laboratory will be discarded 30 days after the date of the final report, unless this office receives a specific request to retain the samples for a longer period. M:\JOBFILE\2015\81\ H&F Fullerton College Parking Lot Replacement\Report\GIR\ _gir

35 PERCENT FINER BY WEIGHT U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL coarse fine coarse medium SAND fine SILT OR CLAY Boring No. Depth (ft) Description LL PL PI Cc Cu BH Sandy Silt with Clay (ML) BH Silty Sand with Clay (SM) BH Clayey Sand with Silt (SC) Boring No. BH-1 BH-5 BH-8 Depth (ft) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay Project ID: GPJ; Template: GRAIN SIZE GRAIN SIZE DISTRIBUTION RESULTS Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No. Drawing No B-1

36 Curves of 100% Saturation for Specific Gravity Equal to: DRY DENSITY, pcf WATER CONTENT, % SYMBOL BORING NO. DEPTH (ft) DESCRIPTION ASTM TEST METHOD OPTIMUM WATER, % MAXIMUM DRY DENSITY, pcf BH Sandy Silt with Clay (ML); Yellow Brown D B BH Silty Sand with Clay (SM); Yellow Brown D B BH Clayey Sand with Silt (SC); Olive Brown D B Project ID: GPJ; Template: COMPACTION MOISTURE-DENSITY RELATIONSHIP RESULTS Parking Lots 4, 7, and 8 Reconstruction Report For: David Evans and Associates, Inc. Project No Drawing No. B-2