SUPPLEMENTARY INVESTIGATION AND LABORATORY TESTING Aggregate Resource Evaluation Proposed Bernand Quarry San Diego County, California

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1 October 3, 2 Mr. Mark San Agustin Project No Home Land Investments Document No Curlew Street San Diego, CA 92 SUBJECT: SUPPLEMENTARY INVESTIGATION AND LABORATORY TESTING Aggregate Resource Evaluation Proposed Bernand Quarry San Diego County, California Dear Mr. San Agustin: In accordance with your authorization, we have completed a supplementary geotechnical investigation and laboratory testing for the subject project. This report presents the results of our supplementary geotechnical investigation and the results of laboratory testing for aggregate evaluation. INTRODUCTION This report presents the results of our supplementary geotechnical investigation and laboratory testing for the proposed Bernand Quarry in San Diego County, California. The purpose of our supplementary work was to complete additional laboratory testing in order to further evaluate the aggregate at the site. The conclusions and recommendations presented in this report are based on the subsurface conditions encountered during our field explorations, engineering evaluations, and our experience with similar soils and geologic conditions. This report should be read in conjunction with our previous report Project No. 28--, Document No. -784, October 9, 2. This previous report provides more detail on the site conditions, and geology.

2 HOME LAND INVESTMENTS PROJECT NO OCTOBER 3, 2 DOCUMENT NO. -92 PAGE 2 2 SCOPE OF SERVICES The scope of services provided during this supplementary work was generally as described in our Proposal No dated October, 2. Our scope of work included the following items: A subsurface exploration which included excavation of exploratory test pits with a bobcat with an excavator attachment to further assess the near surface conditions. Soil samples were collected from the test pits for laboratory analysis. The test pits were logged by our field geologist. Logs of the explorations are presented in Appendix B. Laboratory testing of selected soil samples obtained from the test pits to assess the pertinent physical characteristics of the on-site materials for use as aggregate. Presentation of this report providing the results of the subsurface exploration, laboratory testing, and our conclusions regarding the suitability of the onsite material for aggregate. 3 SITE DESCRIPTION The subject site is located approximately 5 feet northwest of the intersection between the Borrego Salton Seaway (S22) and Rockhouse Trail in Borrego Springs. The approximate site location is shown on Figure. The site is bordered to the west and northwest by steeply sloping east facing hills which are part of the Anza-Borrego Desert State Park. Based on topographic maps, the site generally slopes downward from these hills from an approximate elevation of 7 feet above mean sea level (MSL) in the northwest corner to an approximate elevation of 5 feet above MSL in the northeast corner and 4 feet above MSL at the bottom of drainage channels in the southwest corner. A saddle runs through the southeast corner of the site which separates drainage basins to the north and the south. An alluvial plane spreads across the landscape east and southeast of the site to the Borrego Salton Seaway. Rockhouse Trail runs across the site from the southwest to the northeast corner. Stockpiled sand materials can be found northwest of Rockhouse Trail as a result of previous mining operations. The site is vegetated with small shrubs and grasses. Numerous cobbles and boulders are exposed at the ground surface. Geotechnics Incorporated

3 HOME LAND INVESTMENTS PROJECT NO OCTOBER 3, 2 DOCUMENT NO. -92 PAGE 3 4 PROPOSED DEVELOPMENT It is our understanding that the site will be developed as an aggregate quarry. We understand that the quarry may extend up to approximately 2 feet below existing ground surface. Plans for the quarry development have not been provided to us. 5 GEOLOGY AND SUBSURFACE CONDITIONS The subject site is located within the Peninsular Ranges geomorphic province of southern California. This Peninsular Ranges province is characterized by rugged north-south trending mountains separated by subparallel faults, and a coastal plain of subdued landforms underlain by sedimentary formations. The approximate locations of our exploratory test pits completed for this supplementary work are shown on the Geotechnical Map, Plate. The boring and test pits from our previous investigation are also shown on the Geotechnical Map. The test pit logs for this supplementary work are presented in Appendix B. Generalized descriptions of the subsurface materials encountered at the site are presented below. 5. Alluvial Deposits The site is underlain by Quaternary age alluvial sediments. The alluvial sediments encountered in our investigation generally consist of three relatively distinct units. The contacts between these units were mapped by our field geologist and are shown on the Geotechnical Map, Plate. The first unit consists of light yellowish brown, fine to medium grained, poorly graded sand with silt (SP-SM), and well graded sand with silt (SW-SM). This unit covers the area of the site southeast of Rockhouse Trail. The second alluvial unit consists mostly of brown to light yellowish brown silty sand (SM) with gravel. This unit lies between Rockhouse Trail and the base of the hills along the eastern border of the site. The third unit consists mainly of brown to grayish brown silty sand (SM) with gravel as well as trace cobbles and boulders. This alluvial unit lies on the base of the hills along the eastern border of the site and appears to be the oldest of the three units. Drainage channels have been cut through this unit and well cemented layers were observed within Test Pit 2. Geotechnics Incorporated

4 HOME LAND INVESTMENTS PROJECT NO OCTOBER 3, 2 DOCUMENT NO. -92 PAGE Groundwater Groundwater was not encountered within the test pits completed at the site. LABORATORY TESTING FOR AGGREGATE EVALUATION Selected soil samples were tested to aid in the evaluation of the aggregate. These tests should be considered an initial screening to evaluate specific aspects of the aggregate. Additional testing should be performed to evaluate the suitability of the aggregate for specific uses. The tests performed for this supplementary work included ASTM D422 (gradation with hydrometer), ASTM C27 (Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate), ASTM C3 (Resistance to Degradation of Aggregate by Abrasion and Impact in the Los Angeles Machine), ASTM D3744 (fine and coarse durability), and ASTM D249 (Sand Equivalent). The test results are presented in Figures C- through C-7 in Appendix C. Based on our laboratory test results, it appears that the aggregate tested does not meet some specifications for ASTM C3 (Resistance to Degradation of Aggregate by Abrasion and Impact in the Los Angeles Machine), or for ASTM C27 (Specific Gravity), or for ASTM D249 (Sand Equivalent). Please note that the specifications vary with the specific use. Accordingly, the test results may meet specifications for some materials. Some of the aggregate tested does appear to meet some of the specifications. Aggregate specifications from the ASTM, Greenbook, and Caltrans are presented in the table on the following page. Geotechnics Incorporated

5 HOME LAND INVESTMENTS PROJECT NO OCTOBER 3, 2 DOCUMENT NO. -92 PAGE 5 AGGREGATE SPECIFICATIONS DURABILITY SPECIFIC ABSORPTION ABRASION SAND ASTM D3744 GRAVITY ASTM C27 ASTM C3 EQUIVALENT (MIN.) ASTM C27 (%, MAX.) /5 REV. ASTM D249 (MIN.) (%, MAX.) (MIN.) ASTM C33 Coarse aggregate NA/5 Concrete GREENBOOK Crushed Rock and Rock Dust 5/52 (Asphalt Concrete) Screenings 2/35 Coarse Aggregate Portland Cement /52 Concrete Sand Portland Cement 7-75 Concrete Rip Rap NA/45 Crushed/pulverized Miscellaneous Base 5/52 35 Emulsion Aggregate Slurry NA/4 55 CALTRANS Aggregate Base Cement Treated or Lean Concrete Base 2 Asphalt Treated Permeable Base NA/45 (Cal. 2) Screenings /4 (Cal. 2) Type A Asphalt /45 Concrete Base (Cal. 2) 5 Type B Asphalt NA/5 Concrete Base (Cal. 2) 45 Open Graded Asphalt Concrete /4 (Cal. 2) Geotechnics Incorporated

6 HOME LAND INVESTMENTS PROJECT NO OCTOBER 3, 2 DOCUMENT NO. -92 PAGE 7 LIMITATIONS OF INVESTIGATION This investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional opinions included in this report. The samples taken and used for testing and the observations made are believed representative of the project site; however, geotechnical conditions can vary significantly between field explorations. As in most projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the design consultants for the project and incorporated into the plans, and the necessary steps are taken to see that the contractors carry out such recommendations in the field. Changes in the condition of a property can occur with the passage of time, whether due to natural processes or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. *** GEOTECHNICS INCORPORATED Maurice Amendolagine, P.E. 292 Paul Elliott, C.E.G. 435 Project Engineer Senior Geologist Anthony F. Belfast, P.E Principal Distribution: (2) Addressee (3) Warren Coalson EnviroMINE (fax ) Geotechnics Incorporated

7 APPENDIX A REFERENCES American Society for Testing and Materials (25 and 2), ASTM Standards on Disc, Volume 4.8, Soil and Rock (I): D 42 - D 5779, Concrete and Aggregates. California Department of Transportation (22). Standard Specifications dated July 22. Geotechnics Incorporated, 2. Geotechnical Investigation for Aggregate Resource Evaluation, Bernand Quarry Site, Borrego Springs Area, San Diego County, Project No. 28--, Document No. -784, dated October 9. Geotechnics Incorporated, 2. Proposal for Supplemental Geotechnical Investigation for Aggregate Resource Evaluation, Bernand Quarry Site, Borrego Springs Area, San Diego County, Proposal No. -272, Document No. -889, dated October. Public Works Standards, Inc. (2), GREENBOOK, Standard Specifications for Public Works Construction, 2 Edition. Geotechnics Incorporated

8 APPENDIX B SUBSURFACE EXPLORATION Field exploration consisted of a visual and geologic reconnaissance of the site, and completion of test pits. The test pits were extended to depths of approximately 7 to 9 feet below the existing site grade. The approximate locations of the boring and test pits are shown on the Exploration Plan Map, Plate. Logs describing the subsurface conditions encountered in the boring and test pits are presented in Figures B- through B-5. The test pits were completed on October 8, 2. The test pits were performed with a Bobcat T3 with excavator attachment. Soil samples were visually classified in the field and retained for laboratory testing. Bulk disturbed samples were collected from the test pits. Sample locations are indicated on the test pit logs with shading. The exploration locations were established in the field by judging distances from landmarks shown on the plans provided. The locations shown should not be considered more accurate than is implied by the method of measurement used. The lines designating the interface between soil units on boring logs are determined by interpolation and are therefore approximations. Note that the lines designating the interface between different soils on the logs may be abrupt or gradational. Furthermore, soil conditions at locations between the borings may be substantially different from those at the specific locations explored. It should be recognized that the passage of time can result in changes in the soil conditions reported in our logs. Geotechnics Incorporated

9 LOG OF EXPLORATION TEST PIT NO. Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 8 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Silty sand (SM), dark yellowish brown, fine to medium, dry. 2 3 Well graded sand with cobble (SW), dark yellowish brown, fine to coarse, dry, some gravel, cobbles up to 9 inches in diameter. Specific Gravity Abrasion 4 Light olive brown. 5 Poorly graded sand with cobble (SP), olive brown, fine to medium, dry, few gravel, cobbles up to inches in diameter Total depth: 7½ feet No groundwater encountered Backfilled /8/ LOG OF EXPLORATION TEST PIT NO. 2 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 72 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Gravelly poorly graded sand with silt (SP-SM), dark yellowish brown, fine to medium, dry, approximately 3% gravel up to 3 inches in diameter Approximately 4% gravel, some cobbles up to inches in diameter. Specific Gravity Abrasion Coarse Durability Total depth: 7 feet No groundwater encountered Backfilled /8/ GEOTECHNICS INCORPORATED PROJECT NO FIGURE B-

10 LOG OF EXPLORATION TEST PIT NO. 3 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 2 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS 2 Alluvium: Gravelly poorly graded sand with silt (SP-SM), dark yellowish brown, fine to medium, dry, approximately 3 gravel, some cobbles up to 4 inches in diameter. Specific Gravity Abrasion Coarse Durability Poorly graded sand with gravel (SP), dark yellowish brown, fine to medium, dry. At feet, approximate inche layer of clayey sand Total depth: 7 feet No groundwater encountered Backfilled /8/ LOG OF EXPLORATION TEST PIT NO. 4 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 72 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Poorly graded sand with silt (SP-SM), olive brown, fine, dry, iron oxide staining between and 5 feet. 2 3 Specific Gravity 4 5 Poorly graded sand (SP), olive brown, fine to medium, dry Total depth: 8 feet No groundwater encountered Backfilled /8/ GEOTECHNICS INCORPORATED PROJECT NO FIGURE B-2

11 LOG OF EXPLORATION TEST PIT NO. 5 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 7 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Silty sand with gravel (SM), dark yellowish brown, fine to coarse, dry, approximately 5% gravel up to 2 inches in diameter. 2 3 Specific Gravity Abrasion 4 5 Poorly graded sand with gravel (SP), dark yellowish brown, fine to medium, dry, gravel up to 2 inches in diameter. Silty sand (SM), olive brown, fine to coarse, dry, some to few gravel up to 3 inches in diameter Total depth: 7 feet No groundwater encountered Backfilled /8/ LOG OF EXPLORATION TEST PIT NO. Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Silty sand (SM), dark yellowish brown, fine to medium, dry Well graded sand with silt (SW-SM), light olive brown to olive brown, fine to coarse, dry, some to few gravel, few cobbles up to inches in diameter. Gradation w/hydro Sand Equivalent Fine Durability Total depth: 9 feet No groundwater encountered Backfilled /8/ GEOTECHNICS INCORPORATED PROJECT NO FIGURE B-3

12 LOG OF EXPLORATION TEST PIT NO. 7 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 4 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Poorly graded sand (SP), olive brown, fine to medium, dry, some to few gravel Gradation w/hydro Well graded grand with silt and gravel (SW-SM), olive brown, fine to coarse, dry, approximately Sand Equivalent % gravel up to 4inches in diameter. Fine Durability 8 9 Total depth: 8½ feet No groundwater encountered Backfilled /8/ LOG OF EXPLORATION TEST PIT NO. 8 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 2 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS 2 Alluvium: Well graded sand with silt and cobble (SW-SM), dark yellowish brown, fine to coarse, dry, approximately % gravel and cobble up to 8 inches in diameter. Gradation w/hydro Sand Equivalent Fine Durability Clayey sand (SC), olive brown, fine to medium, dry, few cobble. 7 Silty sand (SM), olive brown, fine to medium, dry, few gravel. 8 9 Total depth: 7 feet No groundwater encountered Backfilled /8/ GEOTECHNICS INCORPORATED PROJECT NO FIGURE B-4

13 LOG OF EXPLORATION TEST PIT NO. 9 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 5 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Silty sand (SM), olive brown, fine to medium, dry Poorly graded sand with silt (SP-SM), olive brown, fine to medium, dry, caliche. Some gravel up to 3 inches in diameter. Gradation w/hydro Sand Equivalent Fine Durability Total depth: 7 feet No groundwater encountered Backfilled /8/ LOG OF EXPLORATION TEST PIT NO. 2 Logged by: RCF Date Drilled: /8/2 Equipment Used: Bobcat T3 with excavator attachment Elevation: +/- 3 ft. MSL DEPTH (FT) BULK SAMPLE DESCRIPTION LAB TESTS Alluvium: Silty sand (SM), olive brown, fine to medium, dry, caliche Poorly graded sand with silt (SP-SM), light olive brown, fine to medium, dry. 5 Gradation w/hydro Sand Equivalent Fine Durability Total depth: 8½ feet No groundwater encountered Backfilled /8/ GEOTECHNICS INCORPORATED PROJECT NO FIGURE B-5

14 APPENDIX C LABORATORY TESTING Selected samples of soils encountered during the investigation were tested using generally accepted testing standards. The soils selected for testing are believed to be generally representative of the materials encountered during the investigation at the site; however, variations may occur in the soils at the site, and the materials tested may not be representative of the materials encountered during construction. Laboratory testing was conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions and in the same locality. No warranty, express or implied, is made as to the correctness or serviceability of the test results or the conclusions derived from these tests. Where a specific laboratory test method has been referenced, such as ASTM or California Test, the reference applies only to the specified laboratory test method and not to associated referenced test method(s) or practices, and the test method referenced has been used only as a guidance document for the general performance of the test and not as a Test Standard. A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System as described in ASTM D Visual classification was supplemented by laboratory testing of selected soil samples and classification in general accordance with the laboratory soil classification tests outlined in ASTM D The resultant soil classifications are shown on the boring logs in Appendix B. Specific Gravity and Absorption: The specific gravity and absorption of selected soil samples was assessed in general accordance with the laboratory procedures outlined in ASTM test method C27. Bulk samples were combined from selected intervals to perform the tests. The results are summarized in Figure C-. LA Abrasion: The degradation of selected soil samples was assessed in general accordance with the laboratory procedures outlined in ASTM test method C3. The results are summarized in Figure C-. Durability: The fine and coarse durability of selected soil samples was assessed in general accordance with the laboratory procedures outlined in ASTM test method D3744. The results are summarized in Figure C-2. Geotechnics Incorporated

15 APPENDIX C LABORATORY TESTING (Continued) Sand Equivalent: The sand equivalent of selected soil samples was assessed in general accordance with the laboratory procedures outlined in ASTM test method D249. The results are summarized in Figure C-2. Particle Size Analysis: Particle size analyses were performed on selected soil samples in general accordance with the laboratory procedures outlined in ASTM D 422. The grain size distribution was used to estimate presumptive soil strength parameters and foundation design criteria. The test results are presented in Figures C-3 through C-7. Geotechnics Incorporated

16 LOS ANGELES (L.A.) ABRASION TEST (ASTM C3) SAMPLE NO. SAMPLE DESCRIPTION TEST GRADING WEAR Rev (%) WEAR 5 Rev (%) TP- at 2-4 ft. SW B (½-¾ in.) TP-2 at 4- ft. SP-SM A (½-⅜ in.) TP-3 at -3 ft. SP-SM A (½-⅜ in.) TP-5 at 2-4 ft. SM A (½-⅜ in.) SPECIFIC GRAVITY AND ABSORPTION (COARSE) (ASTM C27) SAMPLE NO. SAMPLE DESCRIPTION OVEN DRY BULK SPECIFIC GRAVITY SATURATED SURFACE DRY BULK SPECIFIC GRAVITY APPARENT SPECIFIC GRAVITY ABSORPTION (%) TP- at 2-4 ft. SW TP-2 at 4- ft. SP-SM TP-3 at -3 ft. SP-SM TP-4 at 2-5 ft. SP-SM (caliche) TP-5 at 2-4 ft. SM TEST RESULTS Project No Document No. -92 FIGURE C-

17 DURABILITY INDEX (ASTM D3744) SAMPLE NO. SAMPLE DESCRIPTION COARSE DURABILITY TP-2 at 4- ft. SP-SM 7 TP-3 at -3 ft. SP-SM 7 DURABILITY INDEX (ASTM D3744) SAMPLE NO. SAMPLE DESCRIPTION FINE DURABILITY TP- at 4- ft. SW-SM 3 TP-7 at 5-7 ft. SW-SM 29 TP-8 at -3 ft. SW-SM 29 TP-9 at 4- ft. SP-SM 3 TP-2 at 5-7 ft. SP-SM 45 SAND EQUIVALENT (ASTM D249) SAMPLE NO. SAMPLE DESCRIPTION SAND EQUIVALENT TP- at 4- ft. SW-SM 52 TP-7 at 5-7 ft. SW-SM 3 TP-8 at -3 ft. SW-SM 28 TP-9 at 4- ft. SP-SM 37 TP-2 at 5-7 ft. SP-SM 52 TEST RESULTS Project No Document No. -92 FIGURE C-2

18 U.S. Standard Sieve Sizes 3" -/2" 3/4" 3/8" #4 #8 # #3 #5 # #2 Hydrometer Percent Finer by Weight Grain Size in Millimeters COARSE FINE COARSE MEDIUM FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SW-SM ATTERBERG LIMITS EXPLORATION NUMBER: TP- LIQUID LIMIT: N/T SAMPLE DEPTH: 4'-' DESCRIPTION: Well Graded Sand with Silt PLASTIC LIMIT: N/T PLASTICITY INDEX: N/T Project No SOIL CLASSIFICATION Document No. -92 FIGURE C-3

19 U.S. Standard Sieve Sizes 3" -/2" 3/4" 3/8" #4 #8 # #3 #5 # #2 Hydrometer Percent Finer by Weight Grain Size in Millimeters COARSE FINE COARSE MEDIUM FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SW-SM ATTERBERG LIMITS EXPLORATION NUMBER: TP-7 LIQUID LIMIT: N/T SAMPLE DEPTH: 5'-7' DESCRIPTION: Well Graded Sand with Silt and Gravel PLASTIC LIMIT: N/T PLASTICITY INDEX: N/T Project No SOIL CLASSIFICATION Document No. -92 FIGURE C-4

20 U.S. Standard Sieve Sizes 3" -/2" 3/4" 3/8" #4 #8 # #3 #5 # #2 Hydrometer Percent Finer by Weight Grain Size in Millimeters COARSE FINE COARSE MEDIUM FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SW-SM ATTERBERG LIMITS EXPLORATION NUMBER: TP-8 LIQUID LIMIT: N/T SAMPLE DEPTH: '-2' DESCRIPTION: Well Graded Sand with Silt PLASTIC LIMIT: N/T PLASTICITY INDEX: N/T Project No SOIL CLASSIFICATION Document No. -92 FIGURE C-5

21 U.S. Standard Sieve Sizes 3" -/2" 3/4" 3/8" #4 #8 # #3 #5 # #2 Hydrometer Percent Finer by Weight Grain Size in Millimeters COARSE FINE COARSE MEDIUM FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SP-SM ATTERBERG LIMITS EXPLORATION NUMBER: TP-9 LIQUID LIMIT: N/T SAMPLE DEPTH: 4'-' DESCRIPTION: Poorly Graded Sand with Silt PLASTIC LIMIT: N/T PLASTICITY INDEX: N/T Project No SOIL CLASSIFICATION Document No. -92 FIGURE C-

22 U.S. Standard Sieve Sizes 3" -/2" 3/4" 3/8" #4 #8 # #3 #5 # #2 Hydrometer Percent Finer by Weight Grain Size in Millimeters COARSE FINE COARSE MEDIUM FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SP-SM ATTERBERG LIMITS EXPLORATION NUMBER: TP-2 LIQUID LIMIT: N/T SAMPLE DEPTH: 5'-7' DESCRIPTION: Poorly Graded Sand with Silt PLASTIC LIMIT: N/T PLASTICITY INDEX: N/T Project No SOIL CLASSIFICATION Document No. -92 FIGURE C-7

23 TP TP Qoal TP-3 TP-5 8 TP-2 7 Qal 2 7 TP-8 7 TP-4 TP-9 9 TP Qoal TP-3 Qal 2 B- TP-4 7 TP- 7 TP- TP-2 TP-7 Qal TP- 5 Qoal TP-8 5 TP- TP-9 TP SCALE: " = 2' Explanation B- Approximate location of boring TP- Approximate location of test pit Qal Alluvium, poorly graded sand Qal 2 Alluvium, silty sand with gravel Qoal Older alluvium, silty sand with gravel GEOTECHNICAL MAP Bernand Quarry Site Approximate location of geologic contact Reference: BURNAND_CONTOURS_5 and ft_clips.dwg, provided by Enviromine Home Land Investments Geotechnics Incorporated Project No.28-- Document No. -92 PLATE