PROJECT NO A. ISSUED: February 29, 2016

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1 INTERPRETIVE REPORT FOR INFILTRATION SYSTEM DESIGN, PROPOSED VILLA VERONA APARTMENT COMMUNITY, ASSESSOR S PARCEL NUMBERS , , , AND , LOCATED ON THE EAST SIDE OF A STREET AND NORTH OF METZ ROAD, CITY OF PERRIS, RIVERSIDE COUNTY, CALIFORNIA PROJECT NO A ISSUED: February 29, 2016

2 EARTH STRATA GEOTECHNICAL SERVICES, INC. February 29, 2016 Project No A METZ & A, LLC Rancho Viejo Road Suite 353 San Juan Capistrano, CA Subject: Interpretive Report for Infiltration System Design, Proposed Villa Verona Apartment Community, Assessor s Parcel Numbers , , , and , Located on the East Side of A Street and North of Metz Road, City of Perris, Riverside County, California Earth Strata Geotechnical Services is pleased to present this interpretive report for the proposed residential apartment community development located on the east side of A Street and north of Metz Road in the City of Perris in Riverside County, California. The purpose of our study was to determine the infiltration rates and physical characteristics of the subsurface earth materials within the proposed development. We have provided guidelines for the design of onsite bio swale retention systems, where applicable. This study is intended to provide onsite infiltration rates for the earth materials at the approximate depth near the two (2) proposed retention basins. PROPERTY DESCRIPTION The subject property is located on the east side of A Street and north of Metz Road in the City of Perris in Riverside County, California (see Figure 1). The subject property consists of an undeveloped parcel of land with relatively flat terrain. The subject property is underlain by topsoil and bedrock. PROPOSED CONSTRUCTION Based on information provided by you, the proposed development will consist of numerous one- to three-story buildings which includes interior driveways, utilities and two on-site retention basins located along the perimeter of the proposed development. SUBSURFACE EXPLORATION SUBSURFACE EXPLORATION AND INFILTRATION TESTING Subsurface exploration of the subject site consisted of five (5) exploratory excavations to a depth of 8 feet, conducted on December 16, The exploratory holes were excavated to evaluate insitu permeability rates. The approximate locations of the exploratory excavations are shown on the attached Infiltration Location Map, Plate 1. Additional soils borings were performed on this site as part of the geotechnical study. The logs are presented in the referenced report. EARTH STRATA GEOTECHNICAL SERVICES, INC RIO NEDO RD, STE A-201, TEMECULA CA OFFICE (951) BETTER PEOPLE BETTER SERVICE BETTER RESULTS

3 EARTH MATERIALS A general description of the earth materials observed on site is provided below. Quaternary Very Old Alluvial Fan Deposits (map symbol Qvof): Quaternary very old fan deposits were encountered beneath a thin veneer of tilled topsoil to the maximum depth explored of 21.5 feet. The very old fan deposits consist predominately of light to dark brown silty sands. These deposits were generally noted to be in a slightly moist to moist and a medium dense to very dense state. GROUNDWATER Groundwater was not observed within the exploratory excavations. INFILTRATION TESTING The continuous presoak test method was utilized to perform a total of five (5) infiltration tests on December 28, 2015 to evaluate near surface infiltration rates in order to estimate the amount of storm water runoff that can percolate into the water quality management areas. The infiltration testing was performed per the Appendix A of the Riverside County Flood Control Conservation District, Best Management Practices. The testing performed followed the percolation testing requirements of the Riverside County Department of Environmental Health. The percolation rates were then converted per to infiltration rates utilizing the Porchet Method of as per Appendix A of the Flood Control Manual. The tests were performed within 8-inch diameter borings, 5 to 8 feet deep. The locations of the infiltration test holes are indicated on the attached Infiltration Location Map, Plate 1. The infiltration test holes were located by property boundary measurement on the site plan and by using geographic features. For the continuous presoak testing method, the pipe was filled with water and allowed to stand. Infiltration test data recorded in the field is summarized in the following table and is included within Appendix A. TEST NUMBER INFILTRATION HOLE DEPTH (ft.) INFILTRATION TEST SUMMARY INFILTRATION RATE (inches/hour) DESCRIPTION P Silty SAND P Silty SAND P Silty SAND P Silty SAND P Silty SAND The infiltration test rates ranged from 0 to 1.41 minutes per hour. EARTH STRATA GEOTECHNICAL SERVICES 2 February 29, 2016 Project Number A

4 CONCLUSIONS AND RECOMMENDATIONS Based on the data presented in this report and the recommendations set forth herein, it is the opinion of Earth Strata Geotechnical Services that the retention basin can be designed for an average infiltration rate of 0.7 inches per hour. The following equation was used in order to convert the percolation rates (minutes per inch) to infiltration rates (inches per hour). I t = H (60) r t (r + 2Havg) GRADING PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Metz & A, LLC and their authorized representative. It likely does not contain sufficient information for other parties or other uses. Earth Strata Geotechnical Services should be engaged to review the final design plans and specifications prior to construction. This is to verify that the recommendations contained in this report have been properly incorporated into the project plans and specifications. Should Earth Strata Geotechnical Services not be accorded the opportunity to review the project plans and specifications, we are not responsibility for misinterpretation of our recommendations. Earth Strata Geotechnical Services should be retained to provide observations during construction to validate this report. In order to allow for design changes in the event that the subsurface conditions differ from those anticipated prior to construction. Earth Strata Geotechnical Services should review any changes in the project and modify and approve in writing the conclusions and recommendations of this report. This report and the drawings contained within are intended for design input purposes only and are not intended to act as construction drawings or specifications. In the event that conditions encountered during grading or construction operations appear to be different than those indicated in this report, this office should be notified immediately, as revisions may be required. REPORT LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists, practicing at the time and location this report was prepared. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Earth materials vary in type, strength, and other geotechnical properties between points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result, we do not and cannot have complete knowledge of the subsurface conditions beneath the subject property. No practical study can completely eliminate uncertainty with regard to the anticipated geotechnical conditions in connection with a subject property. The conclusions and recommendations within this report are based upon the findings at the points of observation and are subject to confirmation by Earth Strata Geotechnical Services during construction. This report is considered valid for a period of one year from the time the report was issued. EARTH STRATA GEOTECHNICAL SERVICES 3 February 29, 2016 Project Number A

6 FIGURE 1 VICINITY MAP

8 APPENDIX A INFILTRATION TEST SHEETS

9 Job No.: A Tested By: MWG It is the tested infiltration rate. Job Name: Metz and A interval, Δt Initial Depth to, D0 Test Hole Number: P-1 Test Hole Diameter (inches): 8 Final Depth to, Df Total Depth of Test Hole, DT Soil Classification: Silty SAND Date Excavated: 12/27/2015 2Test Hole Radius, r Test Hole Depth (ft): 5 Date Tested: 12/28/2015 The conversion equation is used: Interval of Presoak Havg is the average head height over the time interval. Date / 0 Start 12/28/15 10:11 Amount of Used / Comments ΔH 60 r It = Stop 12/28/15 16:12 0 Δt(r+2Havg) 10:11 10:41 10:42 11:12 11:12 11:42 11:42 12:12 12:12 12:42 12:42 13:12 13:12 13:42 13:42 14:12 14:12 14:42 14:42 15:12 15:12 15:42 15:42 16:12 Interval (min.) Initial Level (Inches) Final Level (Inches) Level Drop (Inches) Percolatio n Rate (Min./Inch ) Total Depth of Percolatio n Hole interval t Initial H 0 Final H f Total Depth of Test Hole D t Raduis of Perc Hole r H H Avg ΔH 60 r)/(δt (r+2havg)) It ELAPSED TIME Δt

10 INFILTRATION RATE Job No.: A Job Name: Metz and A Test Hole Number: P-1 ELAPSED TIME VS. INFILTRATION RATE ELAPSED TIME

12 Job No.: A Tested By: MWG It is the tested infiltration rate. Job Name: Metz and A interval, Δt Initial Depth to, D0 Test Hole Number: P-2 Test Hole Diameter (inches): 8 Final Depth to, Df Total Depth of Test Hole, DT Soil Classification: Silty SAND Date Excavated: 12/27/2015 2Test Hole Radius, r Test Hole Depth (ft): 5 Date Tested: 12/28/2015 The conversion equation is used: Interval of Presoak Havg is the average head height over the time interval. Date / 0 Start 12/28/15 10:12 Amount of Used / Comments ΔH 60 r It = Stop 12/28/15 16:14 0 Δt(r+2Havg) 10:12 10:42 10:43 11:13 11:14 11:44 11:44 12:14 12:14 12:44 12:44 13:14 13:14 13:44 13:44 14:14 14:14 14:44 14:44 15:14 15:14 15:44 15:44 16:14 Interval (min.) Initial Level (Inches) Final Level (Inches) Level Drop (Inches) Percolatio n Rate (Min./Inch ) Total Depth of Percolatio n Hole interval t Initial H Final H f Total Depth of Test Hole D t Raduis of Perc Hole r H H Avg ΔH 60 r)/(δt (r+2havg)) It ELAPSED TIME Δt

13 INFILTRATION RATE Job No.: A Job Name: Metz and A Test Hole Number: P-2 ELAPSED TIME VS. INFILTRATION RATE ELAPSED TIME

14 Job No.: A Tested By: MWG It is the tested infiltration rate. Job Name: Metz and A interval, Δt Initial Depth to, D0 Test Hole Number: P-3 Test Hole Diameter (inches): 8 Final Depth to, Df Total Depth of Test Hole, DT Soil Classification: Silty SAND Date Excavated: 12/27/2015 2Test Hole Radius, r Test Hole Depth (ft): 5 Date Tested: 12/28/2015 The conversion equation is used: Interval of Presoak Havg is the average head height over the time interval. Date / 0 Start 12/28/15 10:13 Amount of Used / Comments ΔH 60 r It = Stop 12/28/15 16:14 0 Δt(r+2Havg) 10:13 10:43 10:43 11:13 11:13 11:43 11:43 12:13 12:13 12:43 12:43 13:13 13:13 13:43 13:43 14:13 14:13 14:43 14:44 15:14 15:14 15:44 15:44 16:14 Interval (min.) Initial Level (Inches) Final Level (Inches) Level Drop (Inches) Percolatio n Rate (Min./Inch ) Total Depth of Percolatio n Hole interval t Initial H Final H f Total Depth of Test Hole D t Raduis of Perc Hole r H H Avg ΔH 60 r)/(δt (r+2havg)) It ELAPSED TIME Δt

15 INFILTRATION RATE Job No.: A Job Name: Metz and A Test Hole Number: P-3 ELAPSED TIME VS. INFILTRATION RATE ELAPSED TIME

16 Job No.: A Tested By: MWG It is the tested infiltration rate. Job Name: Metz and A interval, Δt Initial Depth to, D0 Test Hole Number: P-4 Test Hole Diameter (inches): 8 Final Depth to, Df Total Depth of Test Hole, DT Soil Classification: Silty SAND Date Excavated: 12/27/2015 2Test Hole Radius, r Test Hole Depth (ft): 5 Date Tested: 12/28/2015 The conversion equation is used: Interval of Presoak Havg is the average head height over the time interval. Date / 0 Start 12/28/15 10:15 Amount of Used / Comments ΔH 60 r It = Stop 12/28/15 16:16 0 Δt(r+2Havg) 10:15 10:45 10:45 11:15 11:15 11:45 11:45 12:15 12:15 12:45 12:45 13:15 13:15 13:45 13:46 14:16 14:16 14:46 14:46 15:16 15:16 15:46 15:46 16:16 Interval (min.) Initial Level (Inches) Final Level (Inches) Level Drop (Inches) Percolatio n Rate (Min./Inch ) Total Depth of Percolatio n Hole interval t Initial H Final H f Total Depth of Test Hole D t Raduis of Perc Hole r H H Avg ΔH 60 r)/(δt (r+2havg)) It ELAPSED TIME Δt

17 INFILTRATION RATE Job No.: A Job Name: Metz and A Test Hole Number: P-4 ELAPSED TIME VS. INFILTRATION RATE ELAPSED TIME

18 Job No.: A Tested By: MWG It is the tested infiltration rate. Job Name: Metz and A interval, Δt Initial Depth to, D0 Test Hole Number: P-5 Test Hole Diameter (inches): 8 Final Depth to, Df Total Depth of Test Hole, DT Soil Classification: Silty SAND Date Excavated: 12/27/2015 2Test Hole Radius, r Test Hole Depth (ft): 5 Date Tested: 12/28/2015 The conversion equation is used: Interval of Presoak Havg is the average head height over the time interval. Date / 0 Start 12/28/15 10:17 Amount of Used / Comments ΔH 60 r It = Stop 12/28/15 16:20 0 Δt(r+2Havg) 10:17 10:47 10:47 11:17 11:18 11:48 11:48 12:18 12:18 12:48 12:48 13:18 13:19 13:49 13:49 14:19 14:20 14:50 14:50 15:20 15:20 15:50 15:50 16:20 Interval (min.) Initial Level (Inches) Final Level (Inches) Level Drop (Inches) Percolatio n Rate (Min./Inch ) Total Depth of Percolatio n Hole interval t Initial H Final H f Total Depth of Test Hole D t Raduis of Perc Hole r H H Avg ΔH 60 r)/(δt (r+2havg)) It ELAPSED TIME Δt

19 INFILTRATION RATE Job No.: A Job Name: Metz and A Test Hole Number: P-5 ELAPSED TIME VS. INFILTRATION RATE ELAPSED TIME

20 APPENDIX B BORING LOGS

21 Depth (ft) Blow Count Per Foot Sample Depth Dry Density (pcf) Moisture (%) Classification Symbol Geotechnical Boring Log P-1 Date: December 18, 2015 Project Number: Drilling Company: Project Name: VILLA VERONA Logged By: SNJ Type of Rig: Page: 1 of 1 Drive Weight (lbs): 140 Drop (in): 30 Hole Diameter (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Map 0 MATERIAL DESCRIPTION QUATERNARY OLDER ALLUVIUM (Qoa): 2.5 SM Silty SAND; brown; dry; fine to medium sand; trace coarse sand 5 5 Slightly moist 10 End of Boring at 7 feet No Groundwater Rio Nedo Road, Suite A-104, Temecula, CA 92590

22 Depth (ft) Blow Count Per Foot Sample Depth Dry Density (pcf) Moisture (%) Classification Symbol Geotechnical Boring Log P-2 Date: December 18, 2015 Project Number: Drilling Company: DRILLING IT Project Name: VILLA VERONA Logged By: SNJ Type of Rig: Page: 1 of 1 Drive Weight (lbs): 140 Drop (in): 30 Hole Diameter (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Map MATERIAL DESCRIPTION 0 QUATERNARY OLDER ALLUVIUM (Qoa): 2.5 Tannish gray; dry; fine to medium sand with silt; trace clay 5 5 Brown; slightly moist; fine to medium sand 10 End of Boring at 7 feet No Groundwater Rio Nedo Road, Suite A-104, Temecula, CA 92590

23 Depth (ft) Blow Count Per Foot Sample Depth Dry Density (pcf) Moisture (%) Classification Symbol Geotechnical Boring Log P-3 Date: December 18, 2015 Project Number: Drilling Company: DRILLING IT Project Name: VILLA VERONA Logged By: SNJ Type of Rig: Page: 1 of 1 Drive Weight (lbs): 140 Drop (in): 30 Hole Diameter (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Map MATERIAL DESCRIPTION 0 QUATERNARY OLDER ALLUVIUM (Qoa): 2.5 Grayish brown; dry; fine to medium sand; trace silt 5 5 Tan brown; trace clay 10 End of Boring at 7 feet No Groundwater Rio Nedo Road, Suite A-104, Temecula, CA 92590

24 Depth (ft) Blow Count Per Foot Sample Depth Dry Density (pcf) Moisture (%) Classification Symbol Geotechnical Boring Log P-4 Date: December 18, 2015 Project Number: Drilling Company: DRILLING IT Project Name: VILLA VERONA Logged By: SNJ Type of Rig: Page: 1 of 1 Drive Weight (lbs): 140 Drop (in): 30 Hole Diameter (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Map MATERIAL DESCRIPTION 0 QUATERNARY OLDER ALLUVIUM (Qoa): 2.5 Gray brown; dry; fine to medium sand; trace silt 5 5 Brown; slightly moist; trace clay 10 End of Boring at 7 feet No Groundwater Rio Nedo Road, Suite A-104, Temecula, CA 92590

25 Depth (ft) Blow Count Per Foot Sample Depth Dry Density (pcf) Moisture (%) Classification Symbol Geotechnical Boring Log P-5 Date: December 18, 2015 Project Number: Drilling Company: DRILLING IT Project Name: VILLA VERONA Logged By: SNJ Type of Rig: Page: 1 of 1 Drive Weight (lbs): 140 Drop (in): 30 Hole Diameter (in): 8 Top of Hole Elevation (ft): Hole Location: See Geotechnical Map MATERIAL DESCRIPTION 0 QUATERNARY OLDER ALLUVIUM (Qoa): 2.5 Brown; dry; fine to medium sand with clay; clay nodules 5 5 Trace clay; trace silt 10 End of Boring at 7 feet No Groundwater Rio Nedo Road, Suite A-104, Temecula, CA 92590

Results of Onsite Percolation Testing Ellis Commons Senior Housing Development APN City of Perris, California

Lansing Companies 12671 High Bluff Drive, Suite 150 San Diego, California 92130 April 18, 2017 Project No. 11607.001 Attention: Subject: References: Mr. Casey Malone Results of Onsite Percolation Testing