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HomeMy WebLinkAboutRiverlakes Park - Soils Report 4055 West Shaw Avenue, Suite 110 • Fresno, CA 93722 • (559) 271-9700 • Fax (559) 275-0827 2321 Perseus Court • Bakersfield, CA 93308 • (661) 393-9711 • Fax (661) 393-9710 11650 Mission Park Dr., Suite 108 • Rancho Cucamonga, CA 91730 • (909) 980-6455 • Fax (909) 980-6435 3850 North Wilcox Road, Suite F • Stockton, CA 95215 • (209) 931-2226 • Fax (209) 931-2227 SALEM Engineering Group, Inc. Geotechnical   ●   Environmental   ●   Geology   ●   Materials Testing & Inspection   ●   Forensic   ●   Laboratory  January 31, 2011 Job No. 2-210-0772 Mr. Steve Sommers SDH & Associates, Inc. 5225 Canyon Crest Drive, Ste 71-439 Riverside, Ca. 92507 Subject: Soil Characteristics and Absorption Evaluation Proposed Retention Basins Riverlakes Park Community Center 3825 Riverlakes Drive Bakersfield, CA Dear Mr. Sommers: This report presents the results of our Soil Characteristics and Absorption Evaluation for the site of the proposed retention basins at the Proposed Riverlakes Park Community Center in Bakersfield, California (see Figure 1). 1.0 PROJECT DESCRIPTION On a preliminary basis, it is anticipated that development will include construction of a community park including community center building, picnic shelter areas, playground facilities, basketball court, parking and landscape areas. The development has two (2) planned retention basins labeled North and West. It is understood that each basin will be designed to have an overall depth of 3 to 4 feet and retain approximately 1½ feet of water. Specific design area and volume of water to be stored are not currently available. 2.0 SITE LOCATION AND DESCRIPTION The site is located at 3825 Riverlakes Drive in Bakersfield, California (see Figure 1). The site is bounded by Riverlakes Drive on the northeast, Downing Avenue on the east and southeast, Friant-Kern Canal on the southwest and Centennial High School on the northwest. The site is currently vacant and is relatively level with no major changes in grade. January 31, 2011      – 2 –  2‐210‐0772  3.0 PURPOSE AND SCOPE The purpose of this investigation is to evaluate the subsurface conditions encountered during field exploration and to evaluate the absorption characteristics of the soil within the project site, suitability of the site to support the proposed basins. The scope of our investigation includes a program of field exploration, permeability testing, engineering analysis and preparation of a final report. 4.0 FIELD EXPLORATION Our field exploration consisted of site surface reconnaissance and subsurface exploration. The exploratory tests boring (B-1 through B-4) were drilled on January 25, 2011 within the proposed basin areas at the approximate locations shown on Figure 1, Site Plan. The test borings were advanced with a 4-inch diameter auger rotated by a truck-mounted CME- 45C drill rig. The test borings were extended to a depth of approximatly10 feet below the existing grade. The materials encountered in the test borings were visually classified in the field, and logs were recorded by a field Engineer at that time. Visual classification of the materials encountered in the test borings was generally made in accordance with the Unified Soil Classification System (ASTM D2487). A soil classification chart and key to sampling is presented on the Unified Soil Classification Chart, in Appendix "A." The logs of the test borings tests are presented in Appendix "A." Subsurface soil samples were obtained by driving a Modified California sampler. Penetration resistance blow counts were obtained by dropping a 140-pound hammer through a 30-inch free fall to drive the sampler to a maximum depth of 18 inches. The number of blows required to drive the last 12 inches is recorded as Penetration Resistance (blows/foot) on the logs of borings. Soil samples were obtained from the test borings at the depths shown on the logs of borings. The samples were recovered and capped at both ends to preserve the samples at their natural moisture content. At the completion of drilling and sampling, the test borings were backfilled with drill cuttings. 5.0 LABORATORY TESTING Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation and permeability of the materials encountered. Details of the laboratory test program and the results of laboratory test are summarized in Appendix "A." This information, along with the field observations, was used to prepare the final boring logs in Appendix "A." 6.0 SOIL AND GROUNDWATER CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the subsurface soil predominately consisted of loose to medium dense sandy silt (ML), silty sand (SM) and silty sand/sand (SM/SP). These soils extended to the termination depth of our borings. The soils were classified in the field during the drilling and sampling operations. The stratification lines were approximated by the field engineer on the basis of observations made at the time of drilling. The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Logs (Figures A-1 and A-4 in Appendix "A") should be consulted. The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System symbol. The locations of the test borings were determined by measuring from features shown on the Site Plan, provided to us. Hence, accuracy can be implied only to the degree that this method warrants. January 31, 2011      – 3 –  2‐210‐0772  Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Free groundwater was not encountered. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. 7.0 CONCLUSIONS AND RECOMMENDATIONS Based upon the data collected during this investigation, and from a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed retention basin development. The proposed retention basins may be constructed provided that the recommendations presented herein are incorporated in the design and construction of the project. 7.1 Permeability Testing Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation of gradation and permeability. Details of the laboratory test program and the results of laboratory test are summarized in Appendix "A." Four permeability tests were performed on undisturbed soil samples collected from depths of 4 to 6 feet below existing site grade. The permeability tests were performed in accordance with ASTM Test Method D2434. The test results are as follows: TABLE 1 SUMMARY OF PERMEABILITY TEST RESULTS Test No. Depth (feet) Coefficient of Permeability (cm/second) Percent Fines (%) Soil Type B-1 5 6.4 x 10-5 40 Silty Sand (SM) B-2 6 1.1 x 10-5 28 Silty Sand (SM) B-3 4 7.2 x 10-3 11 Silty Sand/Sand (SM/SP) B-4 4.5 3.2 x 10-3 10 Silty Sand/Sand (SM/SP) The soils encountered within the site predominately consisted of medium dense sandy silt and silty sand in the North basin area and loose sandy silt and silty sand/sand in the West basin area. As shown on the table above, the site soils had low to moderately high absorption characteristics with a coefficient of permeability ranging from 1.1 x 10-5 to 7.2 x 10-3 centimeter per second (cm/sec). The estimated soil absorption factors presented in this report are based on clear water and a factor of safety should be incorporated into the design of the reservoirs to compensate for soil clogging from water impurities. 7.3 Retention Basin Design It is recommended that the proposed basins be constructed into the sandy soils encountered. It is further recommended that a representative of our firm be present during the installation of the basins to determine soil conditions below the bottom of the basins. The basins should be designed to drain in 7 days using the absorption capacity (Q) shown in the table below. January 31, 2011      – 4 –  2‐210‐0772  SUMMARY OF ABSORPTION CAPACITY IN THE BASINS Test No. Retention Area Depth (feet)Absorption (gallons/ft2 /day) for water head D (in feet) B-1 North 5 1.38D B-2 North 6 0.24D B-3 West 4 154.8D B-4 West 4.5 68.8D The absorption rates will deteriorate over time due to the soil conditions and a factor of safety (FS) of 3 is recommended for design of the basins. In addition, periodic maintenance consisting of clearing the bottom of the retention basins of clogged soils should be expected. The retention basins may become impermeable if the filter is clogged or the soil is compacted. The absorption rate may become slower if the surrounding soil is wet or saturated due to prolonged rainfalls. The owner or civil engineer may elect to use a lower factor of safety for the design; however, more frequent maintenance consisting of clearing the bottom of the retention basins of clogged soils will be expected. Additional testing may be conducted at bottom of the retention basins during construction to determine the absorption rate. Darcy Columns Based on the results of our permeability testing, the site soils at the North basin area (B-1 and B-2) appear to have relatively low absorption characteristics. Additional borings will be required to determine if deeper soils have more favorable absorption characteristics. If deeper soils have more favorable absorption characteristics, Darcy Columns “drains” may be constructed at the site to increase the absorption capacity and recommendations will be provided accordingly. 8.0 CHANGED CONDITIONS The scope of our services did not include a groundwater study and was limited to the performance of permeability testing and the submitted of the data only. The analyses and recommendations submitted in this report are based upon the data obtained from the two test borings drilled at the approximate locations shown on the Site Plan, Figure 1. The report does not reflect variations which may occur between borings. The nature and extent of such variations may not become evident until construction is initiated. If variations then appear, a re-evaluation of the recommendations of this report will be necessary after performing on-site observations during the excavation period and noting the characteristics of such variations. The findings and recommendations presented in this report are valid as of the present and for the proposed construction. If site conditions change due to natural processes or human intervention on the property or adjacent to the site, or changes occur in the nature or design of the project, or if there is a substantial time lapse between the submission of this report and the start of the work at the site, the conclusions and recommendations contained in our report will not be considered valid unless the changes are reviewed by SALEM and the conclusions of our report are modified or verified in writing. The validity of the recommendations contained in this report is also dependent upon an adequate testing and observations program during the construction phase. Our firm assumes no responsibility for construction compliance with the design concepts or recommendations unless we have been retained to perform the on-site testing and review during construction. January 31, 2011      – 5 –  2‐210‐0772  SALEM has prepared this report for the exclusive use of the owner and project design consultants. The report has been prepared in accordance with generally accepted geotechnical engineering practices in the area. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of our agreement and included in this report. We appreciate the opportunity to submit this proposal for your consideration and look forward to working with you on this project. Should you have questions regarding this proposal, please contact the undersigned at (661) 393-9711. Respectfully submitted, SALEM Engineering Group, Inc. Greg Walker Regional Manager R. Sammy Salem, MS, PE, GE, REA Principal Engineer RCE 52762 / RGE 2549 Clarence Jiang, GE Senior Geotechnical Engineer RGE 2477 Attachments: Site Plan, Figure 1 Appendix A APPROVED BY: SCALE: DATE: DRAWN BY: PROJECT NO. FIGURE NO. LEGEND: Soil Boring Location B -4 SITE PLAN NOT TO SCALE GW 1/31/11 RSS 1 2-210-0772 N SALEM Engineering Group, Inc. GEOTECHNICAL ENGINEERING INVESTIGATION Riverlakes Park Community Center Riverlakes Drive Bakersfield, California (All Locations Approximate) B-3 B-1 B-4 B-2 APPENDIX "A" LetterSymbol GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Organic clays of medium to high plasticity. Peat, muck, and other highly organic soils. Well-graded sands and gravelly sands, little or no fines. Poorly-graded sands and gravelly sands, little or no fines. Silty sands, sand-silt mixtures Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Unified Soil Classification System Clayey sands, sandy-clay mixtures. Organic clays of medium to high plasticity. Inorganic silts, micaceous or diatomaceous fines sands or silts, elastic silts. Description Silts and Clays Liquid Limit greater than 50% Gravels With Fines Clean Sands Major Divisions Clean Gravels Sands More than ½ passing through the No. 200 sieve Inorganic silts, very fine sands, rock flour, silty or clayey fine sands. Gravels More than ½ coarse fraction retained on the No. 4 sieve Inorganic clays of high plasticity, fat clays. Consistency Classification Highly Organic Soils Coarse-grained Soils More than ½ retained on the No. 200 Sieve Coarse-grained Soils More than ½ passing through theNo. 200 Sieve Sands With Fines Silts and Clays Liquid Limit less than 50% Well-graded gravels and gravel-sand mixtures, little or no fines. Poorly-graded gravels and gravel-sand mixtures, little or no fines. Silty gravels, gravel-sand-silt mixtures. Clayey gravels, gravel-sand-clay mixtures. Cohesive SoilsGranular Soils Description - Blows Per Foot (Corrected)Description - Blows Per Foot (Corrected) MCS <5 5 ¯ 15 16 ¯ 40 41 ¯ 65 >65 SPT <4 4 ¯ 10 11 ¯ 30 31 ¯ 50 >50 Very loose Loose Medium dense Dense Very dense Very soft Soft Firm Stiff Very Stiff Hard MCS <3 3 ¯ 5 6 ¯ 10 11 ¯ 20 21 ¯ 40 >40 SPT <2 2 ¯ 4 5 ¯ 8 9 ¯ 15 16 ¯ 30 >30 MCS = Modified California Sampler SPT = Standard Penetration Test Sampler Boring No. Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water>Initial:At Completion: Drill Rig: Drill Method:Drill Date: Hole Size: Driller:Sheet: 1 of 1  SALEM Engineering Group, Inc. SUBSURFACE PROFILESAMPLE Depth (ft) 0 5 10 15 20 25 SymbolDescription Dry Density (pcf)Moisture Content (%)Sample TypePenetrationBlow CountPenetration Test Water Level B-1 2-210-0772Proposed Riverlakes Park Community Center SDH & Associates, Inc. 3825 Riverlakes Drive, Bakersfield, CA A-1 M.A. None None Ground Surface Sandy Silt (ML) Medium dense; damp; light brown; medium to fine-grained; with a trace of mica; drills easily. Silty Sand (SM) Medium dense; damp; fine-grained. End of Borehole 99.1 4.3 MCS 16 2060100 CME-45C Hollow Stem Auger1.25.11 4 inch Salem Engineering Group, Inc., Brent Boring No. Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water>Initial:At Completion: Drill Rig: Drill Method:Drill Date: Hole Size: Driller:Sheet: 1 of 1  SALEM Engineering Group, Inc. SUBSURFACE PROFILESAMPLE Depth (ft) 0 5 10 15 20 25 SymbolDescription Dry Density (pcf)Moisture Content (%)Sample TypePenetrationBlow CountPenetration Test Water Level B-2 2-210-0772Proposed Riverlakes Park Community Center SDH & Associates, Inc. 3825 Riverlakes Drive, Bakersfield, CA A-2 M.A. None None Ground Surface Sandy Silt (ML) Medium dense; damp; light brown; medium to fine-grained; with a trace of mica; drills easily. Silty Sand (SM) Medium dense; dry; light brown; fine- grained. End of Borehole 100.5 N/A 2.3 N/A MCS MCS 23 14 2060100 CME-45C Hollow Stem Auger1.25.11 4 inch Salem Engineering Group, Inc., Brent Boring No. Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water>Initial:At Completion: Drill Rig: Drill Method:Drill Date: Hole Size: Driller:Sheet: 1 of 1  SALEM Engineering Group, Inc. SUBSURFACE PROFILESAMPLE Depth (ft) 0 5 10 15 20 25 SymbolDescription Dry Density (pcf)Moisture Content (%)Sample TypePenetrationBlow CountPenetration Test Water Level B-3 2-210-0772Proposed Riverlakes Park Community Center SDH & Associates, Inc. 3825 Riverlakes Drive, Bakersfield, CA A-3 M.A. None None Ground Surface Sandy Silt (ML) Medium dense; damp; brown; medium to fine-grained; with a trace of mica; drills easily. Silty Sand/Sand (SM/SP) Loose; dry; light brown; medium-grained with coarse gravel; drills easily. End of Borehole 102.2 2.6 MCS 7 2060100 CME-45C Hollow Stem Auger1.25.11 4 inch Salem Engineering Group, Inc., Brent Boring No. Project No:Project: Client: Location: Figure No.: Logged By: Depth to Water>Initial:At Completion: Drill Rig: Drill Method:Drill Date: Hole Size: Driller:Sheet: 1 of 1  SALEM Engineering Group, Inc. SUBSURFACE PROFILESAMPLE Depth (ft) 0 5 10 15 20 25 SymbolDescription Dry Density (pcf)Moisture Content (%)Sample TypePenetrationBlow CountPenetration Test Water Level B-4 2-210-0772Proposed Riverlakes Park Community Center SDH & Associates, Inc. 3825 Riverlakes Drive, Bakersfield, CA A-4 M.A. None None Ground Surface Sandy Silt (ML) Medium dense; damp; light brown; medium to fine-grained; drills easily. Silty Sand/Sand (SM/SP) Loose; dry; light brown; medium-grained with coarse gravel; drills easily. End of Borehole 101.4 1.8 MCS 11 2060100 CME-45C Hollow Stem Auger1.25.11 4 inch Salem Engineering Group, Inc., Brent PARTICLE SIZE DISTRIBUTION DIAGRAMGRADATION TEST - ASTM D 421 SALEM Engineering Group, Inc. 0.010.020.030.040.050.060.070.080.090.0100.0PERCENT PASSING FINE SANDMEDIUMCOARSE CLAY (PLASTIC) TO SILT (NON-PLASTIC) GRAVEL FINECOARSE COBBLE HYDROMETER ANALYSISTIME READINGS U.S. STANDARD SERIES SIEVE ANALYSIS CLEAR SQUARE OPENINGS 25 HR 45 MIN7 HR 15 MIN60 MIN19 MIN4 MIN1 MIN#200 #100 #50#40#30#16#10#8#43/8"3/4"1-1/2"3" 0.019 0.037 .06 .02 .03 .04 .05 .002 .003 .004 .005 .007 .009 .001 0.01 0.8 0.590 0.149 0.297 0.074 0.5 0.7 0.4 .08 0.2 0.3 0.1 1.192.38 3.0 2.0 1.0 80 19.1 38.176.2 4.769.5210 20 30 40 50 60 100 4.0 5.0 6.0 8.0 Job Number: 2-210-0772 Job Name: Riverlakes Park Community CenterBoring: P-1 @ 5' PARTICLE SIZE DISTRIBUTION DIAGRAMGRADATION TEST - ASTM D 421 SALEM Engineering Group, Inc. 0.010.020.030.040.050.060.070.080.090.0100.0PERCENT PASSING FINE SANDMEDIUMCOARSE CLAY (PLASTIC) TO SILT (NON-PLASTIC) GRAVEL FINECOARSE COBBLE HYDROMETER ANALYSISTIME READINGS U.S. STANDARD SERIES SIEVE ANALYSIS CLEAR SQUARE OPENINGS 25 HR 45 MIN7 HR 15 MIN60 MIN19 MIN4 MIN1 MIN#200 #100 #50#40#30#16#10#8#43/8"3/4"1-1/2"3" 0.019 0.037 .06 .02 .03 .04 .05 .002 .003 .004 .005 .007 .009 .001 0.01 0.8 0.590 0.149 0.297 0.074 0.5 0.7 0.4 .08 0.2 0.3 0.1 1.192.38 3.0 2.0 1.0 80 19.1 38.176.2 4.769.5210 20 30 40 50 60 100 4.0 5.0 6.0 8.0 Job Number: 2-210-0772 Job Name: Riverlakes Park Community CenterBoring: P-2 @ 6' PARTICLE SIZE DISTRIBUTION DIAGRAMGRADATION TEST - ASTM D 421 SALEM Engineering Group, Inc. 0.010.020.030.040.050.060.070.080.090.0100.0PERCENT PASSING FINE SAND MEDIUMCOARSE CLAY (PLASTIC) TO SILT (NON-PLASTIC) GRAVEL FINECOARSE COBBLE HYDROMETER ANALYSISTIME READINGS U.S. STANDARD SERIES SIEVE ANALYSIS CLEAR SQUARE OPENINGS 25 HR 45 MIN7 HR 15 MIN60 MIN19 MIN4 MIN1 MIN#200 #100 #50#40#30#16#10#8#43/8"3/4"1-1/2"3" 0.019 0.037 .06 .02 .03 .04 .05 .002 .003 .004 .005 .007 .009 .001 0.01 0.8 0.590 0.149 0.297 0.074 0.5 0.7 0.4 .08 0.2 0.3 0.1 1.192.38 3.0 2.0 1.0 80 19.1 38.176.2 4.769.5210 20 30 40 50 60 100 4.0 5.0 6.0 8.0 Job Number: 2-210-0772 Job Name: Riverlakes Park Community CenterBoring: P-3 @ 4' PARTICLE SIZE DISTRIBUTION DIAGRAMGRADATION TEST - ASTM D 421 SALEM Engineering Group, Inc. 0.010.020.030.040.050.060.070.080.090.0100.0PERCENT PASSING FINE SAND MEDIUMCOARSE CLAY (PLASTIC) TO SILT (NON-PLASTIC) GRAVEL FINECOARSE COBBLE HYDROMETER ANALYSISTIME READINGS U.S. STANDARD SERIES SIEVE ANALYSIS CLEAR SQUARE OPENINGS 25 HR 45 MIN7 HR 15 MIN60 MIN19 MIN4 MIN1 MIN#200 #100 #50#40#30#16#10#8#43/8"3/4"1-1/2"3" 0.019 0.037 .06 .02 .03 .04 .05 .002 .003 .004 .005 .007 .009 .001 0.01 0.8 0.590 0.149 0.297 0.074 0.5 0.7 0.4 .08 0.2 0.3 0.1 1.192.38 3.0 2.0 1.0 80 19.1 38.176.2 4.769.5210 20 30 40 50 60 100 4.0 5.0 6.0 8.0 Job Number: 2-210-0772 Job Name: Riverlakes Park Community CenterBoring: P-4 @ 4.5 Soil Permeability Constant Head ASTM D-2434 / Cal 220 Project Number:2-210-0772 Project Name:Riverlakes Park Community Center Date:2/4/2011 Sample Number:P-1 Sample Location:P-1 @ 5' Soil Classification:SM Max Dry Density--lb/cu.ftRelative Density--Max. Particle Size3/4" Optimum Moisture--%%Over Optimum--% Passing 3/8"-- Sample Dry Density--lb/cu.ftVoid Ratio--% Passing # 10-- Sample Moisture--%Sample Length, cm11.9Sample Diameter6.2 Sample Compaction--%Sample Area sq.cm29.725.1 Comp. ProcedureType of Permeant water Start Finish HeadFlow Test Time Time(cm)Q (cm3) 110:00:0010:01:00650.37.00 210:04:0010:05:00509.75.90 310:07:0010:08:00439.44.90 410:10:0010:11:00421.84.20 510:14:0010:15:00351.53.60 6 TimeHeadFlowK k20 Test sec(cm)Q (cm3) cm/sec cm/sec 160650.37.07.22E-056.416E-05Permeability 260509.75.97.76E-056.900E-056.4E-05cm/sec 360439.44.97.48E-056.647E-059.1E-02in/hr. 460421.84.26.68E-055.935E-051.8E-01ft/day 560351.53.66.87E-056.105E-0565.99ft/year 6 Sliding Weight Temperature SALEM Engineering Group, Inc. Soil Permeability Constant Head ASTM D-2434 / Cal 220 Project Number:2-210-0772 Project Name:Riverlakes Park Community Center Date:2/4/2011 Sample Number:P-2 Sample Location:P-2 @ 6' Soil Classification:SM Max Dry Density--lb/cu.ftRelative Density--Max. Particle Size3/4" Optimum Moisture--%%Over Optimum--% Passing 3/8"-- Sample Dry Density--lb/cu.ftVoid Ratio--% Passing # 10-- Sample Moisture--%Sample Length, cm12.2Sample Diameter6.2 Sample Compaction--%Sample Area sq.cm29.725.1 Comp. ProcedureType of Permeant water Start Finish HeadFlow Test Time Time(cm)Q (cm3) 111:05:0011:10:00738.26.30 211:15:0011:18:00685.44.30 311:21:0011:24:00660.83.60 411:30:0011:33:00650.33.50 5 6 TimeHeadFlowK k20 Test sec(cm)Q (cm3) cm/sec cm/sec 1300738.26.31.17E-051.039E-05Permeability 2180685.44.31.43E-051.273E-051.1E-05cm/sec 3180660.83.61.24E-051.105E-051.6E-02in/hr. 4180650.33.51.23E-051.092E-053.2E-02ft/day 511.62ft/year 6 Sliding Weight Temperature SALEM Engineering Group, Inc. Soil Permeability Constant Head ASTM D-2434 / Cal 220 Project Number:2-210-0772 Project Name:Riverlakes Park Community Center Date:2/4/2011 Sample Number:P-3 Sample Location:P-3 @ 4' Soil Classification:SP Max Dry Density--lb/cu.ftRelative Density--Max. Particle Size3/4" Optimum Moisture--%%Over Optimum--% Passing 3/8"-- Sample Dry Density--lb/cu.ftVoid Ratio--% Passing # 10-- Sample Moisture--%Sample Length, cm11.2Sample Diameter6.2 Sample Compaction--%Sample Area sq.cm29.725.1 Comp. ProcedureType of Permeant water Start Finish HeadFlow Test Time Time(cm)Q (cm3) 13:00:0015:01:00246.1427.00 215:05:0015:06:00195.4271.00 315:08:0015:09:00195.4222.00 415:10:0015:11:00203.2533.00 515:12:0015:13:00195.4246.00 6 TimeHeadFlowK k20 Test sec(cm)Q (cm3) cm/sec cm/sec 143260246.1427.01.51E-051.343E-05Permeability 260195.4271.08.70E-037.738E-037.2E-03cm/sec 360195.4222.07.13E-036.339E-031.0E+01in/hr. 460203.2533.01.65E-021.464E-022.0E+01ft/day 560195.4246.07.90E-037.024E-037372.32ft/year 6 Sliding Weight Temperature SALEM Engineering Group, Inc. Soil Permeability Constant Head ASTM D-2434 / Cal 220 Project Number:2-210-0772 Project Name:Riverlakes Park Community Center Date:2/4/2011 Sample Number:P-4 Sample Location:P-4 @ 4.5' Soil Classification:SP Max Dry Density--lb/cu.ftRelative Density--Max. Particle Size3/4" Optimum Moisture--%%Over Optimum--% Passing 3/8"-- Sample Dry Density--lb/cu.ftVoid Ratio--% Passing # 10-- Sample Moisture--%Sample Length, cm10.7Sample Diameter6.2 Sample Compaction--%Sample Area sq.cm29.725.1 Comp. ProcedureType of Permeant water Start Finish HeadFlow Test Time Time(cm)Q (cm3) 114:00:0014:01:00348.0183.00 214:05:0014:06:00383.1212.00 314:09:0014:10:00411.3280.00 414:12:0014:13:00390.2246.00 5 6 TimeHeadFlowK k20 Test sec(cm)Q (cm3) cm/sec cm/sec 160348.0183.03.15E-032.801E-03Permeability 260383.1212.03.32E-032.947E-033.2E-03cm/sec 360411.3280.04.08E-033.627E-034.5E+00in/hr. 460390.2246.03.78E-033.358E-039.0E+00ft/day 53282.03ft/year 6 Sliding Weight Temperature SALEM Engineering Group, Inc.