Report of Preliminary Geotechnical Exploration. CSO-012 Sewer Separation Cincinnati, Hamilton County, Ohio. February, 2011

Transcription

1 _GeoTech_Preliminary - Feburary 2011_1/40 Report of Preliminary Geotechnical Exploration CSO-012 Sewer Separation Cincinnati, Hamilton County, Ohio February, 2011

2 _GeoTech_Preliminary - Feburary 2011_2/40

3 _GeoTech_Preliminary - Feburary 2011_3/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION Table of Contents 1.0 INTRODUCTION GEOLOGY SCOPE OF SERVICES RESULTS OF EXPLORATION ANALYSES AND RECOMMENDATIONS... 6 Appendices Appendix A Appendix B Appendix C Site Plan Boring Logs Summary of Laboratory Results U:\1743\active\ \civil\geotechnical\Report i

4 _GeoTech_Preliminary - Feburary 2011_4/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION 1.0 Introduction The Metropolitan Sewer District of Greater Cincinnati (MSDGC) is planning partial separation of the combined sewer overflow system CSO-012 near Camp Washington in Cincinnati, Ohio. The sewer separation project will utilize sustainable infrastructure source control in combination with conventional storm sewer construction. A preliminary geotechnical exploration was performed by Stantec for the sewer separation area that extends from the east end of Stock Avenue westward to Spring Grove Avenue to evaluate subsurface conditions for utility trenching and an infiltration basin. 2.0 Geology The project area is located in the Outer Bluegrass Region according to the map Physiographic Regions of Ohio (Ohio Department of Natural Resources (ODNR), 1998). The Outer Bluegrass Region typically has moderately high relief with a dissected plateau of carbonate bedrock. Eastern portions of the region include caves and other karst regions, while the west portion is composed of thin, early drift caps with narrow ridges. Elevation ranges from 455 to 1,120 feet. Bedrock is described as Ordovician- and Silurian-age dolomites, limestones, and calcareous shales with thin pre-wisconsinan glacial drift on ridges in the west portion. The soils are described as silt-loam colluvium (ODNR, 1998). According to the Soil Survey of Hamilton County, Ohio (NRCS, 2010), the site is underlain by soils of the Urban land Martinsville complex (UmB), and Urban land Stonelick complex (Ux). The Urban land Martinsville complex lies under Stock Avenue, Colerain Avenue, and the eastern 1/8 of Ethan Avenue and is described as well-drained with no restrictive layers or water table within 80 inches of the surface. It has moderately high to high (0.60 to 2.00 inches/hour) capacity to transmit water, and high (about 11.2 inches) available water capacity. The soil is variably classified as silt loam, silty clay loam, sandy clay loam, and stratified sand to loam. The Urban land Stonelick complex underlies the western portion of Ethan Avenue and Spring Grove Avenue and is described as frequently flooded. This soil is further described as welldrained with no restrictive features or water table within 80 inches of the surface. It has high (2.00 to 6.00 inches/hour) capacity to transmit water. The available water capacity is low (about 5.2 inches). The soil is variably classified as fine sandy loam and stratified loamy sand to loam. U:\1743\active\ \civil\geotechnical\Report 1

5 _GeoTech_Preliminary - Feburary 2011_5/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION Slopes range from zero to two percent. The boundary between Ux and UmB mapping units runs through the middle of the area of interest for the project site. The Glacial Map of Ohio (ODNR, 1999) indicates that the site is located in the Pre-Illinoian glacial outwash region. Other areas very near the project include Pre-Illinoian ground and dissected ground moraines and lake deposits. Drift thickness is highly variable in the area, but is greater than 20 feet (Shaded Drift-Thickness Map of Ohio, ODNR, 2004). According to the map Bedrock Geology of the Cincinnati West, Ohio Quadrangle (ODNR, 1996), the site is situated on the Ordovician Point Pleasant Formation. This formation consists of limestone (60 percent of the unit) interbedded with shale (40 percent). The formation is between 0 and 80 feet thick and is described as gray to bluish gray weathering to light gray. The map entitled Bedrock Topography of Hamilton County (ODNR, 1985) shows that bedrock should be expected near an elevation of 400 feet. 3.0 Scope of Services Five borings were advanced using 3¼-inch inside-diameter hollow-stem augers following a carbide-tipped tooth bit and powered by a truck-mounted drill rig. Boring Nos. 1, 2 and 3 were located on the pavement of Stock Avenue. Boring Nos. 4 and 5 were located on the pavement of Ethan Avenue and were advanced to depths of about 40 feet. Ethan Avenue is approximately 150 to 200 feet left of the proposed sewer alignment. Borings were located there because permission to access the property crossed by the sewer alignment had not been granted. Standard penetration tests (SPT s, ASTM D 1586) were performed at 2.5-foot intervals to a depth of at least 20 feet followed by 5-foot intervals to full depth. Each SPT sample was logged by a geotechnical engineer with specific attention given to texture, consistency, and moisture content. Each boring was checked for the presence of groundwater during the drilling process and at the completion of drilling. After the completion of the drilling operations, the borings were backfilled with soil auger cuttings and the surface was restored to its original condition, including patching the pavement with asphalt cold patch where necessary. The surface elevations of the borings were estimated from existing topographic mapping from the State of Ohio Office of Information Technology. Soil samples were returned to Stantec s materials laboratory. The SPT samples were tested for natural moisture content (ASTM D 2216). Engineering classification testing was performed on samples representing the predominant soil horizons observed in the borings. The testing consisted of sieve and hydrometer analyses (particle size distribution, ASTM D 422) and Atterberg limits (ASTM D 4318). The testing results were used to classify the soils according to the Unified Soil Classification System (USCS) and the American Association of State Highway and Transportation Officials (AASHTO) method. U:\1743\active\ \civil\geotechnical\Report 2

6 _GeoTech_Preliminary - Feburary 2011_6/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION 4.0 Results of Exploration Three soil borings were advanced along Stock Avenue and were spaced approximately 330 feet apart. Two soil borings were advanced along Ethan Avenue and were spaced approximately 360 feet apart. The boring locations are shown on a site plan presented in Appendix A. Typed logs of the borings are shown in Appendix B with laboratory test results presented in Appendix C. Details concerning the plan and profile of the proposed alignment and separation area are provided under separate cover. Table 1 summarizes the boring depths and elevations. Table 1. Geotechnical Boring Summary Boring No. Approximate Station, Offset Approximate Surface Elevation (ft) Boring Depth (ft) Depth to Observed Groundwater (ft) , 7 R , 4 R , 8 R , 170 L , 161 L Asphalt pavement was encountered at the surface in five borings and ranged from 0.2 to 0.6 feet thick. A base layer of gravel was observed below the asphalt pavement in Boring No. 2 to a depth of feet. Below the asphalt pavement in Boring Nos. 4 and 5, brick, concrete and gravel were observed to a depth of feet. Below the pavement, there were three primary soil strata. Sandy lean clay fill was observed directly under the pavement. Debris (brick and concrete pieces, organics) was encountered within the sandy lean clay fill. Below the fill, lean clay was observed, underlain by silt. Several other minor soil types were encountered within individual borings. Groundwater was observed ranging in depth from 11.0 to 35.0 feet. Bedrock was not encountered. 4.1 Boring No. 1 Lean clay was encountered directly below 0.4 feet of asphalt pavement in Boring No. 1. The lean clay extended to a depth of approximately 17.5 feet and was described as fill, brown and gray in color, moist in natural moisture content, and medium stiff to very stiff in consistency. SPT N-values ranged from 6 to 16, and moisture content varied between 19 and 30 percent. The soil classified as CL according to the USCS and as A-6 according to the AASHTO system. Liquid limits ranged from 30 to 33, with a plasticity index of 13 for two samples of the material. A sand seam was observed within the lean clay layer from 13.4 to 15.0 feet deep. U:\1743\active\ \civil\geotechnical\Report 3

7 _GeoTech_Preliminary - Feburary 2011_7/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION Below the lean clay layer, a layer of very dense, damp silty sand was visually classified from approximately 17.5 to 20.0 below the ground surface. An SPT N-value of 33 and moisture content of 12 percent were recorded in this horizon. Underlying the silty sand was a layer classified as ML, sandy silt, according to the USCS and as A-4(0) according to the AASHTO method. This soil was described as brown and gray, dry, and medium dense. The soil was non-plastic, and had SPT N-values ranging from 15 to 22 and moisture content varying from 4 to 5 percent. The sandy silt was observed from approximately 20.0 to 25.0 feet deep. From approximately 25.0 to 4 feet deep, silty sand was encountered. The soil classified as SM, according to the USCS and as A-4(0) according to the AASHTO method. The soil was non-plastic and described as brown and gray, moist to wet, and medium dense to dense. SPT N-values ranged from 11 to 47, and moisture content varied from 17 to 28 percent. 4.2 Boring No. 2 Below 0.6 feet of asphalt pavement and 0.9 feet of gravel, silty sand fill was encountered. The silty sand extended to a depth of approximately 10.0 feet. The soil classified as SM according to the USCS and as A-2-4(0) according to the AASHTO method. The soil was non-plastic and described as dark brown, moist, and very loose. SPT N-values varied from 2 to 3, and moisture content ranged from 15 to 20 percent. From approximately 10.0 to 25.0 feet deep, the aforementioned primary stratum consisting of sandy lean clay fill was encountered. It was described as brown, gray and black, moist to wet, and soft to medium stiff with debris and some organics present. SPT N-values ranged from 4 to 6, and moisture content varied from 25 to 32 percent. The liquid limit was determined to be 35 with a plasticity index of 14. The soil classified as CL according to the USCS and as A-6(8) according to the AASHTO method. Below the sandy lean clay fill, silty clay fill was observed to a depth of 32.5 feet. This layer was similar to the overlying layer except that less sand was observed in the sample, the color changed to gray, and it was medium stiff to stiff. From a depth of approximately 32.5 to 4 feet, silt was encountered. It was described as gray, wet, and loose to medium dense. SPT N-values ranged from 8 to 12, moisture content varied from 27 to 28 percent, and the silt was non-plastic. The soil classified as ML according to the USCS and as A-4(0) according to the AASHTO method. 4.3 Boring No. 3 The soil encountered below 0.4 feet of asphalt pavement was similar to the sandy lean clay fill material encountered in Boring No. 2. The soil was brown, gray and black, damp to moist, and soft to medium stiff. SPT N-values ranged from 4 to 6 and moisture contents varied between 16 and 25 percent. The liquid limit was 34 and the plasticity index was 15. U:\1743\active\ \civil\geotechnical\Report 4

8 _GeoTech_Preliminary - Feburary 2011_8/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION From approximately 15.0 to 20.0 feet deep, lean clay with sand was observed. The soil classified as CL according to the USCS and as A-6(16) according to the AASHTO method. The soil was described as mottled brown and gray, moist, and medium stiff. SPT N-values of 6 and 7 and moisture contents of 20 and 25 percent were recorded. The liquid limit was 38 with a plasticity index of 20. The lowest soil stratum observed in the boring was classified as ML, silt, according to the USCS and as A-4(1) according to the AASHTO method. The silt was described as brown and gray, moist to wet, and medium stiff to stiff. SPT N-values varied between 7 and 14 and moisture content ranged from 25 to 28 percent. The liquid limit was 23 and the plasticity index was 3. This soil was observed from a depth of approximately 20.0 to 4 feet. 4.4 Boring No. 4 Several pavement layers were encountered at the surface of this boring, including asphalt, brick, concrete, and gravel to a depth of feet. Below that was fill material classified as sandy lean clay, CL, similar to the fill material observed in Boring Nos. 2 and 3. The differences were that the soil was gray, moist, and soft to medium stiff. SPT N-values ranged from 3 to 5 and moisture contents varied from 28 to 31 percent. From approximately 7.5 to 12.5 feet deep, greenish gray lean clay was observed. The soil classified as CL according to the USCS and as A-6(11) according to the AASHTO method. The liquid limit was 32 and the plasticity index was 12. SPT N-values ranged from 2 to 3 with moisture content in the range of 25 to 27 percent. It was described as moist and soft. Below the lean clay, silt was encountered to a depth of 4 feet. It was non-plastic and described as gray, moist to wet, and loose to medium dense. SPT N-values ranged from 9 to 17 and moisture content varied between 23 and 28 percent. The soil classified as ML according to the USCS and as A-4(0) according to the AASHTO method. 4.5 Boring No. 5 Asphalt, brick, concrete and gravel made up the surface pavement system to a depth of feet. Below the pavement, the primary stratum of sandy lean clay fill material was observed, with SPT N-values varying from 11 to 38 and moisture contents ranging between 8 and 10 percent. It was described as brown and black, damp, and stiff. From a depth of approximately 7.5 to 10.0 feet, clayey sand was observed that classified as SC according to the USCS and as A-6(1) according to the AASHTO method. The liquid limit was 26 and the plasticity index was 11. An SPT N-value of 4 and a moisture content of 17 percent were recorded. The soil was described as brown, moist, and loose. Between approximately 10.0 and 20.0 feet deep, the soil classified as CL, lean clay, according to the USCS and as A-6(11) according to the AASHTO method. It was described as brown and gray, moist, and medium stiff to stiff. SPT N-values ranged between 6 and 13, while the U:\1743\active\ \civil\geotechnical\Report 5

9 _GeoTech_Preliminary - Feburary 2011_9/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION moisture content varied from 24 to 28 percent. The liquid limit was 32 and the plasticity index was 11. Silt was observed from a depth of approximately 20.0 to 4 feet. The soil classified as ML according to the USCS and as A-4(0) according to the AASHTO method. It was non-plastic and described as gray, moist to wet, and loose to medium dense. SPT N-values ranged from 4 to 15 and moisture contents varied from 25 to 29 percent. 5.0 Analyses and Recommendations 5.1 The Metropolitan Sewer District of Greater Cincinnati plans to partially separate the existing combined sewer overflow CSO-012 near Mt. Washington in Cincinnati, OH. A new sewer line will extend from the east end of Stock Avenue westward to Spring Grove Avenue. Excavations on the order of 25 to 30 feet are expected. An infiltration basin is also planned to provide sustainable infrastructure source control. 5.2 The subsurface conditions along the western portion of the proposed alignment (Boring Nos. 3, 4, and 5) generally consisted of three main horizons. A layer of sandy lean clay fill of soft to medium stiff consistency was found underlying the pavement. Below the fill material, a layer of lean clay of soft to stiff consistency was typically observed. The third main soil type encountered below the lean clay was non-plastic silt of loose to medium dense relative density. On the eastern portion of the alignment, a significant amount of silty sand (lower 16.5 feet in Boring No. 1 and upper 8.5 feet in Boring No. 2) was observed in Boring Nos. 1 and 2 along with the aforementioned sandy lean clay, lean clay, and silt. This layer was medium dense to dense in the deep portions of Boring No. 1 and very loose in the upper portion of Boring No As a general project recommendation, the shoring and bracing provided for soil trench walls should be designed in accordance with Occupational Safety and Health Administration (OSHA) 1926 Subpart P Appendix A to retain OSHA Type C soils. This recommendation takes into account vibration from traffic, the possibility of submerged soils, and the presence of uncontrolled fill material. Once excavated, each soil and rock deposit should be classified in accordance with OSHA guidelines by a competent person using at least one visual and at least one manual analysis in order to make a final determination of the extents of the different types of OSHA soils that may be encountered. Allowances may be possible for shoring and bracing requirements based on field-specific conditions during construction activities. 5.4 It is recommended that trenches be opened for as short a duration as practical. Precautions against the accumulation and infiltration of rainwater or groundwater into any excavation should be taken. Collected water will tend to soften and weaken the trench sidewall materials. Trenches should be properly and promptly backfilled after sewer and tap installation to maintain excavation stability. If prompt backfilling cannot be performed, surface water should be diverted from the excavation. U:\1743\active\ \civil\geotechnical\Report 6

10 _GeoTech_Preliminary - Feburary 2011_10/40 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION 5.5 Static groundwater was encountered in the boreholes at depths ranging from 11.0 to 35.0 feet. The variability of the sandy lean clay fill material and the presence of thin layers of coarse material could contribute to groundwater infiltration during wet seasons. It is recommended that dewatering plans be developed prior to construction activities. 5.6 An infiltration basin is proposed left of the sewer alignment from approximate Stations to The three main soil layers previously discussed were observed in the borings near the proposed basin. Permeability estimates for the sandy lean clay fill and the lean clay soil ranged from 1.32 x 10-4 inches per hour (in/hr) to 7.09 x 10-1 in/hr. Permeability estimates for the silt layer range from 2.13 x 10-2 in/hr to 4.39 x 10-2 in/hr. These permeability estimates were derived from multiple published correlations, as well as empirical relationships to grainsize distribution and void ratios. Field testing is recommended in the area of the proposed infiltration pond to better estimate percolation/permeability rates. 5.7 The recommendations above are based on the conceptual design and layout as stated and shown on the provided boring layout. If future design changes are made, our firm should be notified so that the changes can be reviewed and the recommendations amended as necessary. 5.8 The conclusions and recommendations presented herein are based on information gathered from the borings drilled during this investigation using that degree of care and skill ordinarily exercised under similar circumstances by competent members of the engineering profession. No warranties can be made regarding the continuity of conditions surrounding the borings. U:\1743\active\ \civil\geotechnical\Report 7

11 _GeoTech_Preliminary - Feburary 2011_11/40 Appendix A Site Plan

12 _GeoTech_Preliminary - Feburary 2011_12/40

13 _GeoTech_Preliminary - Feburary 2011_13/40 Appendix B Boring Logs

14 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_14/40 Page: 1 of 2 Project Number Project Name County Project Type Supervisor Logged By CSO - 12 Sewer Separation Hamilton, OH Geotechnical Exploration K. Blakley Location Boring No. 1 Surface Elevation Date Started K. Blakley Driller S. Bradford Depth to Water 24.6 ft Depth to Water Stock Ave; Sta , Offset 7' Rt ft 11/30/10 Completed 11/30/10 Total Depth Date/Time Date/Time 4 ft 11/30/10 Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Top of Hole Asphalt Pavement Rock Core Lean Clay, brown and gray, moist, medium stiff to very stiff, FILL RQD SPT-1 Run Rec. Ft. Rec. % Run Depth 28 Remarks %Gra=0 %CS=0 %MS=1 %FS=3 %Silt=45 %Clay=51 SPT SPT-3 SPT %Gra=0 %CS=0 %MS=1 %FS=6 %Silt=48 %Clay= Sand, brown, dry, dense, fine to medium grained with trace gravel Lean Clay, light brown and gray, damp, stiff Silty Sand, brown, dry, very dense Sandy Silt, brown and gray, dry to damp, medium dense SPT-5A SPT-5B SPT-6 SPT-7 SPT-8 SPT Visual Visual Visual %Gra=0 %CS=0 %MS=2 %FS=30 %Silt=67 %Clay=2 STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/ Silty Sand, brown and gray, moist to wet, medium dense to dense SPT-10 SPT-11 SPT Stantec Consulting, Inc Groundwater encountered during drilling ~30.0' %Gra=0 %CS=0 %MS=1 %FS=58 %Silt=40 %Clay=3 1/27/11

15 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_15/40 Page: 2 of 2 Project Number Location Stock Ave; Sta , Offset 7' Rt. Project Name CSO - 12 Sewer Separation Boring No. 1 Total Depth 4 ft Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Rock Core RQD Run Rec. Ft. Rec. % Run Depth Remarks Silty Sand, brown and gray, moist to wet, medium dense to dense (Continued) No Refusal / Bottom of Hole SPT STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/11 Stantec Consulting, Inc. 1/27/11

16 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_16/40 Page: 1 of 2 Project Number Project Name County Project Type Supervisor Logged By CSO - 12 Sewer Separation Hamilton, OH Geotechnical Exploration K. Blakley Location Boring No. 2 Surface Elevation Date Started K. Blakley Driller S. Bradford Depth to Water 35.0 ft Depth to Water Stock Ave; Sta , Offset 4' Rt ft 11/30/10 Completed 11/30/10 Total Depth Date/Time Date/Time 4 ft 11/30/10 Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Top of Hole Asphalt Pavement Base Gravel Silty Sand, dark brown, moist, very loose, FILL Rock Core RQD SPT-1 SPT-2 Run Rec. Ft Rec. % Run Depth Remarks Groundwater encountered during drilling ~0.6' %Gra=3 %CS=2 %MS=12 %FS=53 %Silt=18 %Clay=13 SPT Sandy Lean Clay, brown, gray and black, moist to wet, soft to medium stiff, brick pieces, FILL SPT-4 SPT SPT SPT-7 SPT %Gra=10 %CS=2 %MS=7 %FS=14 %Silt=35 %Clay=32 STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/ Silty Clay, gray, moist, medium stiff to stiff, brick pieces, FILL Silt, gray, wet, loose to medium dense SPT-9 SPT-10 SPT Stantec Consulting, Inc Visual %Gra=0 %CS=0 1/27/11

17 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_17/40 Page: 2 of 2 Project Number Location Stock Ave; Sta , Offset 4' Rt. Project Name CSO - 12 Sewer Separation Boring No. 2 Total Depth 4 ft Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Rock Core RQD Run Rec. Ft. Rec. % Run Depth Remarks Silt, gray, wet, loose to medium dense (Continued) %MS=0 %FS=0 %Silt=74 %Clay= No Refusal / Bottom of Hole SPT STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/11 Stantec Consulting, Inc. 1/27/11

18 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_18/40 Page: 1 of 2 Project Number Project Name County Project Type Supervisor Logged By CSO - 12 Sewer Separation Hamilton, OH Geotechnical Exploration K. Blakley Location Boring No. 3 Surface Elevation Date Started K. Blakley Driller S. Bradford Depth to Water 28.0 ft Depth to Water Stock Ave; Sta , Offset 8' Rt ft 12/1/10 Completed 12/1/10 Total Depth Date/Time Date/Time 4 ft 12/1/10 Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Top of Hole Asphalt Pavement Rock Core Sandy Lean Clay, brown, gray and black, damp to moist, soft to medium stiff, brick pieces, FILL RQD SPT-1 SPT-2 Run Rec. Ft Rec. % Run Depth Remarks %Gra=8 %CS=2 %MS=8 %FS=17 %Silt=37 %Clay=29 -seam of gray silty sand from 8.4' - 9.0' SPT-3 SPT sand seam from 12.5' ' Lean Clay With Sand, mottled brown and gray, moist, medium stiff Silt, brown and gray, moist to wet, medium stiff to stiff SPT-5 SPT-6 SPT-7 SPT %Gra=0 %CS=0 %MS=2 %FS=15 %Silt=46 %Clay=38 %Gra=0 %CS=0 %MS=0 %FS=5 %Silt=68 %Clay=27 STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/11 SPT-9 SPT-10 SPT Stantec Consulting, Inc Groundwater encountered during drilling ~34.0' 1/27/11

19 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_19/40 Page: 2 of 2 Project Number Location Stock Ave; Sta , Offset 8' Rt. Project Name CSO - 12 Sewer Separation Boring No. 3 Total Depth 4 ft Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Rock Core RQD Run Rec. Ft. Rec. % Run Depth Remarks Silt, brown and gray, moist to wet, medium stiff to stiff (Continued) No Refusal / Bottom of Hole SPT STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/11 Stantec Consulting, Inc. 1/27/11

20 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_20/40 Page: 1 of 2 Project Number Project Name County Project Type Supervisor Logged By CSO - 12 Sewer Separation Hamilton, OH Geotechnical Exploration K. Blakley Location Boring No. 4 Surface Elevation Date Started K. Blakley Driller S. Bradford Depth to Water 11.0 ft Depth to Water Ethan Ave; Sta , Offset 170' Lt ft 12/1/10 Completed 12/1/10 Total Depth Date/Time Date/Time 4 ft 12/1/10 Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Top of Hole Asphalt Pavement Brick Pavers Concrete Gravel Base Sandy Lean Clay, gray, moist, soft to medium stiff, organics present, FILL Lean Clay, greenish gray, moist, soft Silt, gray, moist to wet, loose to medium dense Rock Core -sandy from 17.5' to 19.0' RQD SPT-1 SPT-2 SPT-3 SPT-4 SPT-5 SPT-6 SPT-7 Run Rec. Ft Rec. % Run Depth Visual Remarks %Gra=0 %CS=0 %MS=0 %FS=5 %Silt=50 %Clay=45 Groundwater encountered during drilling ~15.0' %Gra=0 %CS=0 %MS=0 %FS=3 %Silt=83 %Clay=14 SPT STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/ SPT-9 SPT-10 SPT Stantec Consulting, Inc %Gra=0 %CS=0 1/27/11

21 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_21/40 Page: 2 of 2 Project Number Location Ethan Ave; Sta , Offset 170' Lt. Project Name CSO - 12 Sewer Separation Boring No. 4 Total Depth 4 ft Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Rock Core RQD Run Rec. Ft. Rec. % Run Depth Remarks Silt, gray, moist to wet, loose to medium dense, more clay than layer above (Continued) %MS=0 %FS=1 %Silt=60 %Clay= No Refusal / Bottom of Hole SPT STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/11 Stantec Consulting, Inc. 1/27/11

22 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_22/40 Page: 1 of 2 Project Number Project Name County Project Type Supervisor Logged By CSO - 12 Sewer Separation Hamilton, OH Geotechnical Exploration K. Blakley Location Boring No. 5 Surface Elevation Date Started K. Blakley Driller S. Bradford Depth to Water 26.5 ft Depth to Water Ethan Ave; Sta , Offset 161' Lt ft 12/1/10 Completed 12/1/10 Total Depth Date/Time Date/Time 4 ft 12/1/10 Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Top of Hole Asphalt Pavement Brick Pavers Concrete Gravel Base Rock Core RQD SPT-1 Run Rec. Ft. 0.9 Rec. % Run Depth 8 Remarks Sandy Lean Clay, brown and black, damp, stiff, concrete and brick fragments, FILL, visual Clayey Sand, brown, moist, loose Lean Clay, brown and gray, damp to moist, medium stiff to stiff -mostly gray at 12.5' SPT-2 SPT-3 SPT-4 SPT %Gra=2 %CS=0 %MS=15 %FS=38 %Silt=24 %Clay=20 SPT-6 SPT %Gra=0 %CS=0 %MS=0 %FS=2 %Silt=49 %Clay= Silt, gray, moist to wet, loose to medium dense SPT STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/11 SPT-9 SPT-10 SPT Stantec Consulting, Inc %Gra=0 %CS=0 %MS=0 %FS=8 %Silt=79 %Clay=13 Groundwater encountered during drilling ~35.0' 1/27/11

23 SUBSURFACE LOG _GeoTech_Preliminary - Feburary 2011_23/40 Page: 2 of 2 Project Number Location Ethan Ave; Sta , Offset 161' Lt. Project Name CSO - 12 Sewer Separation Boring No. 5 Total Depth 4 ft Lithology Overburden Sample # Depth Rec. Ft. Blows Mois.Cont. % Elevation Depth Description Rock Core RQD Run Rec. Ft. Rec. % Run Depth Remarks Silt, gray, moist to wet, loose to medium dense (Continued) No Refusal / Bottom of Hole SPT STANTEC/FMSM_LEGACY GPJ FMSM-GRAPHIC LOG.GDT 1/27/11 Stantec Consulting, Inc. 1/27/11

24 _GeoTech_Preliminary - Feburary 2011_24/40 Appendix C Summary of Laboratory Results

25 _GeoTech_Preliminary - Feburary 2011_25/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-1, 5.0'-6.5' Lab ID 2 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 25.9 Prepared: Dry Liquid Limit: 33 Plastic Limit: 20 Particle Size Analysis Plasticity Index: 13 Preparation Method: ASTM D 421 Activity Index: 0.36 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: CL Medium Sand Group Name: Lean clay Fine Sand Silt Clay AASHTO Classification: A-6 ( 12 ) Comments: File: frm_ _sum_2 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

26 _GeoTech_Preliminary - Feburary 2011_26/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-1, 7.5'-9.0' Lab ID 3 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 23.3 Prepared: Dry Liquid Limit: 30 Plastic Limit: 17 Particle Size Analysis Plasticity Index: 13 Preparation Method: ASTM D 421 Activity Index: 0.41 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: CL Medium Sand Group Name: Lean clay Fine Sand Silt Clay AASHTO Classification: A-6 ( 11 ) Comments: File: frm_ _sum_3 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

27 _GeoTech_Preliminary - Feburary 2011_27/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-1, 20.0'-2' Lab ID 9 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 3.9 Prepared: Dry Liquid Limit: --- Plastic Limit: Non Plastic Particle Size Analysis Plasticity Index: --- Preparation Method: ASTM D 421 Activity Index: Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: 3/8" California Bearing Ratio No Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: ML Medium Sand Group Name: Sandy silt Fine Sand Silt Clay AASHTO Classification: A-4 ( 0 ) Comments: File: frm_ _sum_9 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

28 _GeoTech_Preliminary - Feburary 2011_28/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-1, 30.0'-3' Lab ID 12 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 28.0 Prepared: Dry Liquid Limit: --- Plastic Limit: Non Plastic Particle Size Analysis Plasticity Index: --- Preparation Method: ASTM D 421 Activity Index: Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: SM Medium Sand Group Name: Silty sand Fine Sand Silt Clay AASHTO Classification: A-4 ( 0 ) Comments: File: frm_ _sum_12 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

29 _GeoTech_Preliminary - Feburary 2011_29/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-2, 2.5'-4.0', 5.0'-6.5', 7.5'-9.0' Lab ID 15 County Hamilton, OH Date Received Sample Type SPT Comp Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 18.2 Prepared: Dry Liquid Limit: --- Plastic Limit: Non Plastic Particle Size Analysis Plasticity Index: --- Preparation Method: ASTM D 421 Activity Index: Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: 3/4" /8" California Bearing Ratio No Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: SM Medium Sand Group Name: Silty sand Fine Sand Silt Clay AASHTO Classification: A-2-4 ( 0 ) Comments: File: frm_ _sum_15 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

30 _GeoTech_Preliminary - Feburary 2011_30/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-2, 17.5'-19.0' Lab ID 22 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 25.0 Prepared: Dry Liquid Limit: 35 Plastic Limit: 21 Particle Size Analysis Plasticity Index: 14 Preparation Method: ASTM D 421 Activity Index: 0.64 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: 3/4" /8" California Bearing Ratio No Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: CL Medium Sand Group Name: Sandy lean clay Fine Sand Silt Clay AASHTO Classification: A-6 ( 8 ) Comments: File: frm_ _sum_22 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

31 _GeoTech_Preliminary - Feburary 2011_31/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-2, 35.0'-36.5' Lab ID 26 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 28.2 Prepared: Dry Liquid Limit: --- Plastic Limit: Non Plastic Particle Size Analysis Plasticity Index: --- Preparation Method: ASTM D 421 Activity Index: Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: ML Medium Sand Group Name: Silt Fine Sand Silt Clay AASHTO Classification: A-4 ( 0 ) Comments: File: frm_ _sum_26 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

32 _GeoTech_Preliminary - Feburary 2011_32/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-3, 2.5'-4.0' Lab ID 28 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 24.5 Prepared: Dry Liquid Limit: 34 Plastic Limit: 19 Particle Size Analysis Plasticity Index: 15 Preparation Method: ASTM D 421 Activity Index: 0.68 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: 3/4" /8" California Bearing Ratio No Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: CL Medium Sand Group Name: Sandy lean clay Fine Sand Silt Clay AASHTO Classification: A-6 ( 8 ) Comments: File: frm_ _sum_28 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

33 _GeoTech_Preliminary - Feburary 2011_33/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-3, 15.0'-16.5' Lab ID 33 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 20.1 Prepared: Dry Liquid Limit: 38 Plastic Limit: 18 Particle Size Analysis Plasticity Index: 20 Preparation Method: ASTM D 421 Activity Index: 0.63 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand 0.0 Unified Group Symbol: CL Medium Sand --- Group Name: Lean clay with sand Fine Sand Silt Clay AASHTO Classification: A-6 ( 16 ) Comments: File: frm_ _sum_33 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

34 _GeoTech_Preliminary - Feburary 2011_34/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-3, 20.0'-2' Lab ID 35 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method B Moisture Content (%): 24.8 Prepared: Dry Liquid Limit: 23 Plastic Limit: 20 Particle Size Analysis Plasticity Index: 3 Preparation Method: ASTM D 421 Activity Index: 0.16 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: ML Medium Sand Group Name: Silt Fine Sand Silt Clay AASHTO Classification: A-4 ( 1 ) Comments: File: frm_ _sum_35 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

35 _GeoTech_Preliminary - Feburary 2011_35/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-4, 10.0'-1' Lab ID 43 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 25.2 Prepared: Dry Liquid Limit: 32 Plastic Limit: 20 Particle Size Analysis Plasticity Index: 12 Preparation Method: ASTM D 421 Activity Index: 0.41 Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: CL Medium Sand Group Name: Lean clay Fine Sand Silt Clay AASHTO Classification: A-6 ( 11 ) Comments: File: frm_ _sum_43 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

36 _GeoTech_Preliminary - Feburary 2011_36/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-4, 15.0'-16.5' Lab ID 45 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 27.5 Prepared: Dry Liquid Limit: --- Plastic Limit: Non Plastic Particle Size Analysis Plasticity Index: --- Preparation Method: ASTM D 421 Activity Index: Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: ML Medium Sand Group Name: Silt Fine Sand Silt Clay AASHTO Classification: A-4 ( 0 ) Comments: File: frm_ _sum_45 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK

37 _GeoTech_Preliminary - Feburary 2011_37/40 Summary of Soil Tests Project Name CSO-12 Project Number Source B-4, 35.0'-36.5' Lab ID 50 County Hamilton, OH Date Received Sample Type SPT Date Reported Test Results Natural Moisture Content Atterberg Limits Test Method: ASTM D 2216 Test Method: ASTM D 4318 Method A Moisture Content (%): 26.6 Prepared: Dry Liquid Limit: --- Plastic Limit: Non Plastic Particle Size Analysis Plasticity Index: --- Preparation Method: ASTM D 421 Activity Index: Gradation Method: ASTM D 422 Hydrometer Method: ASTM D 422 Moisture-Density Relationship Particle Size % Test Not Performed Sieve Size (mm) Passing Maximum Dry Density (lb/ft 3 ): Maximum Dry Density (kg/m 3 ): Optimum Moisture Content (%): Over Size Correction %: California Bearing Ratio Test Not Performed No Bearing Ratio (%): No Compacted Dry Density (lb/ft 3 ): No Compacted Moisture Content (%): Specific Gravity estimated Estimated Plus 3 in. material, not included: 0 (%) Particle Size: No. 10 Specific Gravity at 20 Celsius: 2.70 ASTM AASHTO Range (%) (%) Gravel Classification Coarse Sand Unified Group Symbol: ML Medium Sand Group Name: Silt Fine Sand Silt Clay AASHTO Classification: A-4 ( 0 ) Comments: File: frm_ _sum_50 Sheet: Summary Preparation Date: 1998 Revision Date: Stantec Consulting Services Inc. Laboratory Document Prepared By: MW Approved BY: TLK