Wesselman Road Sewer Phase 2-A Contract 2, Project ID Date Issued: October 13, 2014

Transcription

1 Wesselman Road Sewer Phase 2A Contract 2, Project ID Date Issued: October 13, 2014 ADDENDUM NO. 1 This addendum will only be distributed via , but will remain available for viewing on the MSDGC website at on the projectspecific web page. No hard copy will follow. NOTE: Please be sure to enter the TOTAL NUMBER of Addenda issued on the Official Bid Form contained in the Bid Document prior to submitting your bid. The attention of all bidders is directed to the following additions and/or deletions to the Contract Documents. ADDED ITEMS ARE UNDERLINED AND DELETED ITEMS ARE STRUCK THROUGH The Contract Documents for the above referenced project are amended and revised as follows: GEOTECHNICAL REPORT The geotechnical report was not originally posted on the project webpage, but is attached herein. Page 1 of 1

2 REPORT GEOTECHNICAL INVESTIGATION WESSELMAN ROAD INTERCEPTOR SEWER PHASE 2A, CONTRACT 2 SANITARY SEWER NO. 3831, CIP 9544 METROPOLITAN SEWER DISTRICT OF GREATER CINCINNATI For: Jacobs 1880 Waycross Road Cincinnati, OH Submitted by: 9420 Towne Square Avenue, Suite 22 Cincinnati, OH Voice: November 22, 2010

3 TABLE OF CONTENTS 1. INTRODUCTION LOCATION AND SITE CONDITIONS GEOLOGY HYDROGEOLOGY HYDROLOGY PROPOSED CONSTRUCTION FIELD INVESTIGATION PROGRAM LABORATORY TESTING SUBSURFACE CONDITIONS ANALYSIS AND RECOMMENDATIONS SEWER INSTALLATION METHODS PIPE DESIGN RELATED RECOMMENDATIONS VERTICAL EXCAVATION SUPPORT CONSTRUCTION CONSIDERATIONS EXCAVATION DEWATERING BACKFILL QUALIFICATIONS REFERENCES LIST OF TABLES TABLE 1: BORING SUMMARY...4 TABLE 2: UNCONFINED COMPRESSION TEST RESULTS...5 TABLE 3: VERTICAL EARTH LOAD ON PIPE...7 LIST OF EXHIBITS (EXHIBITS FOLLOW TEXT) 1. Boring Location Plan 2. Lateral Earth Pressure for Braced Excavation Design in Stiff Clay LIST OF APPENDICES APPENDIX A: LOG OF BORINGS AND ROCK CORE PHOTOGRAPHS APPENDIX B: LABORATORY TEST REPORTS

4 REPORT GEOTECHNICAL INVESTIGATION WESSELMAN ROAD INTERCEPTOR SEWER PHASE 2A, CONTRACT 2 SANITARY SEWER NO. 3831, CIP 9544 METROPOLITAN SEWER DISTRICT OF GREATER CINCINNATI 1. Introduction This report presents the results of the geotechnical investigation for Contract 2 of Phase 2A of the Wesselman Road Interceptor sanitary sewer now being constructed in the community of Dent in Green Township. Green Township is located in central Hamilton County and within the Greater Cincinnati area. The investigation was conducted in general accordance with the Barr & Prevost proposal to Jacobs dated March 16, The Metropolitan Sewer District of Greater Cincinnati (MSDGC) will own the proposed sewer, and the investigation has been conducted in accordance with its guidance. This effectively extends the exploration conducted for Contract 1 by Barr & Prevost (Barr & Prevost, 2010) and borings were numbered consecutively for the whole of Phase 2A. The purpose of the investigation is to characterize the subsurface conditions along the proposed alignment, perform geotechnical analyses, and provide recommendations for the use of selected geotechnical parameters necessary for the design and installation of the sewer. 2. Location and Site Conditions The overall Wesselman Road Interceptor consists of approximately 10,200 feet of sanitary sewer. Phase 2A, Contract 2 of the work is the ~4,000foot long segment south of Wesselman Road starting near the intersection with Ebenezer Road and ending near the crossing of Hutchinson Road by the south fork of Taylor Creek (aka Wesselman Creek), west of Flyview Circle. The project area is shown on Exhibit 1. The proposed sewer alignment follows Wesselman Creek, which trends NorthSouth at this location, rising from elevation 740 feet at the Wesselman Road intersection to about 780 feet at the terminus of the contract at Hutchinson Road. The valley is steep sided with slopes extending up to a highly dissected plateau at about elevation feet.

5 Wessleman Road Interceptor Phase 2A, Contract 2 Page Geology Physiographically, the site of the proposed sewer is in the Bluegrass Section of the Interior Lowland Plateaus Province, part of the Interior Plains region of Ohio (Brockman, 1998). This is characterized as a dissected plateau with moderate relief. The area is underlain by nearly horizontal thinbedded limestone and shale representing the Cincinnatian Series of the Upper Ordovician that have been uplifted to about 900 ft and then dissected by streams and rivers to depths of at least 400 ft in the case of major drainages (Fenneman, 1916). These large valleys were then partially infilled by glacial outwash and the high ground between them is frequently capped with glacial till and/or loess. The rocks beneath the sewer alignment are mapped as predominantly limestone deposits of the Grant Lake and Fairview formations (Ford & Swinford, 1996). The contact between the Grant Lake and underlying Fairview generally occurs at about elevation 760 feet; so with the creek bed elevation ranging from about feet along the proposed sewer alignment, it is likely that both formations will be encountered. The Fairview and Grant Lake both are a series of alternating shales and limestones, with shale tending to dominate in the Cincinnati area (Schumacher et. al., 1991). No karst has been mapped in the immediate area (ODNR, 2002). Topography and soil coverage tend to reflect the effects of glaciation. PreIllinoian till is found to the west of Cincinnati and on ridge tops within the general study area where it is informally known as the Cincinnati till, it is mapped as being less than 10 ft in thickness (Brockman et al, 2004). This till is a clayloam till, and may be overlain by wellweathered loess. It is highly weathered, leached, brown in color and likely to be thin to absent on slopes. The proposed sewer alignment generally tracks the valley floor and overburden thickness is likely to be small. The Hamilton County Soil Map (USDA, 2010) shows the shallow natural soils in the area to be loams (silty, clayey, and/or sandy) and most are somewhat to very limited in their capacity to support shallow excavations. Earthquake hazard analysis in this part of the country is dominated by proximity to the New Madrid Fault Zone (NMFZ) approximately 330 miles to the southwest. Possible future movements along this fault could generate earthquakes of magnitude with a recurrence period of 500 1,500 years (USGS, 2008). The resulting ground motion would be experienced over a wide area, with Cincinnati located within the likely zone of influence. A cluster of earthquake epicenters of lesser magnitude (< ~ magnitude 5) about 150 miles north of Cincinnati indicates another potential earthquake source area that is contributory to seismic risk (ODNR, 2005).

6 Wessleman Road Interceptor Phase 2A, Contract 2 Page Hydrogeology The Hamilton County groundwater resources map (Walker, 1986) shows the Dent area in the interior of a large area of low groundwater yield. Three test wells in the general vicinity encountered shale at depths of 2 21 feet and no productive yields were reported to depths of more than 120 feet (ODNR, 2010). Based on the USGS topographic map of the area, the south fork of Taylor Creek changes from a blue line (perennial) to ephemeral stream just south of the Dent Road crossing. The elevation of the stream at this location is about 748 feet msl and may indicate the elevation of the regional water table. Much of the proposed sewer alignment is located such that the pipe invert is 5 10 ft below the creek bed at elevations as low as 732 feet msl Hydrology The south fork of Taylor Creek is shown as Wessleman Creek on the FEMA flood mapping (USDHS, 2010) and shown as a special flood hazard area subject to inundation by the 1% annual chance flood in the very northern portion of the study area between Dent Road and Wesselman Road. 3. Proposed Construction The sewer will be a 24"diameter pipe with depth of burial (to approximate invert elevation) of 1023 feet. At Hutchinson Road there will be a need to jack and bore the pipe beneath an existing largediameter culvert. This segment will be 60 feet in length and the thrust and receiving pits will be on the order of feet in depth. An alternate design calls for a 207ft long jack and bores in this area. 4. Field Investigation Program Four borings were drilled along the proposed sewer alignment at approximate locations shown on Figure 1. They were drilled by Barr & Prevost, Inc. (BPI) between October 25 and 27, Boring depths were selected so that the exploration extended at least 3 ft below the invert of the sewer. At least 5 ft of the bedrock core was obtained from each boring. Bedrock was encountered in each of the borings as indicated in Table 1.

7 Wessleman Road Interceptor Phase 2A, Contract 2 Page 4 Boring (1) Depth to Invert (feet) Ground Elevation (feet) Table 1: Boring Summary Station Depth of Groundwater Depth to Bedrock (feet) Actual Boring Depth (feet) B not encountered B not encountered B not encountered B (1) Boring numbers are consecutive to those drilled for Contract 1. The borings were drilled using a truckmounted CME 55 rig with 3.25inch diameter hollow stem augers and NQ coring equipment. Soil samples were recovered at intervals of 2.5 feet using a split spoon sampler (ASTM method D 1586 Test Method for Penetration Test and Split Barrel Sampling of Soils) and placed in sealed jars. The standard penetration test (SPT) was conducted using a CME auto hammer that has been calibrated as being 89.4% efficient and which results in N values that must be converted to N 60 for use in analysis or for correlation purposes. Rock cores were also collected. Field boring logs were prepared by Barr & Prevost's field personnel, including lithological description, and standard penetration test results recorded as blows per 6inch increment of penetration. Groundwater observations were recorded at the end of each boring. Groundwater was encountered during the investigation as noted in the table above. Boring logs were prepared by Barr & Prevost based on the information obtained from the field logs and a review of the samples in the laboratory by a geologist. Final classification of the soil strata took place once the laboratory test results became available. The logs of the borings are presented in Appendix A. Each boring was sealed with bentonite grout and concrete upon completion. Soil samples will be retained at the laboratory for 60 days following report submittal, after which time they will be discarded. 5. Laboratory Testing Selected soil and rock samples were subjected to a laboratory testing program to develop information regarding the physical properties of the materials encountered. All splitspoon soil samples were tested for natural moisture content, the results of which are shown on the boring logs (Appendix A). Soil classification related testing (Atterberg limits, and particle size analysis) was conducted on representative samples. Unconfined compression testing was conducted on selected rock core samples. The laboratory test reports are included in Appendix B, and summarized in Table 2.

8 Wessleman Road Interceptor Phase 2A, Contract 2 Page 5 Boring Depth (feet) Table 2: Unconfined Compression Test Results Dry Unit Wt. (pcf) MC (%) Unconfined Compressive Strength (psi) Comments B weak shale B ,560 slightly strong shale B ,254 weak shale 6. Subsurface Conditions Descriptions of the soils and rock encountered during the investigation are provided on the log of borings in Appendix A. The general stratigraphy is consistent with the geological model described above. Two of the borings (B004 and B007) were drilled through or adjacent to a road and the upper materials encountered relate to their construction. At B004 this consists of 2" of asphalt, 8" of granular base and about 2.5 ft of fill. Boring B007 was drilled adjacent to Hutchinson Road and penetrated 5.5 ft of fill before natural materials were encountered. Fill depths at the roadway approaches to the creek vary from zero to about 10 ft depending on the proximity to the channel. The embankment fill generally consists of clay with silt, sand and gravel probably reworked glacial till. The fill appears to be placed directly overlying bedrock at B004. B005 is located in an area that may be within the floodplain of the creek and the shallow soil is 3.5 ft of medium stiff silty clay with some sand, gravel and organics. The uppermost natural soils at B007 appear to be a similar material, also 3.5 ft in thickness. At B006, located on the valley way, the shallow soil appears to be hard glacial till extending to bedrock at a depth of 8.5 ft. Bedrock was cored in each boring consisting of interbedded shale and limestone. The geologic model suggested that shale would be the dominant material in the Fairview Formation and this is true at the lower elevations of B004 and B005. At the other two borings limestone dominates. The interbeds are generally just a few inches thick rarely more than 12 inches (see photo log, Appendix A). The core represents a complete record of the bedrock interval from about elevation 787 feet to 737 feet, with the exception of a 9ft zone from to ft, assuming that the materials are bedded horizontally, as is reported. The shale is unweathered as indicated by its gray color. The material is fine grained, very weak to slightly strong, and thinly bedded. In contrast, the limestone is very strong. It is fossiliferous, thinly bedded and moderately fractured. Unconfined compressive strength of these materials is variable

9 Wessleman Road Interceptor Phase 2A, Contract 2 Page 6 depending on the influence of shaley zones within the limestone rock mass. The average measured strength of the shale is 1,240 psi. Limestone strength is expected to average ~3,000 psi, as indicated during the Contract 1 explorations. Groundwater was encountered in only one boring at an elevation of ~780 ft, slightly above the creek bed level at B007. It should be noted that the measured water level was not necessarily stabilized but is indicative of the general presence of groundwater at this elevation. At other locations where the boring penetrated well below the creek bottom, fracture permeability was obviously insufficient to allow accumulation of groundwater in the borehole in the time available. 7. Analysis and Recommendations 7.1. Sewer Installation Methods Installation of the sewer will require trench, manhole and pit excavation to depths of up to about 22 feet, of which a large portion will be in bedrock. Bedrock excavation will be challenging because of the high strength limestone layers that make up the majority of the formation in Boring B006 and B007. This may require use of a special rock trenching machine or explosives. Microtunneling may be a feasible alternative for more than just the culvert crossings, given the depth and the need to mobilize this equipment anyway Pipe Design Related Recommendations This report presents information on earth loading only, and does not address potential axial loads that might be experienced during pipe jacking if that installation method is selected. The designer should ensure that the pipe integrity is maintained under stresses created during jacking, as specified by the installation contractor. The following table provides an estimate of the vertical earth load on a 24inch diameter pipe installed using the open cut method and using a trench shield with nearvertical trench walls. Granular (sandy) backfill is assumed. The values are based on the Marston equation (NCPI, 2006).

10 Wessleman Road Interceptor Phase 2A, Contract 2 Page 7 Location Table 3: Vertical Earth Load on Pipe B004, B 005 B006 B007 Pipe Diameter (in) Pipe Crown Depth (feet) Trench Width (inches) Vertical Earth Load (plf) 2,190 2,350 2,950 Trench Width (inches) Vertical Earth Load (plf) 2,620 2,820 4,050 Note: assumes imported granular backfill. Vertical pressures are influenced strongly by the width of the trench for open cut construction. Note that it is the trench width in the zone above the pipe crown that is considered when computing the load on pipes installed in trenches with sloping walls. The use of excavated material as backfill material will result in an increase of about 25% over the values presented in Table 3. The vertical load on pipes installed by micro tunneling through bedrock is significantly reduced because of the support provided by the rock. Maximum pressures are likely to be those imposed by grouting the annulus between the pipe and drilled rock, if this method of construction is adopted Vertical Excavation Support A temporary retaining system will be required to support that portion of the vertical walls of pits and trenches excavated in the course of the sewer and manhole installation above bedrock. The design of such a system for support of soil should consider a trapezoidal earth pressure distribution as shown in Exhibit 2. Allowance should be made for surcharge loads (such as traffic excavated spoil, or construction equipment) that might be imposed near the retaining system. Surcharge loads should not impact trench stability if they are maintained a distance at least the supported trench depth away from its edge. Intact rock side walls should be stable at a nearvertical inclination unless blasting has significantly damaged the surrounding material. 8. Construction Considerations Following are general construction related recommendations for open cut construction of the sewer; a specialty contractor should address trenchless installation issues.

11 Wessleman Road Interceptor Phase 2A, Contract 2 Page Excavation Excavations should be performed in compliance with local, state and federal regulations. The potential effect of ground movements on nearby structures, roadways and utilities should be considered when planning the construction program. If sloped excavations in the overburden are considered for the open cut method of installation, the walls should be sloped not steeper than 2 horizontal to 1 vertical (2:1) Dewatering Significant inflow of groundwater into open excavations terminated above the elevation of the creek bottom is not anticipated, although as stated earlier, the possibility of perched ground water at the soil/bedrock interface cannot be ruled out. Below the creek bottom, it is possible that significant flow could occur if open fractures in the bedrock are present. Surface water should be directed away from open excavations and the bottom of those excavations should be sloped where possible to promote the drainage of unwanted water to points from which it can be pumped Backfill All backfill material should be as specified, and preapproved by the site engineer. It should be free of organic materials and debris. For backfill against structures such as manholes, porous granular material is recommended. Backfill under roads should also consist of granular material to facilitate compaction and minimize future settlement. 9. Qualifications This investigation was performed in accordance with accepted geotechnical engineering practice for the purpose of determining sewer design related recommendations only. Verification of the subsurface conditions for purposes of determining contamination, difficulty of excavation, the effect of excavation on slope stability or existing structures, is beyond the scope of this study. The analyses and recommendations submitted in this report are based upon the data obtained from the borings drilled at the locations shown on Exhibit 1, and presented on the Boring Logs (Appendix A). This report does not reflect any variations that may occur between the borings or elsewhere on the site, or variations whose nature and extent may not become evident until a later stage of construction. In the event that any changes in the nature, design or location of the proposed sewer are made, the conclusions and recommendations contained in this report should not be considered valid until the changes are reviewed, and the conclusions and recommendations in this report have been modified or verified in writing by a geotechnical engineer. It has been a pleasure to be of service to Jacobs and the Metropolitan Sewer District of Greater Cincinnati on this project. Please call if there are any questions, or if we can be of further service.

12 Wessleman Road Interceptor Phase 2A, Contract 2 Page 9 Respectfully Submitted, Barr & Prevost Caroline Duffy, P.E. Project Manager Stuart Edwards, P.E. Geotechnical Engineer

13 Wessleman Road Interceptor Phase 2A, Contract 2 Page REFERENCES Barr & Prevost, Geotechnical Investigation Report, Wesselman Road Interceptor Sewer, Phase 2 A, Contract 1, Sanitary Sewer No. 3831, CIP Prepared for Jabobs. August 25, Brockman S.C., Physiographic Regions of Ohio. Ohio Department of Natural Resources Division of Geological Survey Brockman, C.S., Pavey, R.P., Schumacher, G.A., Shrake, D.L., Swinford, E.M., and Vorbau, K.E., Surficial Geology of the Ohio Portions of the Cincinnati and Falmouth 30 X 60minute quadrangles. Ohio Division of Geological Survey Map SG2 CincinnatiFalmouth, scale 1:100,000. Fenneman, N.M., Geology of Cincinnati and Vicinity, Fourth Series. Bulletin 19, Geological Survey of Ohio. Ford, J.P. and MacSwinford E., OpenFile Map: BGB5B6, Bedrock Geology of the Addyston, KentuckyOhio Quadrangle (Ohio Portion). Ohio Department of Natural Resources, Division of Geological Survey. January 1, GoogleImagery, DigitalGlobe, USDA Farm Survey Agency, GeoEye, U.S. Geological Survey, Sanborn Map. National Clay Pipe Institute, Clay Pipe Engineering Manual, Ohio Department of Natural Resources, Water Well Log Report. Division of Soil & Water Resources, Ground Water Mapping & Technical Services, July 27, Ohio Department of Natural Resources, Ohio Karst Areas. Division of Geological Survey Ohio Department of Natural Resources, Division of Geological Survey. Earthquake Epicenters in Ohio and Adjacent Areas. U.S. Department of Agriculture, Web Soil Survey, National Cooperative Soil Survey. Natural Resource Conservation Service. Schumacher, G.A., MacSwinford, E., Shrake, D.L., Lithostratigraphy of the Grant Lake Limestone and Grant Lake Formation (Upper Ordivician) in Southwestern Ohio. Ohio Journal of Science 91(1):5668, U.S. Department of Homeland Security, FIRM Flood Insurance Rate Map Hamilton County, Ohio and Incorporated Areas Panel 191&192 of 390. Map Number 39061C0192E&39061C0191E Map. Revised February 17, Federal Emergency Management Agency. National Flood Insurance Program. U.S. Department of the Interior, Addyston Quadrangle OhioKentucky, 7.5 Minute Series (Topographic). U.S. Geological Survey. NIMA 4062 II NWSeries V852.

14 Wessleman Road Interceptor Phase 2A, Contract 2 Page 11 Vormelker, J.D. and Vorbau, OpenFile Map: BTB5B6, Bedrock Topography of the Addyston, OhioKentucky Quadrangle (Ohio Portion). Department of Natural Resources, Division of Geological Survey. November 14, Walker, A.C., GroundWater Resources of Hamilton County. Ohio Department of Natural Resources.

15 Wesselman Road 8+80 B Dent Dr. B005 B006 Wesselman Creek Harrison Ave, Legend Approximate Boring Location Proposed Sewer Alignment N Note: Borings B001, B002 & Boring B003 were drilled as part of Contract 1 (Barr & Prevost, 2010) Hutchinson Road B Approximate Scale in Feet Photograph Source: Image U.S. Geological Survey (Imagery Date 7/2/10) 2010 Google Area of Detail Exhibit 1 FULTON LUCAS WILLIAMS OTTAWA DEFIANCE HENRY WOOD SANDUSKY PAULDING SENECA PUTNAM HANCOCK VAN WERT WYANDOT ALLEN ERIE HURON LAKE ASHTABULA GEAUGA CUYAHOGA LORAIN TRUMBULL PORTAGE MEDINA MAHONING WAYNE STARK COLUMBIANA HARDIN MERCER AUGLAIZE MARION CARROLL HOLMES TUSCA LOGAN KNOW RAWAS SHELBY UNION DELAWARE COSHOCTON HARRISON DARKE CHAMPAIGN MAIMI LICKING GUERNSEY BELMONT CLARK FRANKLIN PREBLE MONT GOMERY FAIRFIELD NOBLE MONROE GREENE PICKAWAY PERRY MORGAN FAYETTE HOCKING WASHINGTON BUTLER WARREN CLINTON ROSS ATHENS VINTON HAMILTON HIGHLAND PIKE MEIGS JACKSON BROWN ADAMS SCIOTO GALLIA CLERMONT MADISON RICKLAND CRAWFORD MORROW LAWRENCE ASHLAND MUSKINGUM SUMMIT JEFFERSON Wesselman Road 74 Cincinnati Boring Location Plan Wesselman Road Interceptor Sewer Phase 2A, Contract 2 Sanitary Sewer No CIP 9544

16 Surcharge loads should be considered when applied within these limits H 0.25H H σ Horiz 0.50H 0.25H σ Horiz σ Horiz = 26 x H(ft) psf short term (<24 hours) (1) = 52 x H(ft) psf long term (>24 hours) (1) Exhibit 2 (1) Source: DM7.02 Foundations and Earth Structures, Naval Facilities Engineering Command, 1986 Lateral Earth Pressure for Braced Excavation Design in Stiff Clay Wesselman Road Interceptor Sewer Phase 2A, Contract 2 Sanitary Sewer No CIP 9544

17 APPENDIX A LOGS OF BORINGS AND ROCK CORE PHOTOGRAPHS

18 PROJECT: WESSELMAN ROAD SEWER DRILLING FIRM / OPERATOR: B&P / P.WEBB DRILL RIG: MOBILE B57 ORV STATION / OFFSET: 8+80, CL TYPE: PHASE 2A CONTRACT 2 SAMPLING FIRM / LOGGER: B&P / R.WEBB HAMMER: DIEDRICH AUTOMATIC ALIGNMENT: PID: BR ID: DRILLING METHOD: 3.25" HSA / NX CALIBRATION DATE: 10/5/07 ELEVATION: (MSL) EOB: 15.5 ft. START: 10/26/10 END: 10/26/10 SAMPLING METHOD: SPT ENERGY RATIO (%): 89.4 LAT / LONG: Not Recorded MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG DEPTHS N AND NOTES RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC 2.0", ASPHALT 8.0", AGGREGATE BASE HARD, DARK GRAY MOTTLED WITH BLACK, SILT AND CLAY, SOME SAND, TRACE GRAVEL, DAMP Contains asphalt fragments. (FILL) LIMESTONE, GRAY, VERY STRONG. INTERBEDDED SHALE (55%) AND LIMESTONE (45%), RQD 48.8%, REC. 80.9%; SHALE, DARK GRAY, UNWEATHERED, VERY WEAK TO SLIGHTLY STRONG, THIN BEDDED, BEDDING DISCONTIUITIES, MODERATELY FRACTURED, TIGHT TO NARROW, VERY ROUGH.; LIMESTONE, GRAY, UNWEATHERED, VERY STRONG, THIN BEDDED, FOSSILIFEROUS, BEDDING DISCONTIUITIES, MODERATELY FRACTURED, TIGHT TO NARROW, VERY ROUGH.. NOTE: Station/Offset and Elevations are approximate TR EOB /3" SS1 SS2 NX1 NX2 NX EXPLORATION ID B ODOT CLASS (GI) A6b (10) Rock (V) CORE CORE CORE PAGE 1 OF 1 HOLE SEALED NOTES: GROUNDWATER NOT ENCOUNTERED. CAVE DEPTH 4.0'. BEDROCK ENCOUNTERED AT 3.5'. ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 1 BAG ASPHALT PATCH; POURED 1 BAG BENTONITE GROUT

19 PROJECT: WESSELMAN ROAD SEWER DRILLING FIRM / OPERATOR: B&P / P.WEBB DRILL RIG: MOBILE B57 ORV STATION / OFFSET: 14+85, CL TYPE: PHASE 2A CONTRACT 2 SAMPLING FIRM / LOGGER: B&P / R.WEBB HAMMER: DIEDRICH AUTOMATIC ALIGNMENT: PID: BR ID: DRILLING METHOD: 3.25" HSA / NX CALIBRATION DATE: 10/5/07 ELEVATION: (MSL) EOB: 15.0 ft. START: 10/26/10 END: 10/26/10 SAMPLING METHOD: SPT ENERGY RATIO (%): 89.4 LAT / LONG: Not Recorded 12.0", TOPSOIL MEDIUM STIFF, BROWN, SILTY CLAY, LITTLE GRAVEL, LITTLE SAND, CONTAINS 1 PIECE OF COARSE LIMESTONE GRAVEL, MOIST Contains roots, partly organic. SHALE, DARK GRAY, FRAGMENTED. MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG DEPTHS N AND NOTES RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC INTERBEDDED SHALE (77%) AND LIMESTONE (23%), RQD 54.4%, REC %; SHALE, DARK GRAY, UNWEATHERED, WEAK TO SLIGHTLY STRONG, THIN TO MEDIUM BEDDED, BEDDING DICONTINUITIES, MODERATELY FRACTURED, TIGHT, VERY ROUGH.; LIMESTONE, GRAY, UNWEATHERED, VERY STRONG, THIN BEDDED, FOSSILIFEROUS, BEDDING DICONTINUITIES, MODERATELY FRACTURED, TIGHT, VERY ROUGH.. NOTE: Station/Offset and Elevations are approximate EOB /5" SS1 SS2 NX1 NX EXPLORATION ID B ODOT CLASS (GI) A6b (10) Rock (V) CORE CORE PAGE 1 OF 1 HOLE SEALED NOTES: GROUNDWATER NOT ENCOUNTERED. CAVE DEPTH 9.0'. BEDROCK ENCOUNTERED AT 4.5'. ABANDONMENT METHODS, MATERIALS, QUANTITIES: NOT RECORDED

20 PROJECT: WESSELMAN ROAD SEWER DRILLING FIRM / OPERATOR: B&P / P.WEBB DRILL RIG: MOBILE B57 ORV STATION / OFFSET: 19+35, CL TYPE: PHASE 2A CONTRACT 2 SAMPLING FIRM / LOGGER: B&P / R.WEBB HAMMER: DIEDRICH AUTOMATIC ALIGNMENT: PID: BR ID: DRILLING METHOD: 3.25" HSA / NX CALIBRATION DATE: 10/5/07 ELEVATION: (MSL) EOB: 20.0 ft. START: 10/27/10 END: 10/27/10 SAMPLING METHOD: SPT ENERGY RATIO (%): 89.4 LAT / LONG: Not Recorded MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG DEPTHS N AND NOTES RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC HARD, BROWN MOTTLED WITH DARK BROWN, CLAY, SOME SILT, TRACE SAND, DAMP 1 SS1 Contains root hairs SS At 3.5' Changes to light brown with little to some gravel. LIMESTONE, GRAY, FRAGMENTED. INTERBEDDED LIMESTONE (74%) AND SHALE (26%), RQD 60.6%, REC. 98.5%; LIMESTONE, GRAY, UNWEATHERED, VERY STRONG, THIN TO MEDIUM BEDDED, FOSSILIFEROUS, BEDDING DISCONTIUITIES, MODERATELY FRACTURED, TIGHT, VERY ROUGH.; SHALE, DARK GRAY, UNWEATHERED, VERY WEAK TO SLIGHTLY STRONG, VERY THIN BEDDED, BEDDING DISCONTIUITIES, MODERATELY FRACTURED, TIGHT, VERY ROUGH.. SHALE, DARK GRAY, UNWEATHERED, WEAK TO SLIGHTLY STRONG, THICK BEDDED, BEDDING DISCONTIUITIES WITH 1" LIMESTONE LAYER AT TOP OF CORE. SLIGHTLY FRACTURED, TIGHT, VERY ROUGH.. NOTE: Station/Offset and Elevations are approximate EOB /5" 50/3" SS2 SS3 SS4 NX1 NX2 NX EXPLORATION ID B ODOT CLASS (GI) A76 (19) A76 (V) A76 (12) Rock (V) CORE CORE CORE PAGE 1 OF 1 HOLE SEALED NOTES: GROUNDWATER NOT ENCOUNTERED. CAVE DEPTH 10.0'. BEDROCK ENCOUNTERED AT 8.5'. ABANDONMENT METHODS, MATERIALS, QUANTITIES: POURED 1 BAG BENTONITE GROUT; SHOVELED SOIL CUTTINGS

21 PROJECT: WESSELMAN ROAD SEWER DRILLING FIRM / OPERATOR: B&P / P.WEBB DRILL RIG: MOBILE B57 ORV STATION / OFFSET: 39+10, CL TYPE: PHASE 2A CONTRACT 2 SAMPLING FIRM / LOGGER: B&P / R.WEBB HAMMER: DIEDRICH AUTOMATIC ALIGNMENT: PID: BR ID: DRILLING METHOD: 3.25" HSA / NX CALIBRATION DATE: 10/5/07 ELEVATION: (MSL) EOB: 20.5 ft. START: 10/25/10 END: 10/25/10 SAMPLING METHOD: SPT ENERGY RATIO (%): 89.4 LAT / LONG: Not Recorded MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG DEPTHS N AND NOTES RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC STIFF, BROWN MOTTLED WITH GRAY, CLAY, SOME SILT, TRACE SAND, TRACE GRAVEL, MOIST SS1 Contains asphalt fragments. (FILL) MEDIUM STIFF, GRAY, SILTY CLAY, SOME SAND, TRACE GRAVEL, MOIST LIMESTONE AND SHALE, FRAGMENTS. INTERBEDDED LIMESTONE (84%) AND SHALE (16%), RQD 0%, REC. 60.8%; LIMESTONE, GRAY, UNWEATHERED, VERY STRONG, THIN BEDDED, FOSSILIFEROUS, BEDDING DISCONTIUITIES, FRACTURED, VERY ROUGH; SHALE, DARK GRAY, UNWEATHERED, WEAK TO SLIGHTLY STRONG, THIN BEDDED, BEDDING DISCONTIUITIES, FRACTURED, VERY ROUGH EOB /3" SS1 SS2 SS3 SS4 NX1 NX EXPLORATION ID B ODOT CLASS (GI) A76 (18) A76 (V) A6b (11) Rock (V) CORE CORE PAGE 1 OF 1 HOLE SEALED NOTE: Station/Offset and Elevations are approximate. NOTES: GROUNDWATER ENCOUNTERED AT 7.0' DURING DRILLING, AT 8.0' AT COMPLETION. CAVE DEPTH 10.0'. BEDROCK ENCOUNTERED AT 9.5'. ABANDONMENT METHODS, MATERIALS, QUANTITIES: PLACED 1 BAG ASPHALT PATCH; POURED.5 BAG BENTONITE GROUT

22 M S D WASTEWATER ENGINEERING Rock CoreB004 Runs 13 Wesselman Road Interceptor Sewer Phase 2A, Contract 2 Sanitary Sewer No CIP 9544

23 M S D WASTEWATER ENGINEERING Rock CoreB005 Runs 12 Wesselman Road Interceptor Sewer Phase 2A, Contract 2 Sanitary Sewer No CIP 9544

24 M S D WASTEWATER ENGINEERING Rock CoreB006 Runs 13 Wesselman Road Interceptor Sewer Phase 2A, Contract 2 Sanitary Sewer No CIP 9544

25 M S D WASTEWATER ENGINEERING Rock CoreB006 Run 3 Continued Wesselman Road Interceptor Sewer Phase 2A, Contract 2 Sanitary Sewer No CIP 9544

26 M S D WASTEWATER ENGINEERING Rock CoreB007 Runs 12 Wesselman Road Interceptor Sewer Phase 2A, Contract 2 Sanitary Sewer No CIP 9544

27 APPENDIX B LABORATORY TEST RESULTS

28 Barr Prevost 5710 Westbourne Avenue Columbus, OH Contact Information Voice: Fax: Unconfined Compressive Strength Test (Project: Wesselman Sewer, Boring B005010, R1, Depth: 12 ft) Specimen Properties Average Dia., D avg (in): Average Height, H avg (in): Area, A (in 2 ): Volume, V (in 3 ): Wet Mass of Specimen (lb): Moisture Content (%): Dry Mass of Specimen (lb): Wet Unit Weight, (lb/ft 3 ): Dry Unit Weight, d (lb/ft 3 ): Tested Date: 11/15/2010 Final Specimen Figure Results Unconfined Compressive Strength (psi): Strain (%): Compressive Stress (psi) Axial Strain, (%) Notes: Classification: Weak Gray SHALE

29 Barr Prevost 5710 Westbourne Avenue Columbus, OH Contact Information Voice: Fax: Unconfined Compressive Strength Test (Project: Wesselman Sewer, Boring B006010, R3, Depth: 18 ft) Tested Date: 11/15/2010 Final Specimen Figure Specimen Properties Average Dia., D avg (in): Average Height, H avg (in): Area, A (in 2 ): Volume, V (in 3 ): Wet Mass of Specimen (lb): Moisture Content (%): Dry Mass of Specimen (lb): Wet Unit Weight, (lb/ft 3 ): Dry Unit Weight, d (lb/ft 3 ): Results Unconfined Compressive Strength (psi): 1254 Strain (%): Compressive Stress (psi) Axial Strain, (%) Notes: Classification: Weak Gray SHALE

30 Barr Prevost 5710 Westbourne Avenue Columbus, OH Contact Information Voice: Fax: Unconfined Compressive Strength Test (Project: Wesselman Sewer, Boring B006010, R2, Depth: 15 ft) Tested Date: 11/15/2010 Final Specimen Figure Specimen Properties Average Dia., D avg (in): Average Height, H avg (in): Area, A (in 2 ): Volume, V (in 3 ): Wet Mass of Specimen (lb): Moisture Content (%): Dry Mass of Specimen (lb): Wet Unit Weight, (lb/ft 3 ): Dry Unit Weight, d (lb/ft 3 ): Results Unconfined Compressive Strength (psi): 1560 Strain (%): Compressive Stress (psi) Axial Strain, (%) Notes: Classification: Slightly Strong Gray SHALE interbedded with LIMESTONE