AN EMPLOYEE OWNED COMPANY

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1 CTL Engineering, Inc Fisher Road, P.O. Box 4448, Columbus, Ohio Phone: 614/ Fax: 614/ AN EMPLOYEE OWNED COMPANY Consulting Engineers Testing Inspection Services Analytical Laboratories Established 127 June 8, 2017 Columbus Engineering Consultants, Inc. 870 Michigan Avenue Columbus, Ohio 4321 Attention: Mr. Tom Hedrick, P.E. Reference: Structure Foundation Exploration Draft Borror Road (T266) Bridge over Patzer Ditch Jackson Township, Franklin County, Ohio CTL Project No COL Dear Mr. Hedrick: CTL Engineering, Inc. has completed the Structure Foundation Exploration report for the above referenced structure. A pdf copy of the draft report is being submitted. Thank you for the opportunity to work with you on this project. If you have any questions or need further information, please feel free to contact our office. Respectfully Submitted CTL ENGINEERING, INC. Joe Grani, P.E. Project Engineer Offices: Ohio, Indiana, West Virginia

2 STRUCTURE FOUNDATION EXPLORATIONDRAFT BORROR ROAD (T266) BRIDGE OVER PATZER DITCH JACKSON TOWNSHIP, FRANKLIN COUNTY, OHIO CTL PROJECT NO COL PREPARED FOR: COLUMBUS ENGINEERING CONSULTANTS 870 MICHIGAN AVE. COLUMBUS, OHIO 4321 PREPARED BY: CTL ENGINEERING, INC FISHER ROAD COLUMBUS, OHIO Phone Fax June 8, 2017

3 TABLE OF CONTENTS PAGE I. EXECUTIVE SUMMARY AND INTRODUCTION 1 II. GEOLOGY AND OBSERVATIONS OF THE PROJECT 1 III. EXPLORATION 2 IV. FINDINGS 2 V. ANALYSES AND RECOMMENDATIONS 3 A. Creek Bed Material 3 B. Foundation Support 3 C. General Construction and Earthwork 4 VI. CHANGED CONDITIONS 4 VII. TESTING AND OBSERVATION VIII. CLOSING APPENDIX A APPENDIX B APPENDIX C APPENDIX D STRUCTURE FOUNDATION EXPLORATION SHEETS TEST BORING RECORDS LABORATORY TESTING SHEETS PILE DESIGN CALCULATIONS

4 CTL Project No COL June 8, 2017 Page 1 I. EXECUTIVE SUMMARY AND INTRODUCTION The project involves the replacement of an existing bridge that carries Borror Road (T266) over Patzer Ditch in Jackson Township, Franklin County, Ohio. It is understood that the replacement structure will be a 36 feet (clear span) by feet (rise) conduit type A, precast reinforced concrete arch sections, supported on spread footings. Two test borings, identified as B0016 and B002016, were drilled for this Structure Foundation Exploration. The borings generally exhibited gravel and/or stone fragments with sand (A1b), gravel and/or stone fragments with sand and silt (A24), and sand (A3a), sandy silt (A4a) or silt and clay (A6a) soils to the drilled depths. No bedrock was encountered within the drill depths. It is understood that the foundations for the proposed arch bridge will be constructed about 12. to 14.4 feet below the existing roadway grade (Foundation Elevation = feet). Medium dense granular deposits or hard cohesive soils were encountered in the test borings at the anticipated foundation level. These soils are considered suitable to support foundations for the proposed structure. II. GEOLOGY AND OBSERVATIONS OF THE PROJECT According to the Ohio Department of Natural Resources, Physiographic Regions of Ohio, the site lies on the Columbus Lowland region of Southern Ohio Loamy Till Plain. According to Bedrock Geology Map of Ohio (2006), bedrock below the site consists of Devonian age shale. No bedrock was encountered in the drilled borings. According to web based mapping from United States Department of Agriculture, Natural Resources Conservation Service, the project area contains soils primarily described as Miamian Silty Clay Loam, 12 to 18 percent slopes, eroded (MID2), Sloan Silt Loam, frequently flooded (So), and Kendallville Silt Loam, 2 to 6 percent slopes (KeB) soils. According to the Soil Survey of Franklin County, Ohio, these soils exhibit moderately high to high permeability. According to the ODNR Website, no underground mines have been mapped below the structure. However, active sand, gravel and limestone surface mine operations are performed about 1 mile east of the structure. According to the Ohio Karst Areas map prepared by the Ohio Department of Natural Resources (ODNR), the project site does not lie in a Probable Karst Area. Historic geotechnical records were searched for on the ODOT GeoMS website. No historic geotechnical records were found for this site.

5 CTL Project No COL June 8, 2017 Page 2 III. EXPLORATION Two (2) structure test borings, designated as B0016 and B002016, were drilled to depths ranging from 60.0 to 6.0 feet below grade. The borings were performed with a track mounted drill rig utilizing hollow stem augers (HSA) on December 1 and 20, Standard penetration tests were conducted using a 140pound hammer falling 30 inches to drive a 2inch O.D. split barrel sampler. The energy transfer ratio associated with the automatic SPT hammer was 81. percent. The hammer was calibrated in July 201. Soil samples obtained from the drilling operation were preserved in glass jars, visually classified in the field and laboratory, and tested for natural moisture content. Representative soil samples were subjected to laboratory testing including grain size distribution and Atterberg limits and hand penetrometer. The ground surface elevations, station and offset at the test boring locations were taken from the boring survey plan prepared by CEC personnel. IV. FINDINGS The borings exhibited 6 to 7 inches of asphalt over 8 to inches of base course at the surface. Below the surface cover, the borings exhibited cohesive soils described as sandy silt (A4a) or silt and clay (A6a) soils and granular soils described as gravel and/or stone fragments with sand and silt (A24) extending downwards to a depth of 8.0 feet. These soils exhibited standard penetration N60 values ranging from to 1 blows per foot (bpf), with natural moisture content values ranging from 7 to 18 percent. Below the near surface soils, the borings exhibited both granular and cohesive soils described as gravel and/or stone fragments with sand (A1b), and sand (A 3a), sandy silt (A4a) or silt and clay (A6a) soils extending downwards to the drilled depths. The cohesive A4a and A6a soils encountered below 17. feet within this layer were further classified as glacial till deposits. These soils exhibited N60 values ranging from 7 bpf to 0 blows for 3 inches of penetration, with moisture content values ranging from 7 to 32 percent. Groundwater was encountered during drilling at depths ranging from 17.0 to 20.0 feet. Upon completion of drilling, groundwater levels were measured at depths ranging from 7.8 to 17.4 feet.

6 CTL Project No COL June 8, 2017 Page 3 V. ANALYSES AND RECOMMENDATIONS A. Creek Bed Material For the purpose of scour analysis, the D0 and type of creek bed materials encountered are shown in Table 1 below. Table 1. D0 Values Boring No. Sample No. (feet) D0 (mm) Soil Type SS A4a B0016 SS A4a SS A4a B SS A3a B. Foundation Support It is understood that the replacement structure will be 36 feet (clear span) by feet (rise) conduit type A, precast reinforced concrete arch sections, supported on spread footings. It is also understood that the foundations for the proposed structure will be constructed about 12. to 14.4 feet below the existing roadway grade (Foundation Elevation = feet). Medium dense granular deposits or hard cohesive soils were encountered in the test borings at the anticipated foundation level. These soils are considered suitable to support the foundations for the proposed structure. Spread foundations may be proportioned using the bearing resistance values provided in the Table 2 below. The calculations are provided in Appendix D. Boring Number Table 2. Bearing Resistance Nominal Bearing Resistance (qn), Ksf (Strength Limit State) Presumptive Bearing Resistance (qr), Ksf (Service Limit State) B B The applicable resistance factors for the bearing resistance and sliding are provided in Table 3 below. These values are obtained from AASHTO Table and section..7.

7 CTL Project No COL June 8, 2017 Page 4 Boring Number Table 3. Resistance Factors Bearing Resistance Resistance Factors Strength Limit State Service Limit State Sliding B B Surface water and groundwater seepage should be expected during excavation and construction of the spread foundations. In such an event, the groundwater level will need to temporarily lowered to facilitate construction of the foundations. Additionally, cofferdams may need to be constructed to facilitate excavation and construction of the foundations. A mud mat consisting of a few inches of lean concrete, may be needed to provide a relatively dry surface for setting reinforcing steel and placing concrete. For sliding and lateral earth pressure calculations for the proposed structure and any headwalls, wingwalls or temporary shoring, an equivalent friction angle of 30 degrees, and a total unit weight value of 12 pcf may be used. C. General Construction and Earthwork 1. Site preparation and earthwork should be performed in accordance with the ODOT Construction and Material Specifications. 2. Embankment side slopes should be seeded and vegetation growth permitted to limit erosion, sloughing and slope failure. 3. Temporary excavations in excess of 4 feet in depth should be sloped or shored according to OSHA requirements. VI. CHANGED CONDITIONS The evaluations, conclusions, and recommendations in this report are based on our interpretation of the field and laboratory data obtained during the exploration, our understanding of the project and our experience with similar sites and subsurface conditions using generally accepted geotechnical engineering practices. Although individual test borings are representative of the subsurface conditions at the boring locations on the dates drilled, they are not necessarily representative of the subsurface conditions between boring locations or subsurface conditions during other seasons of the year.

8 CTL Project No COL June 8, 2017 Page In the event that changes in the project are proposed, additional information becomes available, or if it is apparent that subsurface conditions are different from those provided in this report, CTL Engineering should be notified so that our recommendations can modified, if required. VII. TESTING AND OBSERVATION During the design process, it is recommended that CTL Engineering work with the project designers to confirm that the geotechnical recommendations are properly incorporated into the final plans and specifications, and to assist with establishing criteria for the construction observation and testing. CTL Engineering is not responsible for independent conclusions, opinions and recommendations made by others based on the data and recommendations provided in this report. It is recommended that CTL be retained to provide construction quality control services on this project. If CTL Engineering is not retained for these services, CTL shall assume no responsibility for compliance with the design concepts or recommendations provided. VIII. CLOSING This report has been prepared for the exclusive use by the client for use only on this project. Our services have been performed in accordance with generally accepted Geotechnical Engineering principles and practices. No warranty is either expressed or implied. CTL Engineering's assignment does not include, nor does this geotechnical report address the environmental aspects of this particular site. Specific design and construction recommendations have been provided in this report. Therefore, the report should be used in its entirety. Respectfully Submitted, CTL ENGINEERING, INC. Anuj Choudhari, E.I. Staff Engineer Joe Grani, P.E. Project Engineer

9 APPENDIX A STRUCTURE FOUNDATION EXPLORATION SHEETS

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12 C:\Users\Kumar\Desktop\160016COL_ODOT\ZL001.dgn 6/2/2017 1:21:42 PM Kumar 3 FRAT STRUCTURE FOUNDATION EXPLORATION BR. NO. FRAT OVER PATZER DITCH BORING LOG B0016 DRAWN BRU CHECKED AC

13 C:\Users\Kumar\Desktop\160016COL_ODOT\ZL002.dgn 6/2/2017 1:23:6 PM Kumar 4 FRAT STRUCTURE FOUNDATION EXPLORATION BR. NO. FRAT OVER PATZER DITCH BORING LOG B DRAWN BRU CHECKED AC

14 C:\Users\Kumar\Desktop\160016COL_ODOT\ZL003.dgn 6/2/2017 1:2:2 PM Kumar FRAT STRUCTURE FOUNDATION EXPLORATION BR. NO. FRAT OVER PATZER DITCH BORING LOG B (CONT.) DRAWN BRU CHECKED AC

15 APPENDIX B TEST BORING RECORDS

16 SOIL DESCRIPTION Descriptors for soil consistency used in this report are based upon the Standard Penetration Test (SPT), ASTM D 187, with the penetration (N) values corrected to N 60, based upon the efficiency of the SPT Hammer used for the soil sampling. Descriptors for both noncohesive and cohesive soils are presented below, with the corresponding range of corrected penetration values. NONCOHESIVE SOIL DESCRIPTION CORRECTED PENETRATION VALUES BLOWS PER FOOT (BPF) Very Loose 0 4 Loose. Medium Dense. 30 Dense Very Dense Over 0 COHESIVE SOIL DESCRIPTION CORRECTED PENETRATION VALUES BLOWS PER FOOT (BPF) Very Soft Soft Medium Stiff Stiff Very Stiff Hard... Over 30 Moisture term descriptors for both noncohesive and cohesive soils are presented below. NONCOHESIVE COHESIVE SOIL SOIL DESCRIPTION MOISTURE TERMS DESCRIPTION Powdery... Dry... Powdery Some Moisture... Damp.. Below Plastic Limit Damp to the Touch... Moist.Above Plastic, Below Liquid Limit Free Water..Wet..Above Liquid Limit

17 STANDARD ODOT SOIL BORING LOG (8. X ) OH DOT.GDT 6/8/17 14:36 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ PROJECT: FRAT DRILLING FIRM / OPERATOR: CTL / JW DRILL RIG: MOBILE B7/#487 STATION / OFFSET: 3+40, 7' RT. TYPE: STRUCTURE FOUNDATION SAMPLING FIRM / LOGGER: CTL / JW HAMMER: MOBILE AUTOMATIC ALIGNMENT: PID: SFN: 2313 DRILLING METHOD: 3.2" HSA CALIBRATION DATE: 7/1/1 ELEVATION: (MSL) EOB: 60.0 ft. START: 12/20/16 END: 12/20/16 SAMPLING METHOD: SPT ENERGY RATIO (%): 81. COORD: N, E Asphalt (7") Base course (8") MEDIUM DENSE, DARK BROWN, GRAVEL AND/OR STONE FRAGMENTS WITH SAND AND SILT, TRACE CLAY, FILL, DAMP STIFF, BROWN, SANDY SILT, LITTLE CLAY, STONE FRAGMENTS, FILL, DAMP VERY STIFF, BROWN, SANDY SILT, SOME CLAY, TRACE GRAVEL, POSSIBLE FILL, HARD, CONTAINS STONE FRAGMENTS HARD, BROWN, SANDY SILT, SOME CLAY, LITTLE GRAVEL, TRACE SOME GRAVEL, LITTLE CLAY HARD, GRAY, SANDY SILT, LITTLE CLAY AND GRAVEL, TILL, DAMP MEDIUM DENSE, BROWN, COARSE AND FINE SAND, SOME GRAVEL, LITTLE SILT, TRACE CLAY, DENSE, GRAY, MOIST 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 SS1 SS2 SS3 SS4 SS SS6 SS7 SS8 SS SS SS SS EXPLORATION ID B0016 ODOT CLASS (GI) A24 (0) A4a (V) A4a (V) A4a (V) A4a (4) A4a () A4a (2) A4a (V) A4a (4) A3a (V) A3a (V) A3a (V) PAGE 1 OF 2 BACK FILL

18 STANDARD ODOT SOIL BORING LOG (8. X ) OH DOT.GDT 6/8/17 14:36 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ PID: SFN: 2313 PROJECT: FRAT STATION / OFFSET: 3+40, 7' RT. START: 12/20/16 END: 12/20/16 PG 2 OF 2 B0016 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 MEDIUM DENSE, BROWN, COARSE AND FINE SAND, SOME GRAVEL, LITTLE SILT, TRACE CLAY, WET (continued) VERY DENSE, CONTAINS COBBLES, TRACE SILT, CLAY, DAMP HARD, GRAY, SILT AND CLAY, SOME SAND, TRACE GRAVEL, TILL, DAMP HARD, GRAY, SANDY SILT, SOME CLAY, CONTAINS STONE FRAGMENTS, TILL, DAMP NOTES: CAVED AT 24.0' ABANDONMENT METHODS, MATERIALS, QUANTITIES: NOT RECORDED EOB /3" 0/4" /3" SS13 SS14 SS1 SS16 SS17 SS ODOT CLASS (GI) A3a (0) A3a (V) A3a (V) A6a () A4a (V) A4a (V) BACK FILL

19 STANDARD ODOT SOIL BORING LOG (8. X ) OH DOT.GDT 6/8/17 14:36 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ PROJECT: FRAT DRILLING FIRM / OPERATOR: CTL / LH DRILL RIG: MOBILE B7/#487 STATION / OFFSET: 3+1, 6' LT. TYPE: STRUCTURE FOUNDATION SAMPLING FIRM / LOGGER: CTL / LH HAMMER: MOBILE AUTOMATIC ALIGNMENT: PID: SFN: 2313 DRILLING METHOD: 3.2" HSA CALIBRATION DATE: 7/1/1 ELEVATION: 71.3 (MSL) EOB: 6.0 ft. START: 12/1/16 END: 12/1/16 SAMPLING METHOD: SPT ENERGY RATIO (%): 81. COORD: N, E Asphalt (6") Base course (") VERY STIFF, BROWN, SILT AND CLAY, SOME SAND, TRACE GRAVEL, POSSIBLE FILL, STIFF, CONTAINS STONE FRAGMENTS LOOSE, BROWN, COARSE AND FINE SAND, SOME SILT, LITTLE GRAVEL, TRACE CLAY, MEDIUM WET 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 MEDIUM DENSE, BROWN, GRAVEL AND/OR STONE FRAGMENTS WITH SAND, LITTLE SILT, TRACE CLAY, WET SS1 SS2 SS3 SS4 SS SS6 SS7 SS8 SS SS SS EXPLORATION ID B ODOT CLASS (GI) A6a (6) A6a (V) A6a (V) A3a (V) A3a (V) A3a (0) A3a (V) A1b (V) A1b (V) A1b (V) A1b (0) PAGE 1 OF 3 BACK FILL

20 STANDARD ODOT SOIL BORING LOG (8. X ) OH DOT.GDT 6/8/17 14:36 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ PID: SFN: 2313 PROJECT: FRAT STATION / OFFSET: 3+1, 6' LT. START: 12/1/16 END: 12/1/16 PG 2 OF 3 B MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG DEPTHS N AND NOTES 68.3 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC MEDIUM DENSE, BROWN, GRAVEL AND/OR STONE FRAGMENTS WITH SAND, LITTLE SILT, TRACE CLAY, WET 31 (continued) DENSE, TRACE HEAVY COBBLES HARD, BROWNISH GRAY, SILT AND CLAY, LITTLE SAND, TRACE GRAVEL, CONTAINS COBBLES AND STONE FRAGMENTS, TILL, DAMP HARD, GRAY, SANDY SILT, SOME CLAY, TRACE GRAVEL, CONTAINS COBBLES AND STONE FRAGMENTS, TILL, VERY STIFF, LITTLE CLAY /3" SS12 SS13 SS14 SS1 SS16 SS ODOT CLASS (GI) A1b (V) A6a (V) A6a (V) A6a (V) A4a (V) A4a (V) BACK FILL

21 STANDARD ODOT SOIL BORING LOG (8. X ) OH DOT.GDT 6/8/17 14:36 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ PID: SFN: 2313 PROJECT: FRAT STATION / OFFSET: 3+1, 6' LT. START: 12/1/16 END: 12/1/16 PG 3 OF 3 B MATERIAL DESCRIPTION ELEV. SPT/ REC SAMPLE HP GRADATION (%) ATTERBERG ODOT DEPTHS N AND NOTES 63.1 RQD 60 (%) ID (tsf) GR CS FS SI CL LL PL PI WC CLASS (GI) HARD, GRAY, SANDY SILT, SOME CLAY, TRACE GRAVEL, CONTAINS COBBLES AND STONE FRAGMENTS, TILL, DAMP 63 (continued) HARD, SOME CLAY 64 0/3" A4a (V) 60.3 SS18 EOB 6 NOTES: CAVED AT 17.3' ABANDONMENT METHODS, MATERIALS, QUANTITIES: NOT RECORDED BACK FILL

22 APPENDIX C LABORATORY TEST SHEETS

23 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B0016 B0016 COBBLES GRAVEL Classification A24(0) D0 D60 D0 D30 1 CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.03 SAND D LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay 31 MC PI 7 Cc 17 GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

24 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B0016 B0016 COBBLES GRAVEL Classification A4a(4) D0 D60 D0 D30 1 CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.01 SAND D 0.1 LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay MC PI Cc GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

25 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B0016 B0016 COBBLES GRAVEL Classification A4a() D0 D60 D0 D30. CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.01 SAND D 0.1 LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay MC PI Cc 3 23 GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

26 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B0016 B0016 COBBLES GRAVEL Classification A4a(2) D0 D60 D0 D30 1 CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.02 SAND D 0.1 LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay 28 MC PI 8 Cc GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

27 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B0016 B0016 COBBLES GRAVEL Classification A4a(4) D0 D60 D0 D30 1 CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.01 SAND D 0.1 LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay 17 MC 21 1 PI 7 Cc GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

28 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B0016 B0016 COBBLES GRAVEL Classification A3a(0) D0 D60 D0 D30 1 CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.3 SAND D LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay 2 MC PI Cc 14 GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

29 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B0016 B0016 COBBLES GRAVEL Classification A6a() D0 D60 D0 D30. CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS SAND D 0.1 LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay 8 MC 2 24 PI Cc 33 2 GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

30 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B B COBBLES GRAVEL Classification A6a(6) D0 D60 D0 D30. CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.00 SAND D 0.1 LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay 8 MC PI 14 Cc 3 24 GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

31 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B B COBBLES GRAVEL Classification A3a(0) D0 D60 D0 D30 1 CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS SAND D LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay MC PI Cc 22 GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

32 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS /4 1/23/ HYDROMETER PERCENT FINER BY WEIGHT CTL GRADATION 2014 ODOT.GDT 6/8/17 14:3 J:\DEPT\16 PROJECTS\160016COLCECBORROR RD BRIDGE\REPORTS\LOGS\160016COL.GPJ B B COBBLES GRAVEL Classification A1b(0) D0 D60 D0 D30 1 CTL Engineering, Inc Fisher Road Columbus, Ohio Telephone: Fax: GRAIN SIZE IN MILLIMETERS 0.14 SAND D LL 0.01 SILT OR CLAY PL %Coarse %Fine %Gravel %Silt %Clay 31 MC PI Cc 17 GRAIN SIZE DISTRIBUTION Project: FRAT Location:FRA COUNTY CTL Project Number: Cu

33 APPENDIX D BEARING RESISTANCE CALCULATIONS

34 Project Project No. Boring No. Borror Road Bridge over Patzer Ditch COL B0016 Bearing Resistance Strength Limit State Cohesion, c Friction Angle, φ b Footing Width, B Unit Wt. of Soil, Υ Footing Length, L f Footing Embedment, D f GW Below Footing, D W 3.0 ksf 0 Degrees.00 feet 0.12 kcf 3 ft 4. ft 0 ft Nom. Bearing Resistance, q n 16. ksf =c f N c s c +γd f N q s q d q C Wq +0.γBN γ s γ C Wγ Where N c.14 N q 1 Table a1 N γ 0 s c 1.0 =1+(B/L f )*(N q /N c ); or 1+(B/Lf) for φ = 0 s q 1.00 =1+(B/L f ) * tanφ f ; or 1.0 for φ = 0 Table a3 s γ 1.00 =.4*(B/L f ); or 1.0 for φ = 0 C Wq 0.0 Table a2 C Wγ B+D f ft For Cw Check D f /B 0.0 For dq by Hansen 170 d q 1.00 Hansen 170 or Table a4 Fact. Bearing Resistance, q r 8.2 ksf =φ b *q n Resistance Factor, φ b 0. Table Bearing Resistance Service Limit State Pres. Bearing Resistance, qr 8.0 ksf Table C Resistance Factor, φ r 1.0 Section..7

35 Project Project No. Boring No. Borror Road Bridge over Patzer Ditch COL B Bearing Resistance Strength Limit State Cohesion, c Friction Angle, φ b Footing Width, B Unit Wt. of Soil, Υ Footing Length, L f Footing Embedment, D f GW Below Footing, D W 0.0 ksf 30 Degrees.00 feet 0.12 kcf 3 ft 4. ft 0 ft Nom. Bearing Resistance, q n 12. ksf =c f N c s c +γd f N q s q d q C Wq +0.γBN γ s γ C Wγ Where N c 30.1 N q 18.4 Table a1 N γ 22.4 s c 1.16 =1+(B/L f )*(N q /N c ); or 1+(B/Lf) for φ = 0 s q 1.1 =1+(B/L f ) * tanφ f ; or 1.0 for φ = 0 Table a3 s γ 0.0 =.4*(B/L f ); or 1.0 for φ = 0 C Wq 0.0 Table a2 C Wγ B+D f ft For Cw Check D f /B 0.0 For dq by Hansen 170 d q 1.14 Hansen 170 or Table a4 Fact. Bearing Resistance, q r.6 ksf =φ b *q n Resistance Factor, φ b 0.4 Table Bearing Resistance Service Limit State Pres. Bearing Resistance, qr.0 ksf Table C Resistance Factor, φ r