Geotechnical Engineering Report

Transcription

1 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma Project No. STPY-255F (191) EC Job Piece No (06) April 1, 2015 Terracon Project No Prepared for: Oklahoma Department of Transportation Oklahoma City, Oklahoma Prepared by: Terracon Consultants, Inc. Tulsa, Oklahoma

2 April 1, 2015 Oklahoma Department of Transportation Bridge Division 200 N.E Room 3-C9 Oklahoma City, Oklahoma lrerracan Attn: Mr. Steve Jacobi, P.E. E: Re: Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma Project No. STPY-255F (191) EC Job Piece No (06) Terracon Project Number: Dear Mr. Jacobi: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number P dated December 23, 2014 and ODOT Engineering Contract EC- 1445C, Task Order No. 6. This report presents the findings of the subsurface exploration and provides geotechnical recommendations for the design and construction of bridge foundations as related to the subsurface conditions encountered at the borings. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Cert. of Auth. #CA-4531 exp. 6/30/15 Fernando L. Aponte-Rivera, E.l.T. Staff Geotechnical Engineer / 1 rt(!"- Michael H. Homan, P. Oklahoma No Enclosures Addressee (1 via US Mail and 1 via ) Terraco n Consul tan ts, Inc East 47 1 h Pla ce, Unit D Tulsa, Oklah oma P [918 ] F [918] terracon.com Geotechni ca l Environmental Con struc t ion Material s Facilitie s

3 TABLE OF CONTENTS INTRODUCTION... 1 PROJECT INFORMATION Project Description Site Location and Description... 1 SUBSURFACE CONDITIONS Geology Soil and Rock Conditions Groundwater... 3 BRIDGE FOUNDATION CONSIDERATIONS Driven Piles Drilled Piers... 4 GENERAL COMMENTS... 6 APPENDIX A FIELD EXPLORATION Exhibit A-1 Site Location Map Exhibit A-2 Boring Location Plan Exhibit A-3 Field Exploration Description Exhibit A-4 to A-7 Boring Logs Exhibit A-8 Subsurface Profile APPENDIX B SUPPORTING INFORMATION Exhibit B-1 Laboratory Testing Exhibit B-2 Gradation Curves APPENDIX C SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 General Notes Description of Rock Properties Responsive Resourceful Reliable

4 GEOTECHNICAL ENGINEERING REPORT SH-10 BRIDGE OVER COUNCIL HOLLOW CREEK OTTAWA COUNTY, OKLAHOMA PROJECT NO. STPY-255F (191) EC JOB PIECE NO (06) Terracon Project No April 1, INTRODUCTION This geotechnical engineering report has been completed for the proposed SH-10 Bridge over the Council Hollow Creek in Ottawa County, Oklahoma. As requested, four borings were drilled at the requested locations to depths of approximately 46 to 50 feet below the existing ground surface. The boring logs and boring location plan showing the approximate boring locations are found in Appendix A. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil and rock conditions bridge foundations groundwater conditions 2.0 PROJECT INFORMATION 2.1 Project Description Site layout Item Proposed Construction Description See Appendix A, Figure A-2 Boring Location Plan. New three-span bridge with a 60 feet offset east of the existing alignment will be constructed. The bridge abutments will be supported on driven piles and the bridge piers will be supported on drilled shafts. 2.2 Site Location and Description Location Item Description SH-10 at Council Hollow Creek crossing in Ottawa County, Oklahoma. Responsive Resourceful Reliable 1

5 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No SUBSURFACE CONDITIONS 3.1 Geology Based on the results of our borings and information published in the Oklahoma Department of Transportation manual, Engineering Classification of Geologic Materials: Division 8, the site appears to be underlain the Boone Unit. This unit consists mostly of limy chert, with some limestone and shale. Generally, the upper 60 to 80 feet is massive white limy chert with occasional stringers of bluegray limestone. The middle approximate 130 to 175 feet consists of about equal amounts of thin alternating beds of limestone and dark gray chert. The lower 10 to 40 feet is a thick-bedded zone of limestone separated by olive-green limy shale from the lowermost bed of the unit, a nodular limestone. 3.2 Soil and Rock Conditions The subsurface conditions encountered in the borings are shown on the boring logs and are briefly described below. The stratification lines shown on the boring logs represent the approximate boundary between soil and rock types; in-situ, the transition between materials may be gradual and indistinct. Classification of bedrock materials was made from disturbed samples and rock cores. Petrographic analysis may reveal other rock types. Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Surface 3 inches Topsoil N/A Sand: Very loose Stratum 1 2 to 5 feet Silty sand, silty gravel, gravelly lean clay Gravel: Loose to medium dense Clay: Medium stiff Clay: Soft to medium stiff Stratum 2 16 to 18.5 feet Gravelly lean clay, silty sand, clayey gravel, silty gravel Sand: Loose to medium dense Gravel: Medium dense Responsive Resourceful Reliable 2

6 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Stratum 3 1 Encountered to boring termination depths of 46 to 50 feet Limestone Hard 1. Auger refusal was encountered in borings B-1 and B-2 at 17 and 16 feet, respectively. Laboratory tests were conducted on selected soil and rock core samples. The test results are presented on the boring logs in Appendix A. 3.3 Groundwater We observed groundwater at the following depths and times: Boring Water Level (feet) While Drilling After Drilling After 24 Hours Depth (ft) Elevation Depth (ft) Elevation Depth (ft) Elevation B ND 1 ND 1 ND 1 ND 1 B ND 1 ND 1 B ND 1 ND 1 ND 1 ND 1 B ND 1 ND 1 ND 1 ND 1 1. ND = Not Determined Long-term monitoring with observation wells, sealed from the influence of surface water, would be required to accurately define the potential range of groundwater conditions. Fluctuations in the groundwater level should be expected due to seasonal variations in the amount of rainfall, runoff, water level in the creek and other factors not apparent at the time the borings were drilled. The possibility of groundwater level fluctuations and the presence of perched water should be considered when designing and developing the construction plans for the project. 4.0 BRIDGE FOUNDATION CONSIDERATIONS Based on the results of our borings and the encountered bedrock materials, driven piles can be used to support the bridge abutments and straight drilled shafts to support the bridge piers. Responsive Resourceful Reliable 3

7 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No The bedrock bearing materials were encountered at the following depths/elevations: 4.1 Driven Piles Boring Top of Bedrock Bearing Material (feet) Depth Elevation B B B B Driven steel HP piles driven to practical refusal in the bedrock can be used to support the abutments. According to AASHTO s LRFD Bridge Design Specifications, the nominal resistance of piles driven to bear on hard rock where pile penetration into the rock formation is minimal is controlled by the structural limit state of the pile. Pile capacity will depend on the cross-section and the steel grade. The piles should be designed using a maximum working stress in the pile of 25 percent of the steel s yield strength. Pile driving through the native overburden soils is not expected to be difficult based on the results of the borings. However, variations can occur in the density and strength of the soil and the depth and quality of the bedrock. Because of the high driving resistance anticipated in the bedrock materials, we recommend that the piles be equipped with driving tips that can endure high driving stresses. Piles should be installed in accordance with Section 514 of ODOT s Standard Specifications for Highway Construction. All piles should be driven until satisfactory driving resistance is developed for the design load bearing capacity using an appropriate pile driving formula approved by ODOT. In the event sufficient driving resistance is encountered before reaching the anticipated tip elevations, pile driving could be terminated provided it appears the pile has penetrated approximately 1 to 2 feet into the bedrock. Driven pile foundations designed and constructed as recommended above are expected to experience total settlements less than 1 inch. 4.2 Drilled Piers Straight shaft drilled piers bearing in the limestone bedrock can be used to support the interior bents. We estimate drilled shafts properly socketed into the bedrock will not move downward enough to fully develop end bearing resistance. Therefore, we recommend that drilled shafts be designed using only side resistance. Drilled pier design recommendations are presented in the following paragraphs. Responsive Resourceful Reliable 4

8 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No Location Depth (Elevation) Design Nominal Side Resistance 1 Boring B-1 Boring B-2 Boring B-3 Boring B to 20.0 feet (742.5 to 739.5) 19,670 psf 20.0 to 25.0 feet (739.5 to 734.5) 19,670 psf 25.0 to 30.0 feet (734.5 to 729.5) 19,670 psf 30.0 to 35.0 feet (729.5 to 724.5) 19,670 psf 35.0 to 40.0 feet (724.5 to 719.5) 19,670 psf 40.0 to 45.0 feet (719.5 to 714.5) 19,670 psf 45.0 to 47.0 feet (714.5 to 712.5) ND to 19.0 feet (743.5 to 740.5) 19,070 psf 19.0 to 24.0 feet (740.5 to 735.5) 19,670 psf 24.0 to 29.0 feet (735.5 to 730.5) 19,670 psf 29.0 to 34.0 feet (730.5 to 725.5) 19,670 psf 34.0 to 39.0 feet (725.5 to 720.5) 19,670 psf 39.0 to 44.0 feet (720.5 to 715.5) 19,670 psf 44.0 to 46.0 feet (715.5 to 713.5) ND to 20.0 feet (740.0 to 739.0) ND to 25.0 feet (739.0 to 734.0) 19,670 psf 25.0 to 30.0 feet (734.0 to 729.0) 19,670 psf 30.0 to 35.0 feet (729.0 to 724.0) 19,670 psf 35.0 to 40.0 feet (724.0 to 719.0) 19,670 psf 40.0 to 45.0 feet (719.0 to 714.0) 19,670 psf 45.0 to 50.0 feet (714.0 to 709.0) 19,670 psf 19.0 to 20.0 feet (740.5 to 739.5) ND to 25.0 feet (739.5 to 734.5) 19,670 psf 25.0 to 30.0 feet (734.5 to 729.5) 19,670 psf 30.0 to 35.0 feet (729.5 to 724.5) 19,670 psf 35.0 to 40.0 feet (724.5 to 719.5) 19,670 psf 40.0 to 45.0 feet (719.5 to 714.5) ND to 49.0 feet (714.5 to 710.5) ND 2 1. Drilled piers should penetrate at least 5 feet or one pier diameter, whichever is greater, into the limestone bedrock. The upper 3 feet of the rock formation should be ignored when calculating side resistance. Design assumed a concrete compressive strength of 3,000 psi. 2. ND = Not determined, sample not suitable for testing. RQD and unconfined compressive strength of rock cores were used for each 5-foot core run to determine reduction factors for rock jointing and design values. Design should include resistance factors of 0.55 and 0.40 for compression and uplift, respectively, per Table Responsive Resourceful Reliable 5

9 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No , AASHTO LRFD Bridge Design Specifications, 6th Ed, We estimate that total settlement will be less than 1 inch. A heavy-duty drill rig equipped with a rock auger and a core barrel will be required to penetrate the limestone bedrock. Based on the results of the borings, casing will be required to maintain open pier excavations and control water inflow. To facilitate pier construction, concrete should be on-site and ready for placement as pier excavations are completed. A sufficient head of concrete should be maintained in the casing as it is being pulled to prevent an influx of soft soil and water into the excavations. Also, concrete having a slump of at least 5 inches should be used to prevent the concrete from arching in the casing. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 6

10 APPENDIX A FIELD EXPLORATION

11 APPROXIMATE SITE LOCATION 2015 GOOGLE N APPROXIMATE SCALE IN FEET Project Mngr: Drawn By: Checked By: Approved By: FAR JM FAR MHH Project No. Scale: File No. Date: SEE BAR SCALE APRIL 2015 Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (918) FAX. (918) SITE LOCATION MAP GEOTECHNICAL EXPLORATION SH-10 BRIDGE OVER COUNCIL HOLLOW CREEK OTTAWA COUNTY, OKLAHOMA EXHIBIT NO. A-1

12 B-2 B-3 B-1 B-4 BASE DRAWING PROVIDED BY ODOT BORING STATION OFFSET** ELEV. (FT) B ' RT B ' LT B ' B ' RT LEGEND BORING LOCATION APPROXIMATE SCALE IN FEET N ** STATIONS AND OFFSETS BASED ON PROPOSED SH-10 CL DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES FAR JM FAR MHH SEE BAR SCALE APRIL 2015 BORING LOCATION PLAN GEOTECHNICAL EXPLORATION SH-10 BRIDGE OVER COUNCIL HOLLOW CREEK OTTAWA COUNTY, OKLAHOMA A-2

13 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No Field Exploration Description The borings were performed at the approximate locations shown on the Boring Location Plan in this Appendix. Terracon s drill crew laid out the borings by measuring horizontal distances with a tape. Surface elevations at the boring locations were obtained by the drill crew using a surveyor's level and rod and were referenced to Benchmark No. 6 shown on the Plan and Profile sheets provided by the Oklahoma Department of Transportation. An elevation of feet was used for the benchmark. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used to define them. The borings were advanced with an all-terrain rotary drill rig using wash boring techniques. Representative samples were obtained by the split-barrel sampling procedure in which a standard 2-inch, O.D. split-barrel sampling spoon is driven into the bottom of the boring with a 140-pound drive hammer falling 30 inches. The number of blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval or portion thereof, is recorded as the standard penetration resistance value, N. The N value is used to estimate the in-situ relative density of granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils and the hardness of weathered bedrock. The sampling depths, penetration distances, and N values are reported on the boring logs. The samples were tagged for identification, sealed to reduce moisture loss and returned to the laboratory for further examination, testing and classification. An automatic drive hammer was used to advance the split-barrel. A greater efficiency is achieved with the automatic drive hammer compared to the conventional safety drive hammer operated with a cathead and rope. Core samples of bedrock materials were obtained using an NX-size diamond-bit core barrel. The percentages of rock core recovered (%REC) and Rock Quality Designation (RQD) per length of core run are shown on the boring logs. The RQD is an index obtained by summing the lengths of rock core pieces that are 4 inches in length or longer divided by the total length of core run. The percent recovery and RQD values are shown on the boring logs in Appendix A. The drilling operation was supervised by a field engineer, who prepared field logs. The boring logs include visual classifications of the materials encountered during drilling and the engineer s interpretation of subsurface conditions between samples. Based on the material s texture, the soil samples were described according to the attached General Notes and classified in accordance with the Unified Soil Classification System. A brief description of the Unified System is included in Appendix C. Rock descriptions are in general accordance with the General Notes for Sedimentary Rock. Core samples and petrographic analysis may reveal other rock types. As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet, or borings which encounter groundwater or contaminated materials must be grouted or plugged in accordance with Oklahoma State statutes. One boring log must also be submitted to the Responsive Resourceful Reliable Exhibit A-3

14 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No Oklahoma Water Resources Board for each 10 acres of project site area. Terracon backfilled the borings to comply with the Oklahoma Water Resources Board requirements. Responsive Resourceful Reliable Exhibit A-3

15 BORING LOG NO. B-1 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 1 of 2 SITE: GRAPHIC LOG LOCATION Station: DEPTH ELEVATION (Ft.) 3" Topsoil SILTY SAND WITH GRAVEL (SM), brown (10 YR, 4/3) and reddish-brown (5 YR, 5/4), very loose 2.0 Ottawa County, Oklahoma See Exhibit A-2 Offset: 15' RT GRAVELLY LEAN CLAY (CL), brown (10 YR, 4/3) and reddish-brown (5 YR, 5/4), soft to stiff Surface Elev.: (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 10 5 FIELD TEST RESULTS N= N=4 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI NP PERCENT FINES 43 -becoming light gray (10 YR, 7/1) below 5 feet N= N=11 29 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ auger refusal at 17 feet LIMESTONE+, light gray (10 YR, 7/1) and gray (10 YR, 6/1), hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 6.5 feet Hollow Stem Auger below 6.5 feet Diamond Bit below 17 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma N=10 REC = 83% RQD = 67% REC = 98% RQD = 80% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-4

16 BORING LOG NO. B-1 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 2 of 2 SITE: GRAPHIC LOG LOCATION Station: Ottawa County, Oklahoma See Exhibit A-2 Offset: 15' RT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) LIMESTONE+, light gray (10 YR, 7/1) and gray (10 YR, 6/1), hard (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS REC = 97% RQD = 90% UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI PERCENT FINES 30 RQD = 95% REC = 97% RQD = 97% THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ 47.0 Boring Terminated at 47 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 6.5 feet Hollow Stem Auger below 6.5 feet Diamond Bit below 17 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma RQD = 97% RQD = 92% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-4

17 BORING LOG NO. B-2 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 1 of 2 SITE: GRAPHIC LOG LOCATION Station: Ottawa County, Oklahoma See Exhibit A-2 Offset: 18' LT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 3" Topsoil SILTY GRAVEL WITH SAND (GM), brown (10 YR, 4/3), loose to medium dense DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 7 FIELD TEST RESULTS N=9 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 22 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N=18 19 NP SILTY GRAVEL (GM), brown (10 YR, 4/3) and light gray (10 YR, 7/1), medium dense N= N=11 23 NP THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ CLAYEY GRAVEL (GC), light gray (10 YR, 7/1), medium dense -auger refusal at 16 feet LIMESTONE+, light gray (10 YR, 7/1) and gray (10 YR, 6/1), hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 6.5 feet Hollow Stem Auger below 6.5 feet Diamond Bit below 16 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling 1.5 ft After Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma N=12 REC = 78% RQD = 47% REC = 98% RQD = 85% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-5

18 BORING LOG NO. B-2 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 2 of 2 SITE: GRAPHIC LOG LOCATION Station: Ottawa County, Oklahoma See Exhibit A-2 Offset: 18' LT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) LIMESTONE+, light gray (10 YR, 7/1) and gray (10 YR, 6/1), hard (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD = 78% UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI PERCENT FINES RQD = 87% RQD = 60% THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ 46.0 Boring Terminated at 46 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 6.5 feet Hollow Stem Auger below 6.5 feet Diamond Bit below 16 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling 1.5 ft After Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma REC = 97% RQD = 65% RQD = 83% 8880 Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-5

19 BORING LOG NO. B-3 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 1 of 2 SITE: GRAPHIC LOG LOCATION DEPTH 3" Topsoil GRAVELLY LEAN CLAY (CL), dark brown (10 YR, 3/3), medium stiff 2.0 Ottawa County, Oklahoma See Exhibit A-2 Station: Offset: 0' SILTY SAND WITH GRAVEL (SM), light gray (10 YR, 7/1), loose to medium dense Surface Elev.: (Ft.) ELEVATION (Ft.) 757 DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 6 9 FIELD TEST RESULTS N= N=9 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI NP PERCENT FINES N= N=7 38 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ 18.5 LIMESTONE+, light gray (10 YR, 7/1) and dark gray (10 YR, 4/1), hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Bore below 10 feet Diamond Bit below 19 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma N=19 50/0" REC = 83% RQD = 0% RQD = 92% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-6

20 BORING LOG NO. B-3 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 2 of 2 SITE: GRAPHIC LOG LOCATION Ottawa County, Oklahoma See Exhibit A-2 Station: Offset: 0' Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) LIMESTONE+, light gray (10 YR, 7/1) and dark gray (10 YR, 4/1), hard (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD = 97% UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI PERCENT FINES 30 RQD = 95% RQD = 88% 8380 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ 50.0 Boring Terminated at 50 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Wash Bore below 10 feet Diamond Bit below 19 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma REC = 88% RQD = 55% REC = 95% RQD = 53% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-6

21 BORING LOG NO. B-4 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 1 of 2 SITE: GRAPHIC LOG LOCATION Station: Ottawa County, Oklahoma See Exhibit A-2 Offset: 15' RT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) 3" Topsoil GRAVELLY LEAN CLAY (CL), brown (10 YR, 4/3), medium stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 6 FIELD TEST RESULTS N=4 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 27 ATTERBERG LIMITS LL-PL-PI PERCENT FINES N= CLAYEY GRAVEL WITH SAND (GC), brown (10 YR, 4/3) and light gray (10 YR, 7/1), medium dense N= N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ becoming very pale brown (10 YR, 8/3) below 13.5 feet LIMESTONE+, light gray (10 YR, 7/1) and dark gray (10 YR, 4/1), hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Diamond Bit below 19 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma N=18 50/0" RQD = 33% RQD = 63% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-7

22 BORING LOG NO. B-4 PROJECT: SH-10 Bridge over Council Hollow Creek CLIENT: ODOT Page 2 of 2 SITE: GRAPHIC LOG LOCATION Station: Ottawa County, Oklahoma See Exhibit A-2 Offset: 15' RT Surface Elev.: (Ft.) DEPTH ELEVATION (Ft.) LIMESTONE+, light gray (10 YR, 7/1) and dark gray (10 YR, 4/1), hard (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS RQD = 85% UNCONFINED COMPRESSIVE STRENGTH (psi) 5210 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI PERCENT FINES 30 RQD = 87% RQD = 90% THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ 49.0 Boring Terminated at 49 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 10 feet Diamond Bit below 19 feet Abandonment Method: WATER LEVEL OBSERVATIONS 1.5 ft While Drilling See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations East 47th Place, Unit D Tulsa, Oklahoma RQD = 73% RQD = 8% Hammer Type: Automatic +Classification estimated from disturbed and core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: 3/6/2015 Drill Rig: ATV 840 Project No.: Boring Completed: 3/6/2015 Driller: TS Exhibit: A-7

23 Boring No. B-1 Surface Elev. (rt.): Station , 15 feet Rig ht of CL Boring No. B-2 Surface Elev. (rt.): Station , 18 feet Left of CL Boring No. B-3 Surface Elev. (Ft.): Station , 0 feet off of CL Boring No. B-4 Surface Elev. (rt.): Station , 15 feet Right of CL 55 SPT-l:N=J 0 ;SOIL REC=10 (In.) tt LL= NP; PL= NP; Pl=NP - SPT-2;N=4 ; ;SOIL REC=5 (ln.)i SPT-3;N=9 5 ;SOIL REC=6 (ln.)r- LL= JI: PL= 11; Pl=2D SILTY GRAVEL Wint SPT-1;N=9 O c-hr=-~~- SAND GM, brown (10 YR, ;SOIL REC=7 (In.) , loosa to medium den11 SPT-2;N=18 ;SOIL REC=11 (ln.); LL= NP; PL= NP; Pl=NP 5 SPT-3;N=13 ~ ;SOIL REC=12 (ln.v 3" Topsoil SPT-2;N=9 ;-. ;SOIL REC=9 (In.) I LL= NP; PL= NP; Pl=NP 5 SPT-3;N=6 r--. ;SOIL REC=5 (In.) GRAVELLY LEAN CLAY CL, dartc brown 10 YR, 3 J, medium stiff 3 Topsoil 3" Toptoll 755 SPT-4;N=11 ;SOIL REC=12 (ln.)-- 10 GRAVELLY l. AN brown (1 D YR, 4/3) and reddish-brown (5 YR, 5/ 4), soft to stiff -becoming llgh! gray (10 YR, 7 /I) below 5 faet SPT-4;N=11 ;SOIL REC=B (In.) LL= NP; PL= NP; Pl=NP 10 SILTY GRAVEL {G~, brown (10 YR, 4 J) and llgh! gray (10 YR, 7/1), medium den11 SPT-4;N=7 ;SOIL REC=6 (ln.)-- 1 D SIL~SAND WITH GRLL {SM), light gray (10 YR, 7/1), lo medium dense SPT-4;N=21 ;SOIL REC=l2 (In.) LL= 55; PL= 28; Pl=27 1 O SPT-5;N=10 ;SOIL REC=8 (ln.)-- 15 DB-6 UCS=9940 (psl)-- -auger refusal at 17 feel SPT-5;N=12 ;SOIL REC=6 (ln.)-- 15 Ll.?t DB-6 UCS=8420 (ptl) CLAYEY GRAVEL CGC), llgh! gray (10 YR, 7 /1), medium dense -auger refusal at 16 feel SPT-5;N=19 ;SOIL REC=8 (In.) SPT-6;SOIL REC=O (In.) SPT-5;N=18 ;SOIL REC=l1 (ln.)-- 15 JI. 20 DB-7 UCS=8820 (psi)-- 20 DB-7 UCS=13870 (pti)-- DB-8 UCS=8910 (psi) DB-7/20 DB-8 UCS=9570 (psi)-- ~ "! ~ c;: Ii! "-... u ~ "' la "' :'!l :ii "' ~ 0 "' g ~ ;:;: 0 "' "- b Q "" 0 ~ ~ ~! "' ~ 8 i ~... "' ~ DB-8 UCS=11620 (psi) DB-9 UCS=11490 (psi)-- 35 DB-10 UCS=11860 (psi)-- DB-11 UCS=13580 (psi) DB-12 Test hole terminated at 47 feet LIMESTONE+, llghl gray (10 YJR 7/1) and gray (10 YR, 6 1), hard DB-8 UCS=7060 (ptl) 25 JO DB-9 UCS=6610 (ptl)-- 35 DB-10 UCS=11000 (pti)-- DB-11 UCS=8880 (ptl) Test hole terminated at 46 feet LIMESTONE+, light gray (10 YR, 7/1) and gray (10 YR, 6/1), hard 25 DB-9 UCS=16700 (psi)-- DB-10 UCS=8580 (psi) DB-11 UCS=8380 (psi)-- 40 DB-12 UCS=6330 (psi)-- DB-13 UCS=8350 (psi) 45 Test hole terminated al 50 feet LIMESTONE+, light gray (10 YR, 7 /1) and dartc gray (10 YR, 4/1), hard DB-9 UCS=521 0 (psi) 25 JO DB-10 ucs=nso (psi)-- 35 DB-11 UCS=7100 (p1i)-- DB-12 DB-13 Test hole terminated at 49 feet LIMESillNE+, lighl gray (10 YR, 7 /1) and dartc gray (10 YR, 4/1 ), hard 0 ::I ;! b :z!!! :z "' iiii 0!!! "' ]Z_ j!: Groundwater levels were ablalnad during the drilling operations, and may fluctuate throughout the year. Water level +24 houn after drilling DB = Diamond Drllllng Bit SPT = Split Spoon Sampler N Number of Blow1 for 12 Inches TCP = Texas Cona Penelrometar REC = Rtc0 1ry RQD = Rock Quali Desi nation LEGEND Project Manager: FAR Project No.: MC = Moisture Content LL = Liquid Limit PL = Plasttc Limlt Pl = Plasllclty lndax P200 = Passing #200 Sieve Size UCS = Unconfined Com rnsive Siren th Approved or Lo ad b : MHH Checked by: f AR Date: APRIL 2015 llerracon Consulting Engineers and Scientists 9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA PH. (918) FAX. (918) SUBSURFACE PROFILE SH-10 BRIDGE OVER COUNCIL HOLLOW CREEK OTTAWA COUNTY, OKLAHOMA EXHIBIT A-8

24 APPENDIX B SUPPORTING INFORMATION

25 Geotechnical Engineering Report SH-10 Bridge Over Council Hollow Creek Ottawa County, Oklahoma April 1, 2015 Terracon Project No Laboratory Testing Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System (USCS) described in Appendix C. After the testing was completed, the field descriptions were confirmed or modified as necessary. Selected soil and bedrock samples obtained from the site were tested for the following engineering properties: Water content Atterberg limits Gradation curves Unconfined compressive strength of rock cores Responsive Resourceful Reliable Exhibit B-1

26 PERCENT FINER BY WEIGHT GRAIN SIZE DISTRIBUTION ASTM D422 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / /4 3/ HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS GPJ TERRACON2012.GDT 3/30/ Boring ID B-1 B-2 B-3 B-4 Boring ID B-1 B-2 B-3 B-4 COBBLES 100 Depth Depth coarse GRAVEL D fine PROJECT: SH-10 Bridge over Council Hollow Creek SITE: Ottawa County, Oklahoma SILTY SAND with GRAVEL(SM) SILTY GRAVEL with SAND(GM) SILTY SAND with GRAVEL(SM) CLAYEY GRAVEL with SAND(GC) GRAIN SIZE IN MILLIMETERS coarse SAND USCS Classification D 60 medium fine D 30 D East 47th Place, Unit D Tulsa, Oklahoma SILT OR CLAY LL PL PI Cc Cu NP NP NP 55 NP NP NP 28 NP NP NP 27 %Gravel %Sand %Silt %Clay PROJECT NUMBER: CLIENT: ODOT EXHIBIT: B-2

27 APPENDIX C SUPPORTING DOCUMENTS

28 DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES Water Initially Encountered (HP) Hand Penetrometer Auger Split Spoon Water Level After a Specified Period of Time (T) Torvane SAMPLING Shelby Tube Ring Sampler Grab Sample Macro Core Rock Core No Recovery WATER LEVEL Water Level After a Specified Period of Time Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. FIELD TESTS (b/f) (PID) (OVA) Standard Penetration Test (blows per foot) Photo-Ionization Detector Organic Vapor Analyzer DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Includes gravels, sands and silts. CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance STRENGTH TERMS Descriptive Term (Density) Loose Medium Dense Dense Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Descriptive Term (Consistency) Very Loose Very Soft Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. 0-1 < Soft 500 to 1, Stiff Unconfined Compressive Strength, Qu, psf less than 500 Medium-Stiff 1,000 to 2, ,000 to 4, Very Dense > 50 > _ 99 Very Stiff 4,000 to 8, Hard > 8,000 > 30 > 42 RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Percent of Dry Weight Major Component of Sample GRAIN SIZE TERMINOLOGY Particle Size Trace With Modifier < > 30 Boulders Cobbles Gravel Sand Silt or Clay Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm) RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Percent of Dry Weight < > 12 Term Non-plastic Low Medium High PLASTICITY DESCRIPTION Plasticity Index > 30 Exhibit C-1

29 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Coarse Grained Soils: More than 50% retained on No. 200 sieve Fine-Grained Soils: 50% or more passes the No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Sands: 50% or more of coarse fraction passes No. 4 sieve Silts and Clays: Liquid limit less than 50 Silts and Clays: Liquid limit 50 or more Group Symbol Soil Classification Group Name B Clean Gravels: Cu 4 and 1 Cc 3 E GW Well-graded gravel F Less than 5% fines C Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G, H More than 12% fines C Fines classify as CL or CH GC Clayey gravel F,G,H Clean Sands: Cu 6 and 1 Cc 3 E SW Well-graded sand I Less than 5% fines D Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I Sands with Fines: Fines classify as ML or MH SM Silty sand G,H,I More than 12% fines D Fines Classify as CL or CH SC Clayey sand G,H,I Inorganic: Organic: Inorganic: Organic: PI 7 and plots on or above A line J CL Lean clay K,L,M PI 4 or plots below A line J ML Silt K,L,M Liquid limit - oven dried Liquid limit - not dried 0.75 OL Organic clay K,L,M,N Organic silt K,L,M,O PI plots on or above A line CH Fat clay K,L,M PI plots below A line MH Elastic Silt K,L,M Liquid limit - oven dried Liquid limit - not dried 0.75 OH Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat Organic clay K,L,M,P Organic silt K,L,M,Q A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add with cobbles or boulders, or both to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D 60/D 10 Cc = D (D ) 2 x D 60 F If soil contains 15% sand, add with sand to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add with organic fines to group name. I If soil contains 15% gravel, add with gravel to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add with sand or with gravel, whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add sandy to group name. M If soil contains 30% plus No. 200, predominantly gravel, add gravelly to group name. N PI 4 and plots on or above A line. O PI 4 or plots below A line. P PI plots on or above A line. Q PI plots below A line. Exhibit C-2

30 GENERAL NOTES Sedimentary Rock Classification DESCRIPTIVE ROCK CLASSIFICATION: Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains is called mudstone or claystone, siltstone, or shale. Modifiers such as shaly, sandy, dolomitic, calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone. LIMESTONE Light to dark colored, crystalline to fine-grained texture, composed of CaCo,, reacts readily with HCI. DOLOMITE Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO,)., harder than limestone, reacts with HCI when powdered. CHERT Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz (Si02), brittle, breaks into angular fragments, will scratch glass. SHALE Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers. The unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone. SANDSTONE Usually light colored, coarse to fine texture, composed of cemented sand size grains of quartz, feldspar, etc. Cement usually is silica but may be such minerals as calcite, iron-oxide, or some other carbonate. CONGLOMERATE Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble to cobble size (V2 inch to 6 inches). Cemented together with various cementing agents. Breccia is similar but composed of angular, fractured rock particles cemented together. PHYSICAL PROPERTIES: DEGREE OF WEATHERING Slight Slight decomposition of parent material on joints. May be color change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION BEDDING AND JOINT CHARACTERISTICS Bed Thickness Joint Spacing Very Thick Thick Medium Thin Very Thin Laminated Very Wide Wide Moderately Close Close Very Close Can be scratched easily with knife, cannot be scratched with fingernail. Soft Can be scratched with fingernail. >10' 3'. 10' 1'. 3' 2" - 1'.4". 2".1" -.4 " Bedding Plane A plane dividing sedimentary rocks of the same or different lithology. Joint Fracture in rock, generally more or less vertical or transverse to bedding, along which no appreciable movement has occurred. Seam Generally applies to bedding plane with an unspecified degree of weathering. Limestone and Dolomite: Hard Moderately Hard Dimensions Difficult to scratch with knife. Shale, Siltstone and Claystone Hard Moderately Hard Soft Can be scratched easily with knife, cannot be scratched with fingernail. Can be scratched with fingernail. Can be easily dented but not molded with fingers. Sandstone and Conglomerate Well Cemented Capable of scratching a knife blade. Cemented Poorly Cemented Can be scratched with knife. SOLUTION AND VOID CONDITIONS Solid Contains no voids. Vuggy (Pitted) Rock having small solution pits or cavities \JP to V2 inch diameter, frequently with a mineral lining. Porous Containing numerous voids, pores, or other openings, which may or may not interconnect. Cavernous Containing cavities or caverns, sometimes quite large. Can be broken apart easily with fingers. ~~~~~~~~~~~l~rracon~ Form