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Geotechnical Engineering Report Cimarron Water Treatment Facility State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Prepared for:
Environmental Properties Management LLC A Subsidiary of Burns & McDonnell Engineering Company Kansas City, Missouri Prepared by:
Terracon Consultants, Inc.
Oklahoma City, Oklahoma terracon .com lrerracon Environmental Facilities Geotechnical Materials
January 26, 2017 le rac Environmental Properties Management LLC A Subsidiary of Burns & McDonnell Engineering Company 9400 Ward Parkway Kansas City, Missouri 64111 Attn: Mr. Jeff Lux, P.E Project Manager M: [405] 642 5152 E:
Re: Geotechnical Engineering Report Cimarron Water Treatment Facility State Highway 33 and State Highway 7 4 Cimarron City, Logan County, Oklahoma Terracon Project No. 03165393
Dear Mr. Lux:
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. These services were performed in general accordance with our Proposal No. P03165393 dated October 28, 2016. This geotechnical engineering report presents the results of the subsurface exploration and provides geotechnical recommendations concerning earthwork, the design and construction of the building, nitrate treatment areas, tank foundations and pavements, and subgrade preparation for the structures.
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.
Sincerelyt Terracon Consultants, Inc. **' .,
Cert. Of Auth. #CA-4531 exp, 6/30/17 JEREMY - ~ 1
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Terracon Consultants , Inc . 470 1 North Stiles Avenue Oklahoma City , Oklahoma 73105 P [405] 525 0453 F [4051 557 0549 terracon .com Environmental Facilities Geotechnical Materials
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 TABLE OF CONTENTS Page EXECUTIVE
SUMMARY
............................................................................................................. i
1.0 INTRODUCTION
............................................................................................................. 1 2.0 PROJECT INFORMATION ............................................................................................. 1 2.1 Project Description ........................ ....................................................................... 1 2.2 Site Location and Description .............................................. ........... ...................... 2 3.0 SUBSURFACE CONDITIONS ........................................................................................3 3.1 Geology ...............................................................................................................3 3.1 Typical Subsurface Profile ...................................................................................3 3.2 Groundwater ........................................................................................................ 4 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 5 4.1 Geotechnical Considerations ............................................................................... 5 4.2 Earthwork.................................................................................................... ......... 6 4.2.1 Site Preparation ........................................................................................6 4.2.2 Excavations .................................................................................... .......... 6 4.2.3 Subgrade Preparation ...............................................................................7 4.2.4 Fill Materials Requirements ...................................................................... 8 4.2.5 Fill Placement Compaction Requirements ................................................ 8 4.2.6 Grading and Drainage ..............................................................................9 4.2. 7 Corrosion Potential ................................................................................... 9 4.3 Foundations ....................................................................................................... 10 4.3.1 Shallow Footing Foundations .................................. .. .............................. 10 4.3.2 Mat Foundations ..................................................................................... 11 4.4 Building Floor Slab ............. ................................................................................ 13 4.5 Seismic Hazards ...... ...... .................................................................................... 13 4.5.1 Surface Fault Rupture ............................................................................. 14 4.5.2 Strong Ground Shaking .......................................................................... 14 4.5.3 Soil Liquefaction ..................................................................................... 15 4.5.4 Landsliding ............................................................................................. 15 4.5.5 Earthquake Induced Settlement.. ............................................................ 15 4.5.6 USGS One-Year Hazard Forecast. ......................................................... 16 4.6 Lateral Earth Pressures .................................................................................... . 16
- 4. 7 Gravel Base Areas ............................................................................................. 19 4.8 Pavements .........................................................................................................20 5.0
GENERAL COMMENT
S ...............................................................................................21 Responsive Resourceful Reliable
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracon January 26, 2017 Terracon Project No. 03165393 TABLE OF CONTENTS - (Cont'd.)
APPENDIX A - FIELD EXPLORATION Exhibit A-1 Site Location Exhibit A-2 & 3 Exploration Plans ExhibitA-4 Field Exploration Description Exhibits A-5 to A-16 Borings 8-1 to 8-13 Exhibits A-17 to A-20 Subsurface Profiles Exhibit A-21 Percolation Test Result APPENDIX B - LABORATORY TESTING AND ANALYSIS Exhibit 8-1 Laboratory Test Description Exhibits 8-2 & 8-3 Atterberg Limits Exhibits 84 to 8-12 Sieve Analysis Exhibits 8-13 & 8-14 Proctor Test Results Exhibits 8-15 & 8-16 CBR Test Results Exhibit 8-17 Corrosion Test Results Exhibit 8-18 Direct Shear Test Results Exhibits 8-19 & 8-20 Design Maps Detailed Reports APPENDIX C - SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 Sedimentary Rock Classification Responsive Resourceful Reliable
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 EXECUTIVE
SUMMARY
A geotechnical exploration has been performed for the proposed Cimarron Water Treatment Facility to be constructed southeast of Cimarron City, Logan County, Oklahoma. Terracon's geotechnical scope of work included the advancement of twelve ( 12) test borings to approximate depths of 14 to 34 feet below existing site grades. Borings were terminated at shallower depths due to the shallow weathered rock encountered in the borings. Boring B-6 was eliminated per the Client's request.
Based on the information obtained from our subsurface exploration, the following geotechnical considerations were identified:
The borings in the treatment area generally encountered stiff to hard lean clays with varying amounts of sand and silt, hard, fat clay and dense to very dense, clayey and silty sands, to depths of about 5 to 6 feet. The overburden soils were underlain by highly weathered to weathered shale and sandstone extending to the boring termination depths. Groundwater was encountered in borings B-5 and B-7 at depths of about 13 to 23.5 feet at the time of field exploration. Groundwater was not encountered in the remaining treatment area borings at the time of exploration.
The borings in the alluvial area generally encountered very loose to medium dense sands with varying amounts of silt, clay and gravel, and layers of clayey gravel and lean to fat clays extending to depths of about 17 to 31.5 feet. The overburden soils were underlain by highly weathered to weathered sandstone or highly weathered shale extending to the boring termination depths. Groundwater was encountered in the borings at depths varying from about 6 to 10 feet while drilling.
Based on the subsurface conditions encountered, the proposed building can be supported on shallow footing foundations in conjunction with a slab-on-grade. The nitrate treatment areas and tanks can be supported on mat foundations and circular mat foundations respectively.
Based on the existing topography and the information provided by the client, we understand that 2 feet of cut and or fill will required for this project.
The on-site soils within the anticipated depth of seasonal moisture change generally have low to moderate shrink/swell potential and appear suitable for supporting the building floor slab provided the recommended proofrolling and moisture/density control are incorporated into subgrade preparation and fill placement.
Excavations for the treatment area may extend into weathered bedrock. Rock formations that have standard penetration test results of 4 or more inches per 50 blows Responsive Resourceful Reliable
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 can usually be excavated with heavy excavation equipment equipped with ripping teeth.
Rock formations that have standard penetration test results of 3 inches or less per 50 blows usually require either pneumatic equipment to remove. However, variations in hardness of rock can occur with depth and distance from the borings.
To improve long-term support for the proposed pavements and gravel base areas, we recommend chemically stabilizing the pavement and gravel base subgrade.
The international Building Code seismic site classification for the treatment area can be generalized as site class C and the alluvial area as site class D.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during construction.
This geotechnical executive summary should be used in conjunction with the entire report for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled General Comments should be read for an understanding of the report limitations.
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lrerracan GEOTECHNICAL ENGINEERING REPORT CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 AND STATE HIGHWAY 74 CIMARRON CITY, LOGAN COUNTY, OKLAHOMA Terracon Project No. 03165393 January 26, 2017
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the proposed Cimarron Water Treatment Facility planned southeast of Cimarron City in Logan County, Oklahoma. Twelve (12) test borings extending to approximate depths of 14 to 34 feet below existing site grades were drilled for this project. Most borings were terminated at shallower depths due to the shallow weathered rock encountered in the borings. Boring B-6 was eliminated per the Client's request. The borings were drilled at the general locations specified by Bums &
McDonnell Engineering Company.
The purpose of these services is to provide information and geotechnical engineering recommendations relative to:
subsurface soil and rock conditions groundwater conditions earthwork foundation design and construction seismic site classification and floor slab subgrade support hazards pavement and gravel base design and construction Logs of the borings along with a site location and exploration plan are included in Appendix A of this report.
2.0 PROJECT INFORMATION 2.1 Project Description Item Description Site layout See Exhibits A-1 to A-3 in Appendix A.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Item I Description I The proposed development consists of a water treatment facility 1
comprising a pre-engineered metal building approximately 100 I
1 feet by 115 feet in plan, three nitrate treatment areas of 1
approximately 45 feet by 90 feet each, and several tanks. The Structures building will house equipment skids and tanks, electrical equipment, and an administrative area. The nitrate treatment areas will consist of skids and tanks. Stand-alone tanks are anticipated to have diameters as large as 15 feet and contain between 12,000 and 30,000 gallons of water.
We understand the building columns are anticipated to be founded on shallow spread footing foundations with anticipated 1
bearing pressures of 2000 psf. The building is anticipated to have a slab on grade floor system with loading conditions which Anticipated Loads and include a dead load of 200 psf and forklift traffic.
foundations The nitrate treatment areas are anticipated to be founded on j continuous mats, while the tanks are anticipated to be constructed on circular mats.
Permanent asphalt pavement is anticipated around the perimeter of the building and the treatment areas. Some portions of the site are anticipated to have gravel base areas. Traffic loads include Traffic tractor-trailers during construction and operation, and passenger automobiles.
We understand, post-construction traffic will consist of a maximum of 2 to 4 semi tractor-trailers per a day.
Based on the information provided by the client, we understand Grading that up to 2 feet of cut and/or fill are planned per structure.
Based on the existing topography and the boring elevations, Slopes I slopes are not anticipated for this project.
2.2 Site Location and Description Item Description 1 The site is located southeast of Cimarron City, approximately Location 3/4 mile northeast of the State Highway 33 and State Highway 74 intersection in Logan County, Oklahoma Current ground cover Grass, bare ground and trees.
The site generally slopes down from south to north and from 1 west to east with a difference in elevation of approximately Existing topography I elevation difference of about 11 feet between the treatment area borings and about 3 feet between the alluvial area I borings.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 3.0 SUBSURFACE CONDITIONS 3.1 Geology The geology at the alluvial area consist of Alluvium deposits of Quaternary age underlain by the Garber unit of Permian age. Alluvium deposits consist of deposits of sand, silt, clay, gravel, and/or combinations of materials. Alluvium is found along the flood plains of streams and is normally present at places along all streams. The Garber unit consists of a series of red clay shales, red sandy shales, and massive commonly cross-bedded lenticular sandstones. The total thickness of the Garber unit is about 400 feet in Oklahoma County, it thickens to about 600 feet.
The geology at the water treatment facility area consists of the Garber Unit of Permian age and the Hennessey unit of Permian age. The Hennessey unit consists of red platy to blocky clay shales and mudstone. The total thickness of the unit is about 400 feet.
3.1 Typical Subsurface Profile Specific conditions encountered at each boring location are indicated on the individual boring logs included in Appendix A of this report. Stratification boundaries on the boring logs represent the approximate location of changes in soil and rock types; in-situ, the transition between materials may be gradual. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows.
Approximate Depth to Description Material Encountered Consistency/Density Bottom of Stratum Treatment Area Lean clay with varying amounts Stratum 1A 3 to 6 feet Stiff to hard I of silt, clay and fat clay Stratum 18 1 3 to 5 feet I Clayey or silty sand Dense to very dense I
Highly weathered to weathered Below the boring j Soft to hard I shale Stratum 2 termination depths of 14 I Highly weathered to weathered I Poorly cemented to well to 29 feet I sandstone I cemented I
Alluvial Area I
Sand with varying amounts of Very loose to medium Stratum 1A 27.5 to 31 feet silt, clay and gravel dense Lean clay with varying amounts Stratum 182 3 feet Stiff to very stiff of silt and sand Stratum 1C3 3 to 4 feet Fat clay Stiff to very stiff 4 Very dense Stratum 2 31 .5 feet Clayey gravel Responsive Resourceful Reliable 3
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Approximate Depth to Description Material Encountered Consistency/Density Bottom of Stratum Below the boring Highly weathered to weathered Poorly cemented to well I
Stratum 3 I termination depths of 19 sandstone cemented I to 34 feet Highly weathered shale Soft 1
Clayey and silty sand layers were encountered in borings 8-4 and 8-5 2
Encountered in borings 8-10 and B-11 3
Encountered in borings 8-12 and B-13 4
Encountered in boring B-11 Laboratory tests were conducted on selected soil and rock samples and the test results are presented on the boring logs in Appendix A.
3.2 Groundwater The borings were monitored for the presence and level of groundwater while drilling, immediately after drilling and after 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> of drilling. Because drilling fluid was introduced into borings B-8 to B-13, groundwater observations were made prior to the introduction of drilling fluid and after 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> of drilling completion. As reported in the lower left corner of the boring logs, groundwater was encountered at the following depths.
While drilling After boring 24 Hours After boring Boring No.
Depth (ft.) Depth (ft) Depth (ft) 8-1 Not Encountered Not Encountered Not Encountered 8-2 Not Encountered Not Encountered Not Encountered 8-3 Not Encountered Not Encountered Not Encountered 8-4 Not Encountered Not Encountered Not Encountered 8-5 15.0 15.0 13.0 8-7 23.5 23.0 21.0 88- !
10 0 I N/A i 50 8-9 8.5 I N/A 8.0 8-10 8.5 NIA I 4.0 8-11 8.5 N/A 3.0
- 8-12 6.0 N/A 6.0 I
8-13 I 6.0 N/A 5.0 Responsive Resourceful Reliable 4
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 To obtain more accurate groundwater level information, longer observations in a monitoring well or piezometer that is sealed from the influence of surface water would be needed. Fluctuations in groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, altered natural drainage paths and other factors not evident at the time the borings were advanced. Consequently, the designer and contractor should be aware of this possibility while designing and constructing this project.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations It is our understanding that less than 2 feet of cut and/or fill will be required to develop the design grades for this site. The borings in the treatment area generally encountered moderate to high strength, native soils underlain by predominantly sandstone and shale bedrock below depths ranging from approximately 5 to 6 feet. Based on the subsurface conditions encountered in the borings and the anticipated foundation loads, the following foundation recommendations can be made:
Based on the subsurface conditions encountered, the proposed building can be supported on shallow footing foundations in conjunction with a slab-on-grade. The nitrate treatment areas and tanks can be supported on mat foundations and circular mat foundations, respectively.
The on-site soils within the anticipated depth of seasonal moisture change generally have low to moderate shrink/swell potential and appear suitable for supporting the building floor slab provided the recommended proofrolling and moisture/density control are incorporated into subgrade preparation and fill placement.
Excavations for the treatment area may extend into weathered bedrock. Rock formations that have standard penetration test results of 4 or more inches per 50 blows can usually be excavated with heavy excavation equipment equipped with ripping teeth. Rock formations that have standard penetration test results of 3 inches or less per 50 blows usually require either pneumatic equipment to remove. However, variations in hardness of rock can occur with depth and distance from the borings.
To improve long-term support for the proposed pavements and gravel base areas, we recommend chemically stabilizing the pavement and gravel base subgrade.
Geotechnical engineering recommendations for earthwork and the foundations are outlined below. The recommendations made in this report are based upon our engineering analyses of the field and laboratory testing performed and our current understanding of the proposed project.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 4.2 Earthwork The following presents recommendations for site preparation, subgrade preparation, and placement and compaction of engineered fill on the project. The recommendations presented for design and construction of earth supported elements including foundations, floor slab, tank bottoms and pavement and aggregate surfaced access roads are contingent upon following the recommendations outlined in this section.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. Grading for each structure should incorporate the limits of each proposed structure plus a minimum pad blow-up of five feet beyond proposed perimeter walls and any exterior columns.
4.2.1 Site Preparation Site preparation should include removing vegetation, topsoil, and any other unsuitable materials encountered on-site in construction areas. The necessary stripping depths should be determined at the time of construction by a representative of the geotechnical engineer.
4.2.2 Excavations Excavations should meet all OSHA and other applicable safety regulations. Grading plans should develop effective drainage away from open excavations.
On-site clayey soils encountered in the treatment area can be removed using standard backhoe and loader type equipment. Excavations that extend near the sandstone or shale bedrock materials may require heavy equipment and special rock removal techniques to remove the sandstone and shale. Rock formations that have standard penetration test (SPT) results of 4 inches or more per 50 blows can usually be excavated by heavy equipment outfitted with ripping teeth. Rock formations that have SPT results of 3 inches or less per 50 blows may require pneumatic breaker equipment to remove. Variations in the hardness of rock are likely to occur with depth and distance between boring locations.
Groundwater was encountered at depths ranging from approximately 13 to 23.5 feet at the treatment area boring locations and at depths ranging from about 3 to 10.5 in the Alluvial area.
Based on the groundwater level measurements obtained in our borings, we do not expect to encounter groundwater in excavations extending to a depth no greater than approximately 13 feet in the Treatment area. However, based on the groundwater conditions encountered in the alluvial area, excavations in the alluvial will encounter groundwater. Therefore, dewatering will likely be required for any excavations and if earthwork is performed in the alluvial area.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 The overbu rden soils encountered in the treatment area were generally classified as Soil Type A and Soil Type B per OSHA guidelines while the soils encountered in the alluvial area were generally classified as Soil Type B and Soil Type C per OSHA guidelines. The contractor is solely responsible for designing and constructing stable construction excavations and all excavations should comply with applicable local, state and OSHA excavation standards.
Individual borings should be consulted for additional information on the material that could be anticipated in the excavation. Additional soil borings could be performed in areas where more defined soil classification is required.
The soils to be penetrated by the proposed excavations may vary significantly across the site.
The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions.
4.2.3 Subgrade Preparation After site stripping and completing any required cuts, but before placing any engineered fill, we recommend the site be proofrolled under the observation of Terracon personnel with a loaded, tandem-axle dump truck weighing at least 25 tons to locate any zones that are soft or unstable.
The proofrolling should involve overlapping passes in mutually perpendicular directions. Where rutting or pumping is observed during proofrolling, the unstable soils should be overexcavated and replaced with engineered fill materials as described in Section 4.2.5 if it cannot be adequately compacted in-place. In areas where weathered sandstone or shale is encountered, proofrolling will not be required.
After proofrolling and correcting any unstable subgrade, we recommend the exposed subgrade soils to receive new fill be scarified to a depth of 8 inches. The moisture content of the scarified soil should be adjusted to its optimum value or above, prior to being compacted to at least 95 percent of its maximum dry density as determined by the standard Proctor test method (ASTM D 698. In areas where weathered sandstone or shale is exposed, it will not be necessary to scarify and compact the weathered sandstone or shale.
We recommend the subgrade beneath the tanks and nitrate treatment areas be developed with approved engineered soil fill to within 6 inches below final design elevation. Oklahoma department of transportation (ODOT) Type A Aggregated Base or similar granular material should be placed to develop the final design grade to provide improved, all-weather support for constructing each tank and nitrate treatment area. This will reduce the possible deterioration of the soil subgrade and provide a stable working surface.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 4.2.4 Fill Materials Requirements All fill required to develop the design subgrade elevation should be an approved material that is free of organic matter and debris as outlined in the following table.
Fill Type1 Acceptable Location for Placement On-site or Imported Cohesive Low Volume Change Soils All locations and elevations with LLs40 and 5sPls152 On-site or Imported Cohesive Soils All locations and elevations, with 40<LLs45 and 15<Pls25 3 except in the building floor slab area Weathered Shale, Weathered Excavated rock should be tested and approved prior to its Sandstone4 use as low volume change fill material.
Aggregate Base5 ODOT Type "A" Aggregate Base Materials On-Site Soils (with 5<PI< 25) Pavement areas6 1
Prior to any filling operations, samples of the proposed borrow and on-site materials should be obtained for laboratory Atterberg limits and moisture-density testing. These tests will provide a basis for material acceptance and evaluation of fill compaction by in-place density testing. A qualified soil technician should perform sufficient in-place density tests during the filling operations to evaluate that proper levels of compaction, including dry unit weight and moisture content, are being attained.
2 Some of the on-site clays appear to meet the requirements of a cohesive low volume change soil.
3 Some of the on-site clays appear to meet the requirements of a cohesive soil with 40<LL <45 and 15<Pls25.
4 Excavated rock (shale, sandstone) used for fill should have a maximum particle size of 3 inches. We anticipate that the excavated shale and poorly cemented sandstone will break down by compaction and tracked construction equipment. Harder sandstone should not be used as fill unless it is mechanically crushed to less than 3 inches in maximum dimension and mixed with clayey soils.
5 Gradation requirements for the Type "A" material can be found in section 703 of the ODOT Standard Specifications for Highway Construction.
6 Provided the top 8 inches are stabilized with Class "C" fly ash or cement kiln dust as discussed in the Pavements and aggregate base section of this report.
4.2.5 Fill Placement Compaction Requirements The recommended compaction and moisture content criteria for engineered fill materials are as follows :
Item Description 9-inches or less in loose thickness where heavy, self-propelled Fill Lift Thickness I compaction equipment is used; or I 4 to 6 inches in loose thickness when hand-guided equipment J (i.e. jumping jack or plate compactor) is used.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma 1rerracan January 26, 2017 Terracon Project No. 03165393 Item Description Tank, nitrate and building areas: At least 98 percent of the material's maximum dry density as determined by the standard Compaction Requirements 1 Proctor test method (ASTM D 698).
Other areas: At least 95% (ASTM D 698).
I Moisture content that is at or above its optimum value as Moisture Content-Cohesive Soil determined by the Standard Proctor test method at the time of placement and compaction.
Moisture Content-COOT Type "A" Workable moisture content that does not result in pumping when Aggregate Base or Approved I proofrolled.
Alternate
- 1. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.
4.2.6 Grading and Drainage Effective drainage should be provided during construction and maintained throughout the life of the development. Infiltration of water into utility trenches or foundation excavations should be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving do not immediately adjoin the structures, we recommend that protective slopes be provided with a minimum grade of approximately five percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration.
Downspouts, roof drains or scuppers should discharge in a manner that carries the water several feet away from the building when the ground surface adjacent to the structure is not protected by exterior slabs or paving. Sprinkler systems should not be installed within five feet of foundation walls. Landscaped irrigation adjacent to the foundation systems should be minimized or eliminated.
4.2. 7 Corrosion Potential Corrosion tests were performed on four selected samples to provide an indication of the corrosion potential of the on-site materials. This limited testing program should not be interpreted as a comprehensive assessment of the site, but only provides an indication of conditions at the sampled locations.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 The measured sulfate contents of the samples ranged from 28 to 91 . Results of soluble sulfate testing indicate that ASTM Type I Portland cement is suitable for all concrete on and below grade. Foundation concrete can be designed for low sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.
The measured chloride contents of the samples ranged from 25 to 50 mg/kg. Based on these test results, the risk of chloride exposure to reinforcing steel is rated as negligible according to ACI guidelines.
Laboratory test results indicate that on-site soils have resistivities ranging from 3414 to 7760 ohm-centimeters, and pH values ranging from 7.7 to 8.84. These values indicate the soils are mildly corrosive to moderately corrosive . Iron and steel pipes can be protected from corrosion through the use of cathodic protection or a polyethylene wrap/coating. Corrosion protection should be provided per the manufacturer's specifications.
Refer to Summary of Laboratory Results contained in Appendix B for the complete results of the various corrosivity testing conducted on the site soils in conjunction with this geotechnical exploration.
4.3 Foundations Based on the subsurface conditions encountered in borings 8-1 and 8-2 and the anticipated foundation loads, the single-story building can be supported on shallow footing foundations in conjunction with a slab-on-grade.
We understand the tanks will be supported on circular mat foundations and the nitrate areas will be founded on continuous mats.
The following recommendations for designing the foundations assume that procedures recommend in the report for developing a stable subgrade beneath the structures have been effectively implemented.
4.3.1 Shallow Footing Foundations Description Value Foundation Type Shallow footings Bearing Material Undisturbed native soils and/or approved engineered fill 2,000 psf on engineered fill and/or undisturbed native soils within 2.5 feet of existing ground Net Allowable Bearing Pressure 1
, 3,000 psf on native soils located 2.5 feet below existing I grade Allowable Friction Coefficient2 I 0.2 Responsive Resourceful Reliable 10
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Description Value i Most of the foundation settlement will occur within a few Time Rate of Settlement I . . .
I weeks after appl1cat1on of foundation loads 3
Allowable Passive Pressu re I 150 pcf I To reduce moisture changes in the soils beneath the footings J and for frost protection, we recommend that perimeter footings Minimum Embedment Depth
, bear at least 24 inches below finished grade. Interior footings I may be placed at shallower depths.
Frost Depth I 18 inches
- , Isolated: 30 inches Minimum Dimensions I Continuous: 16 inches wide Estimated Total Settlement I Less than 1/2 inch Estimated Differential Settlement I Less than 1/2 of the total settlement 1
These are the pressures at the base of the foundation in excess of the adjacent overburden pressure.
The allowable bearing pressures have a safety factor of approximately 3 and can be increased by 33 percent for transient loads.
2 The allowable friction coefficient has a safety factor of approximately 2.
3 This value is appropriate for the undisturbed native soils or engineered backfill placed along the sides of the foundation. The allowable passive pressure has a safety factor of approximately 2. Ignore passive pressure in frost zone.
Care should be taken to prevent wetting or drying of the bearing materials during construction.
Any extremely wet or dry material, or any loose or disturbed material in the bottom of the foundation excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by placing concrete as soon as possible after completing the foundation excavations and evaluating the bearing strata.
Foundation excavations should be observed by the geotechnical engineer. If the bearing conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.
4.3.2 Mat Foundations Description Value Foundation Type Mat foundations Bearing Material Engineered fill and/or undisturbed native soils 1
Net Allowable Bearing Pressure 2,500 psf 2
Allowable Friction Coefficient 0.2 Most of the foundation settlement will occur within a few Time Rate of Settlement weeks after application of foundation loads Allowable Passive Pressu re 3 150 pcf Responsive Resourceful Reliable 11
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Description Value 4
Coefficient of Subgrade Reaction 125 pci Minimum Embedment Depth j 24 inches below finished grade Frost Depth 18 inches Less than 1 1/2 inches (tank center)
Estimated Total Settlement Less than 3/4 inch (tank perimeter) i Less than 1 inch (continuous mats) 1 This is the pressure at the base of the foundation in excess of the adjacent overburden pressure. The allowable bearing pressure has a safety factor of approximately 3 and can be increased by 33 percent for transient loads.
2 The allowable friction coefficient has a safety factor of approximately 2.
3 This value is appropriate for the undisturbed native soils or engineered backfill placed along the sides of the foundation. The allowable passive pressure has a safety factor of approximately 2. Ignore passive pressure in frost zone.
4 This value is based on a 30-inch diameter plate. This value is estimated based on soil type and soil stiffness. This value assumes the tank floor will be supported on 6 inches of granular base (such as ASTM D 448 No. 57) over undisturbed native soils.
Care should be taken to prevent wetting or drying of the bearing materials during construction.
Any extremely wet or dry material, or any loose or disturbed material in the bottom of the foundation excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by placing concrete as soon as possible after completing the foundation excavations and evaluating the bearing strata.
Foundation excavations should be observed by the geotechnical engineer. If the bearing conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.
Staged preloading by partially filling the tanks and monitoring tank movements is recommended.
The preloading should be done prior to final connection of the inlet and outlet lines. The staged preloading with movement monitoring will confirm the structural integrity of the tanks, verify adequate bearing capacity and reduce the amount of settlement that the tanks will experience after they are placed in operation .
The differential settlement of the tank shell depends on the local variability of the soil conditions and the amount of fill materials placed below the tank. Settlement response of the tank foundation is impacted greatly by the quality of construction. Improper foundation design and construction or ground improvement methods could result in differential settlements that are significantly greater than we have estimated.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 4.4 Building Floor Slab The on-site soils encountered within the anticipated zone of seasonal moisture change in the treatment area were generally low to medium plasticity clays. These soils are not expected to experience significant volume changes with variations in subgrade moisture content. Therefore, these near surface soils are considered adequate for providing direct support for the building floor slab provided the recommended proofrolling and moisture/density control are incorporated into subgrade preparation and fill placement.
We recommend the floor slab be supported on aggregate base materials. A coefficient of subgrade reaction of 150 pci can be used to design a floor slab constructed on a 6-inch thickness of aggregate. The 6-inch thickness of aggregate should consist of 2 inches of fine aggregate meeting the requirements of ASTM D 448 No. 10 (screenings) underlain by 4 inches of Type "A" aggregate meeting the requirements of Section 703.01 of the ODOT 2009 Standard Specifications for Highway Construction. The aggregate should be adjusted to a workable moisture content, prior to being compacted to at least 95 percent of its maximum dry density as determined by the standard Proctor test method (ASTM D 698).
Control joints should be saw cut into the slab as soon as practical after concrete placement in accordance with ACI Design Manual, Section 302.1 R-37 8.3.12 (tooled control joints are not recommended). Additionally, dowels should be placed at the location of proposed construction joints. To control the width of cracking (where it occurs) continuous slab reinforcement should be considered.
Effective separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Interior trench backfill placed beneath slabs should be compacted in accordance with recommendations outlined in the Earthwork section of this report. Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1 Rare recommended.
The use of a vapor retarder or barrier should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier.
4.5 Seismic Hazards The project site is located in a region of relatively low seismicity, except when considering the ground shaking hazard from induced earthquakes. The following table lists the relative likelihood of seismic hazards at the site and the methods Terracon used to evaluate the hazards.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Hazard Relative Likelihood ilI Evaluation Method Surface fault rupture Low Quaternary fault and fold database 1
Strong ground shaking Low National seismic hazard maps Soil liquefaction Low Field exploration and laboratory data Landsliding Low Field reconnaissance and topographic maps Settlement Low Empirical equations based on case histories 1
See Section 4.5.6 for a discussion on induced earthquakes.
In Sections 4.5.1 through 4.5.5, we address seismic hazards from natural earthquakes only. In Section 4.5.6, we discuss the seismic hazard from both induced and natural earthquakes. That is, Sections 4 .5.1 through 4.5.5 describe seismic hazards for the site based on the 2008 U.S.
Geological Survey (USGS) United States National Seismic Hazard Model that are applicable to the seismic provisions of the 2015 IBC and ASCE 7-10.
4.5.1 Surface Fault Rupture According to the Quaternary Fault and Fold Database of the United States (http://earthquake.usgs.gov/hazards/qfaults/) accessed on December 19, 2016, the only mapped fault in the State of Oklahoma is the Meers fault. The Meers fault has the following characteristics:
The fault is located 145 km to the southwest in Comanche and Kiowa Counties.
The total fault length is 54 km.
The fault is one of at least four west- to northwest-trending faults that form the Frontal Wichita fault system, which is the boundary between the Anadarko basin to the northeast and the Wichita Mountains to the southwest.
Two earthquakes occurred on the fault in the late Holocene (i.e., approximately the last 10,000 years) and a preceding event occurred in middle Pleistocene time or earlier.
The slip-rate is less than 0.2 mm/year.
Given the distance from the Meers fault to the site, there is minimal risk of ground surface rupture due to faulting.
4.5.2 Strong Ground Shaking We utilized the U.S. Seismic Design Maps web tool developed by the USGS and located at http://earthquake.usgs.gov/designmaps/us/application.php to determine design ground motion values for the site. Based on results of the exploration program , we assigned Site Class C to the Treatment Area and Site Class D to the Alluvial Area. Site Class is determined by the geologic profile to a depth of 100 feet, and our borings extended to a maximum depth of 14 to 34 feet. Therefore, we assumed that materials encountered at the bottom of the explorations extended to a depth of 100 feet in our determination of Site Class. Appendix B contains the Design Maps Detailed Report for both areas and the values are summarized in the table below.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Ground Motion Parameter Site Class C Value 1 Site Class D value 1 PGA 0.125g 0.125g Ss 0.223g 0.223g S1 0.071g 0.071g FPGA 1.200 1.549 Fa 1.200 1.600 Fv 1.700 2.400 PGAM 0.151g 0.194g SMs 0.267g 0.357g SM1 0.121 g 0.171 g Sos 0.178g l 0.238g I
S01 i 0.081g 0.114g 1
Latitude 35.882 and Longitude -97.583 degrees.
Deaggragation of the PGA value (https://geohazards.usgs.gov/deaggint/2008/) determined that nearly 92 percent of the hazard was from background seismicity with a magnitude (M) value of 5.6 and source-to-site distance (R) of 37 km. The remaining 8 percent of the hazard was attributable to the Meers fault with M7 and R = 145 km.
4.5.3 Soil Liquefaction Liquefaction typically occurs in loose sands located below the water table. Of the two areas, only our explorations in the Alluvial Area encountered materials susceptible to liquefaction during strong ground shaking. However, we understand that no structures are to be located in the Alluvial Area and an evaluation of soil liquefaction for the area is not desired. Conversely, our explorations in the Treatment Area generally encountered clays over bedrock. Soft, saturated clay soils have experienced strength reduction during past earthquakes. However, groundwater in the Treatment Area, if observed, was located in the weathered bedrock below the potentially susceptible clay soils. Therefore, soils within the Treatment Area are not susceptible to soil liquefaction.
4.5.4 Landsliding We anticipate that any permanent slopes at the site will be inclined at 3H:1V or flatter; and a maximum of 10 feet in height. Seismic loading of these relatively flat slopes is not anticipated to result in displacement except in the Alluvial Area where liquefaction of loose, saturated sands may result in a type of movement termed lateral spreading.
4.5.5 Earthquake Induced Settlement Earthquake-induced settlement of materials in the Treatment Area is unlikely given the generally thin layer of stiff to hard clay overlying bedrock. Conversely, the loose sands in the Alluvial Area Responsive Resourceful Reliable 15
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 may experience both post-liquefaction reconsolidation settlement and dynamic compression as a result of earthquake loading. If fill is placed to raise grades at the site, the compaction recommendations of the Earthwork section of this report would essentially eliminate settlement of the structural fill.
4.5.6 USGS One-Year Hazard Forecast Earlier in 2016, the USGS published a one-year seismic hazard forecast from induced and natural earthquakes (Open-File Report 2016-1035). The forecast included the induced earthquakes listed in the table below. The list was obtained through a search of the USGS earthquake catalog (http://earthquake.usgs.gov/earthquakes/search/) for events with M4.5 or greater in the State of Oklahoma since December 12, 2011. We accessed the catalog on December 18, 2016.
Date Location Magnitude 11/7/16 3 km W of Cushing 5.0 9/3/16 I 14 km NW of Pawnee 5.8 2/13/16 ! 31 km NW of Fairview 5.1 1/7/16 33 km NW of Fairview 4.7 11/30/15 26 km E of Cherokee 4.7 11/19/15 13 km SW of Cherokee 4.7 7/27/15 4 km NNE of Crescent 4.5 I
12/7/13 I l 9 km ESE of Edmond 4.5 The report noted that the ground shaking seismic hazard for one-percent probability of exceedance in one year reaches 0.6g in northern Oklahoma. In addition, conversion of ground shaking to seismic intensity indicated that some places in Oklahoma have a chance of damage similar to that caused by natural earthquakes at sites in parts of California. If Environmental Properties Management LLC, A Subsidiary of Burns & McDonnell Engineering Company would like for Terracon to expand their evaluation of seismic hazards to include induced earthquakes, please contact us.
4.6 Lateral Earth Pressures Walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are Responsive Resourceful Reliable 16
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall rotation. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls.
For active pressure -
Mavement (0.002 Z to 0.004 Z)
Rnished For at-rest pressure- No Grade Mavement Assumed z
EARTH PRESSURE COEFFICIENTS EARTH EQUIVALENT SURCHARGE EARTH COEFFICIENT FOR PRESSURE FLUID PRESSURE PRESSURE, P1 PRESSURE, P2 BACKFILL TYPE CONDITIONS (pcf) (psf) (psf)
Active (Ka) Granular - 0.33 40 (0.33)S (40)H Lean Clay - 0.42 I 50 (0.42)S (50)H At-Rest (Ko) Granular - 0.46 I 55 (0.46)S (55)H Lean Clay - 0. 58 I 70 (0.58)S (70)H Passive (Kp) Granular - 3.0 I 360 --- ---
I 288 --- I ---
Lean Clay - 2.4 I I Conditions applicable to the above table include:
For active earth pressure, wall must rotate about base, with top lateral movements 0.002 Z to 0.004 Z, where Z is wall height.
For passive earth pressure, wall must move horizontally to mobilize resistance.
Uniform surcharge, where S is surcharge pressure.
In-situ soil backfill weight a maximum of 120 pcf.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Horizontal backfill, compacted to at least 95 percent of standard Proctor (ASTM D-698) maximum dry density.
Loading from heavy compaction equipment not included.
No groundwater acting on wall.
No safety factor included.
Ignore passive pressure in frost zone .
Backfill placed against structures should consist of granular soils or low plasticity cohesive soils (Pl s 15). For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the at-rest and passive cases, respectively. Additionally, the granular backfill must extend out from the base of the wall at an angle of at least 30 degrees from vertical for the active case. To calculate the resistance to sliding, values of 0.2 and 0.4 should be used as the allowable coefficients of friction between the footing and the underlying soil or weathered bedrock, respectively.
We recommend installing an exterior perimeter drain system along the below-grade walls. The exterior perimeter drains should be installed at the foundation level as shown on the adjacent figure and described in the following notes.
Granular backfill should be clean, free-draining sand or crushed stone.
Perforated pipe should be rigid PVC, sized to transport the expected water.
Perforated pipe should be surrounded .. ... .
by at least 4 inches of ASTM C-33 No. ,: t ..
57 stone or equivalent with the stone and pipe encased in an approved filter fabric to restrict the migration of fines into the drain system.
Exterior ground surface should consist of a 12-inch compacted clay cap or pavement section sloped to drain from building.
If adequate drainage is not possible, then combined hydrostatic and lateral earth pressures should be calculated for lean clay backfill using an equivalent fluid weighing 90 and 100 pcf for active and at-rest conditions, respectively. For granular backfill, an equivalent fluid weighing 85 and 90 pcf should be used for active and at-rest, respectively. These pressures do not include the influence of surcharge, equipment or floor loading, which should be added. Heavy equipment should not operate within a distance closer than the exposed height of retaining walls to prevent imposing lateral pressures larger than those provided.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 4.7 Gravel Base Areas Recommendations regarding site preparation, subgrade preparation and placement and compaction of engineered fill are provided in the Earthwork section of this report.
We recommend that the top 8 inches of the subgrade be stabilized with Class "C" fly ash or cement kiln dust. Based on past experience with soils similar to those present at the site, we estimate 10 to 14 percent Class "C" fly ash or cement kiln dust will be needed to adequately stabilize on-site soils. The actual percentage of additive should be determined at the time of construction by the geotechnical engineer. Before compaction, the stabilized soil zone should be adjusted to within 2 percent of the material's optimum moisture as determined by the standard Proctor test method (ASTM D 698). After conditioning the soil to the required moisture content, the treated subgrade should be compacted to at least 98 percent of the material's maximum dry density as determined by the standard Proctor test method (ASTM D 698).
Compaction should be completed within about two hours after initially mixing the soil and stabilizing agent to optimize the stabilization benefit.
We understand traffic patterns and anticipated loading conditions will consist primarily of automobile traffic and occasional delivery and trash removal trucks. We also understand that approximately two to four semi-tractor a day will be entering the site after construction. Two aggregate base section categories have been provided. The light duty parking and drive category is for areas expected to receive only car traffic. The heavy duty parking and drive category assumes two to four semi-tractor trailers per day five days a week and three delivery and/or trash removal trucks per day in addition to car traffic. If the truck traffic loading expected is different than our assumptions, we should be provided the traffic information and allowed to review these aggregate base sections. The owner/user should consider placing signs at entryways to deter heavy trucks from light duty aggregate base areas.
Description Value 12.0 inches of Type "A" Aggregate Base 3 Heavy Duty 1* 2 8.0" Stabilized Subgrade 6.0 inches of Type "A" Aggregate Base 3 Light Duty 1
- 2 8.0" Stabilized Subgrade or Compacted Subgrade
- 1. It should be emphasized that aggregate base areas, regardless of the thickness or practical subgrade preparation measures, will require on-going maintenance and repairs to keep them in a serviceable condition. It is not practical to design an aggregate surfaced section of sufficient thickness that on-going maintenance will not be required. This is due to the porous nature of the aggregate that will allow precipitation and surface water to infiltrate and soften the subgrade soils, and the limited near surface strength of unconfined aggregate that makes it susceptible to rutting.
When potholes, ruts, depressions or yielding subgrades develop they must be repaired prior to applying additional traffic loads. Typical repairs could consist of placing additional aggregate in ruts or depressed areas and, in some cases complete removal of aggregate surfacing, repair of Responsive Resourceful Reliable 19
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Description Value unstable subgrade, and replacement of the aggregate surfacing. Potholes and depressions should not be filled by blading adjacent ridges or high areas into the depressed areas. New material should be added to the depressed areas as they develop. Failure to make timely repairs will result in more rapid deterioration of the roadway/yard, making more extensive repairs necessary.
- 2. We recommend that ditches with inverts extending one foot below the soil subgrade be provided along both sides of the road. The road should be sloped to provide rapid drainage of surface water.
- 3. ODOT Type "A" aggregate meeting the requirements of Section 703.01. The aggregate should be compacted to at least 95 percent of its maximum dry density as determined by the standard Proctor test method (ASTM D 698).
4.8 Pavements To improve long-term support for the proposed pavements, we recommend chemically stabilizing the pavement subgrade. Recommendations regarding site preparation, subgrade preparation, and placement and compaction of engineered fill are provided in the earthwork section of this report.
We recommend that the top 8 inches of the subgrade be stabilized with Class "C" fly ash or cement kiln dust. Based on past experience with soils similar to those present at the site, we estimate 10 to 14 percent Class "C" fly ash or cement kiln dust will be needed to adequately stabilize on-site soils. The actual percentage of additive should be determined at the time of construction by the geotechnical engineer. Before compaction, the stabilized soil zone should be adjusted to within 2 percent of the material's optimum moisture as determined by the standard Proctor test method (ASTM D 698). After conditioning the soil to the required moisture content, the treated subgrade should be compacted to at least 98 percent of the material's maximum dry density as determined by the standard Proctor test method (ASTM D 698).
Compaction should be completed within about two hours after initially mixing the soil and stabilizing agent to optimize the stabilization benefit.
We understand traffic patterns and anticipated loading conditions will consist primarily of automobile traffic and occasional delivery and trash removal trucks. We also understand that approximately two to four semi-tractor trailers a day will be entering the site after construction.
Two pavement section categories have been provided. The light duty parking and drive category is for areas expected to receive only car traffic. The heavy duty parking and drive category assumes two semi-tractor trailers per day five days a week and three delivery and/or trash removal trucks per day in addition to car traffic. If the truck traffic loading expected is different than our assumptions, we should be provided the traffic information and allowed to review these pavement sections. The owner/user should consider placing signs at entryways to deter heavy trucks from light duty pavement areas.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Light Duty Parking and Drive Heavy Duty Parking and Drive Asphaltic Concrete 1 2.0" Type "B" Asphaltic Concrete 2.0" Type "B" Asphaltic Concrete 3.0" Type "A" Asphaltic Concrete 5.0" Type "A" Asphaltic Concrete I 8.0" Stabilized Subgrade 8.0" Stabilized Subgrade 1
All materials should meet the ODOT Standard Specifications for Highway Construction.
Note: Reinforced concrete pads should be provided in front of and beneath trash receptacles. The dumpster trucks should be parked on the rigid concrete pavement when the trash receptacles are lifted.
The concrete pads should be a minimum of 7 inches thick and properly reinforced.
These pavement sections are considered minimal sections based upon the expected traffic and the existing subgrade conditions. However, they are expected to function with periodic maintenance and overlays if good drainage is provided and maintained.
Pavement materials should not be placed when the surface is wet. Surface drainage should be provided away from the edge of paved areas to minimize lateral moisture transmission into the subgrade.
Openings in pavement, such as landscape islands, are sources for water infiltration into surroundings pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils.
The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure Preventative maintenance should generally consist of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). It should be planned and provided for through an on-going pavement management program to enhance future pavement performance and preserve the pavement investment.
5.0
GENERAL COMMENT
S 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.
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Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 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.
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APPENDIX A FIELD EXPLORATION
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' *I ' . . '"- - .. . I' -, . ' *' - j *1-3---- SITE LOCATION
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' I POC.RAPHIC MAP IMAC Fcn'1RTFsvnF Project Manager:
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- *~* I -- SITE LOCA-I IUN II Exhibit I DIAGRAM IS FOR GENERAL LOCATION ONLY, orawnnhv* by:
Checked by:DCVS Scale: 1,,,"=2 r'/\ld11scale:
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, 000' r.erracon .
II 4701 N Stiles Ave 11 Cimarron Water Treatment Facility State Highway 33 & State Highway 74 II II A- I I
AND IS NOT INTENDED FOR CONSTRUCTION Oklahoma City, OK 73105-3330 Cimarron City, OK PURPOSES
AERIAL PHOTOGRAPHY PROVIDED BY I Project Manager: Project No.
11 EXPLORATION PLAN 11 Exhibit MICROSOFT BING MAPS Drawn by:
DCVS CAN Scale:
03165393 AS SHOWN llerracan Cimarron Water Treatment Facility DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION I Checked bybcvs Approved by: JWB File Name: A _A Date:
1 3 4701 N SUI~ . . .
Oklahoma City, OK 73105-3330 11 State Highway 33 & State Highway 74 Cimarron City, OK IIA-2 PURPOSES DEC 2016
AERIAL PHOTOGRAPHY PROVIDED BY P roJ CCt M o n agc r P,ojec< No EXPLORATION PLAN Exhibit llerracan MICROSOFT BING MAPS DCVS 03165393 Drawn by Scale CAN AS SHOWN Cimarron Water Treatment Facility DIAGRAM IS FOR GENERAL LOCATION ONLY, (a,cckcO by.DCVS f* ;,c Name: A -A 1 3 4701 N Stiles Ave State Highway 33 & State Highway 74 A-3 AND IS NOT INTENDED FOR CONSTRUCTION Do,e Oklahoma City, OK 73105-3330 Cimarron City, OK Appcovco by JWB PURPOSES DEC 2016
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Field Exploration Description A total of twelve (12) test borings were drilled at the site on November 17 and 18, 2016. The borings were drilled to depths of approximately 14 to 34 feet below the ground surface at the approximate locations shown on the attached Boring Location Plan, Exhibit A-2. Some borings were terminated at shallower depths due to shallow bedrock. Boring 8-6 was eliminated per the Client's request.
The borings were located in the field by Terracon personnel using a handheld GPS unit. The coordinates of each boring are shown on the boring logs. Surface elevations at the boring locations were provided by the Client. The surface elevations at the boring locations ranged from approximately 936 to 996 feet. The locations and elevations of the borings should be considered accurate only to the degree implied by the methods used to define them.
The borings were advanced using a tuck mounted, rotary drill rig equipped with continuous flight augers and a rotary bit. Representative samples were obtained by the split-barrel sampling procedure.
The split-barrel sampling procedure uses a standard 2-inch O.D. split-barrel sampling spoon that 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 a typical 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 cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils and the hardness of sedimentary bedrock. The sampling depths, penetration distances, and the 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 Standard Penetration Test (SPT) drive hammer was used to advance the split-barrel sampler. A greater mechanical efficiency is achieved with the automatic drive hammer when compared to a conventional safety drive hammer operated with a cathead and rope. This higher efficiency has been considered in our interpretation and analysis of the subsurface information provided with this report. The energy efficiency of our automatic drive hammer is approximately 82 percent.
A geologist prepared field boring logs as part of the drilling operations. These boring logs included visual classifications of the materials encountered during drilling and the geologist's interpretation of the subsurface conditions between samples. The final boring logs included with this report represent the geologist's interpretation of the field logs and include modifications based on observations and tests of the samples in the laboratory.
Responsive Resourceful Reliable ExhibitA-4
Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet , or borings that 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 Oklahoma Water Resources Board for each 10 acres of project site area. Terracon grouted the borings and submitted a log in order to comply with the Oklahoma Water Resources Board requirements.
Responsive Resourceful Reliable ExhibitA-4
BORING LOG NO. B-1 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma C ATTERBERG en G LOCATION See Exhibit A-2 ...J Cl) LU >- ~ 0 w 'ti LIMITS 0 wZ c.. §. a:::~ LU 2:: _e, ~ I- u C LU z
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BORING LOG NO. B-3 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma C ATTERBERG LOCATION See Exhibit A-2 ....JU) UJ en CJ
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BORING LOG NO. B-4 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma c;:::- ATTERBERG a LOCATION See Exhibit A-2 ....IC/)
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BORING LOG NO. B-7 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma C ATTERBERG C) LOCATION See Exhibit A-2 ....JC/) w >- ~ ow~ LIMITS
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_y_ 21 ft After 24 Hours Oklahoma City, OK Project No.: 03165393 Exhibit: A-10
BORING LOG NO. B-8 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma
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- X 14 3-3-3 N-6 6
5
~ X 16 5-3-3 N-6 4
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- 8.5 930.5+/-
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LJ.J Boring Terminated at 34 Feet l')
~ Driller: Paul Hacker a::
0 Helper: Matt Craig a..
LJ.J Engineer/Geologist: Dillon Nolan a::
_.J Boring Started: 3:15 PM
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0 Drill Rig ID: 750X
~ Hammer Efficiency: 82%
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LJ.J en Advancement Method: Notes:
See Exhibit A-3 for description of field procedures.
!:!:: O' - 13.5' Power Auger 13.5' - 34' Wash Boring Surface Cover: Grass Field
- J See Appendix B for description of laboratory
- procedures and additional data (if any).
l-o See Appendix C for explanation of symbols and z Abandonment Method: abbreviations.
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0
_.J WATER LEVEL OBSERVATIONS Boring Completed: 11/18/2016 Boring Started: 11/18/2016 lrerracon l')
z 52 10 ft While Drillinq 0:
0 Drill Rig: 387 Driller: P. Hacker
[lJ en 4701 N Stiles Ave
- i: Project No.: 03165393 Exhibit: A-11 1-- 5 ft Wet Cave In After 24 Hours Oklahoma City, OK
BORING LOG NO. B-9 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma
,;:::- ATTERBERG C) LOCATION See Exhibit A-2 >- :g_
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~ ... . :29.0 907+/-
0 Boring Terminated at 29 Feet z
0 g Driller: Paul Hacker l-a: Helper: Matt Craig
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- §: Engineer/Geologist: Dillon Nolan en Boring Started: 2:15 PM 0
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~ Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
~ +Classification estimated from disturbed samples. Core samples and petrographic analysis may
~ reveal other rock types.
en Advancement Method: See Exhibit A-3 for description of field procedures. Notes:
- O' - 13.5' Power Auger 13-5' - 29' Wash Boring Surface Cover
- Grass Field
- i See Appendix B for description of laboratory
- 3: procedures and additional data (if any).
1---- - -- - - - -- -- - - - - -- -- - ---1
~ Abandonment Method: See Appendix C for explanation of symbols and
~ Backfilled with cuttings above 4'; grouted 4' to 14' ; backfilled abbreviations.
with cuttings from 14' to termination depth.
0 rnrracan g t-----,w.,,...,..,,.A=T=ER,,,....,..L=E"""'v=EL,.......,,,O"""B.,,,,.S=ER=v""'"A""""T=10""'"N"""'s.,,,,...-----+--------------+----------r------------t
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Boring Started: 11/18/2016 Drill Rig: 387 Boring Completed : 11/18/2016 Driller: P. Hacker K_______._P_ro_1e_ct_N_o_.:_0_3_1s_5_39_3_ _ _ _._E_xh_i_bi_t:_ _A_-_12_ _ _ _ __.
BORING LOG NO. B-10 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma
...JC/) UJ c- ATTERBERG CJ)
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- :s:z_
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- Boring Terminated at 25 Feet 0
....J
....J UJ Driller: Paul Hacker s Helper: Matt Craig 0
z Engineer/Geologist: Dillon Nolan
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0 Boring Started: 1: 15 PM
....J l- Boring Completed: 2:00 PM a::
<( Drill Rig: CME 970E
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UJ Hammer Efficiency: 82%
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UJ en Advancement Method: Notes:
See Exhibit A-3 for description of field procedures.
!:!:: O' - 1O' Power Auger 1O' - 25' Wash Boring Surface Cover: Q-ass Field
- i See Appendix B for description of laboratory
<(
> procedures and additional data (if any).
l-o See Appendix C for explanation of symbols and z Abandonment Method: abbreviations.
Backfilled with cuttings above 4'; grouted 4' to 14'; backfilled 5!2 with cuttings from 14' to termination depth.
Cl 0
....J WATER LEVEL OBSERVATIONS Boring Started: 11/18/2016 Boring Completed: 11/18/2016 Cl 0
z ii:
CD en
- i:
.'SL B. 5 ft While Drillinq lrerracan 4701 N Stiles Ave Drill Rig: 387 Driller: P. Hacker
--- 4 ft Wet Cave In After 24 Hours Oklahoma City, OK Project No.: 03165393 Exhibit: A-13 I-