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REPORT OF GEOTECHNICAL INVESTIGATION 122ND & SOONER ROAD SALT SHED OKLAHOMA CITY, OKLAHOMA PROJECT NO. 11028 INTRODUCTION .................................................................................................................. 1 GENERAL .......................................................................................................................................... 1 PROPOSED CONSTRUCTION................................................................................................................ 1 SCOPE OF WORK ............................................................................................................................... 1 FIELD AND LABORATORY INVESTIGATIONS .................................................................. 2 FIELD EXPLORATION ......................................................................................................................... 2 LABORATORY TESTING...................................................................................................................... 3 SITE DESCRIPTION............................................................................................................. 3 SURFACE CONDITIONS ....................................................................................................................... 3 SITE GEOLOGY .................................................................................................................................. 3 SUBSURFACE CONDITIONS ................................................................................................................ 4 GROUNDWATER CONDITIONS ............................................................................................................ 4 CONCLUSIONS AND RECOMMENDATIONS ..................................................................... 6 FOUNDATION RECOMMENDATIONS ........................................................................................ 6 CONSTRUCTION CONSIDERATIONS ......................................................................................... 8 ENVIRONMENTAL CONSIDERATIONS ................................................................................... 11 CLOSURE .......................................................................................................................... 12 APPENDICES APPENDIX A – Field Investigation APPENDIX B – Laboratory Results APPENDIX C – General Notes REPORT OF GEOTECHNICAL INVESTIGATION 122ND & SOONER ROAD SALT SHED OKLAHOMA CITY, OKLAHOMA PROJECT NO. 11028 INTRODUCTION General This report presents the results of the geotechnical investigation performed for the proposed Salt Shed located on Sooner Road approximately 0.2 miles north of Northeast 122nd Street in Oklahoma City, Oklahoma. The purpose of this investigation is to evaluate the subsurface conditions at the site and to provide recommendations pertaining to the geotechnical aspects of the proposed project. Proposed Construction The project will include the construction of a salt shed with a footprint of approximately 6,500 square feet. The walls will be 12 feet tall by one foot thick cast in place concrete, and it will have a 10” thick concrete slab. It will have a fabric roof and an approximate 2,900 square foot canopy area. Spread footings are the desired foundations system. No below grade construction is anticipated for this project. Floor slab loads are approximated to be 1,500 psf. Exact grade changes for the site have not been provided at this time, but are anticipated to be minimal (less than 5 feet). Scope of Work The scope of this investigation includes the following: 1. Review of previous geotechnical and geological information of this site and sites near this site. This was augmented with data obtained during the field investigation phase of the project. 2. Investigation of the foundation suitability of the subsurface soils by drilling and sampling a total of 2 boreholes within the planned project area. 3. A laboratory testing program consisting of moisture content, Atterberg limits and sieve analysis on the soils encountered. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 2 4. Recommendations regarding foundation support of the proposed building. The discussion includes a shallow footing foundation system. 5. General construction and earthwork recommendations. 6. Sustainability recommendations in regard to site construction and construction materials. FIELD AND LABORATORY INVESTIGATIONS Field Exploration Subsurface exploration was performed April 27, 2011. The boring locations were staked in the field by a representative of Red Rock Consulting. This was done by pacing distances with a measuring wheel and estimating angles from known site references as depicted on an aerial map that was provided by Cobb Engineering. The locations of the borings should be considered accurate only to the degree implied by the methods used to define them. The subsurface exploration program consisted of drilling 2 borings to depths of approximately 21.5 feet under the full time supervision of an engineer. The approximate boring locations can be found on the Boring Location Diagram in Appendix A. The borings were advanced using a truck-mounted CME 55 drill rig. Draft boring logs of the subsurface conditions encountered were developed in the field. Representative samples were obtained using the split-barrel sampling procedures (Standard Penetration Test, SPT) in general accordance with ASTM D-1586. The SPT test uses a standard, 2-inch O.D., split-barrel sampling spoon that is driven into the bottom of the boring with a 140 pound automatic drive hammer falling 30 inches. The blows per foot, N, is the number of blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval. The N value is used to estimate the in-situ relative density of granular soils, the consistency of cohesive soils, and the hardness of weathered bedrock. Samples were collected and transported back to the lab for further classification and testing. The final boring logs were developed from the draft logs and observations and test results of the samples returned to the laboratory. The stratigraphic contacts indicated are only for the specific dates and locations reported and, therefore, are not necessarily representative of other locations and times. The boring logs, presenting conditions encountered at each location explored, are included in Appendix A. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 3 Laboratory Testing Representative soil samples were tested to refine the field classifications and evaluate physical properties of the soils which may affect the geotechnical aspects of project design and construction. The laboratory testing program included the following: • Moisture content tests in general accordance with ASTM Method D2937 • Liquid and Plastic Limits of soils in general accordance with ASTM D4318 • Washed No. 200 US Standard Sieve test in general accordance with ASTM Method D1140 • Soil Classification in general accordance with ASTM D2487 The results of the physical laboratory tests conducted are shown on the boring logs in Appendix A and on the laboratory results sheet in Appendix B. SITE DESCRIPTION Surface Conditions At the time of the field investigation the borings were located on top of a hill that was surrounded by trees. There was an approximate 10,000 square foot asphalt pad, with a concrete wall parapet in the middle. An asphalt driveway led to the pad from the east. To the south of the asphalt pad was an area of approximately the same size covered in asphalt millings. A small amount of ponded water was observed on the asphalt pad and to esat of the asphalt pad. The drilling rig did not experience any difficulty maneuvering around the site. The site appeared to drain towards the east and northeast. There were no significant grade changes located in the area of the proposed building. Site Geology Division Four of the “Engineering Classification of Geological Materials”, published by the Oklahoma Department of Transportation (ODOT) indicates the project site is underlain by the Garber unit (Pg). Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 4 This Garber unit consists of a series of red clay shales, red sandy shales, and red massive commonly cross-bedded lenticular sandstones. The sandstones are more prominent in the southern portion of Division Four. Northward, the sandstones thin and shales become more dominant. The total thickness of the unit is about 400 feet in Oklahoma County. It thickens to about 600 feet in Garfield County and continues to thicken northward to the state line. The Garber unit outcrops in a 12 to 24 mile band across Grant, Garfield, Kingfisher, Logan, Noble and Oklahoma Counties of Division Four. Topographically, the unit is only slightly more rolling in northern Division Four than the overlying Hennessey unit and underlying Wellington unit. In southern Division Four, the increase in sandstone results in a rolling topography with the hills generally capped by sandstones and covered by thick growths of blackjack oak, and post oak trees. Subsurface Conditions Information collected during the investigation indicates that the overburden materials were comprised of clayey sand and silty sand which extended from the surface to the top of bedrock, which was encountered at 7 and 6.5 feet in borings B-1 and B-2, respectively. Boring B-1 was located beneath approximately 4 inches of asphalt millings and boring B-2 was located beneath approximately 3 ¾ inches of asphalt pavement. The overburden was underlain by poorly cemented to cemented sandstone that ranged in thickness from 9 to 9.5 feet. Beneath the sandstone layer was a layer of soft to hard shale that extended to the boring termination depths of 21.5 feet. For more a more detailed report of the soils encountered in the borings please see the boring logs in Appendix A. Groundwater Conditions Groundwater conditions were monitored during the advancement of the borings and immediately after the completion of drilling. At these times, groundwater was encountered in the borings as summarized in Table 1.d Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 5 Table 1 – Approximate Groundwater Levels Boring Depth During Drilling (feet) Elevation (feet) Depth Immediately After Drilling (feet) Elevation (feet) Depth After 1 Hour (feet) Elevation (feet) B-1 none 1094 18 1076 -- -- B-2 none 1094 18 1076 16 1078 To obtain more accurate groundwater level information, long-term observations in a 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 drainage paths, and other factors not evident at the time borings were advanced. Consequently, the contractor should be aware of this possibility while constructing this project. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 6 CONCLUSIONS AND RECOMMENDATIONS FOUNDATION RECOMMENDATIONS Recommendations pertaining to the building pad, floor slab subgrade and foundation system are discussed below. Building Pad Preparation Building pad preparation for the proposed structure should include removal of the existing asphalt millings and pavement, vegetation, topsoil and any other unsuitable materials which may be encountered. Removal depths should be determined at the time of construction by a representative of Red Rock Consulting. Floor Slab Subgrade Structures such as the one proposed for this site are generally designed for post-construction vertical floor slab movements of less than 1 inch. Based on the Atterberg limits test results of the on-site soils and assuming a minimum natural dry in-situ soil condition and a zone of influence (average depth of relatively constant moisture) of 8 feet below the existing ground surface, the evaluation indicates a PVR of less than 1 inch. The weight of the structure was not included in the potential vertical heave estimation. The in situ soils at the existing grade are adequate to provide direct support of the floor slab. Procedures for developing a moisture conditioned and compacted soil zone beneath the floor slab are included below. • The floor slab area for the structure plus approximately 5 feet in each horizontal direction must be stripped of all pavement, vegetation and topsoil. • The work area should then be proofrolled with a loaded, tandem-axle dump truck weighing at least 25 tons to locate any areas that are soft or unstable. The proofrolling should involve overlapping passes in mutually perpendicular directions. Where rutting or pumping is observed during proof rolling, the soft and/or unstable soils should be excavated and replaced with a low volume change soil as described below. • After proofrolling and completing any corrective work, the work area should be scarified to a depth of 8 inches, moisture conditioned and compacted. The moisture content of the scarified soil should be adjusted to its optimum value or above, as determined by a standard Proctor test (ASTM D-698), prior to being compacted to at least to 95 percent of its maximum dry density. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 7 • After all of the above recommended steps have been successfully completed, fill material can be placed, where needed. The fill should consist of an approved low volume change soil that is free of organic matter and debris, placed in lifts not exceeding 9 inches in loose thickness and compacted to at least 95 percent of the maximum dry density and at least to its optimum moisture content or above as determined by a standard Proctor test (ASTM D-698). Low volume change soils are defined to be cohesive materials having a liquid limit less than 40 and a plasticity index between 5 and 15. The zone of compacted fill meeting these criteria should extend beyond the building footprint as described above for stripping. • The minimum recommended moisture content must be maintained in the building pad materials until the floor slab is constructed. Drainage must be developed sloping away from the building to prevent water from ponding along the perimeter and affecting future floor slab performance. • The geotechnical engineer or a representative of the geotechnical engineer should be present to verify the above recommendations are implemented successfully. The use of a vapor retarder is recommended 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 using a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. Shallow Footing Foundation Systems A shallow footing foundation system can be used to support the proposed building. Spread footings for columns and continuous footings bearings within the existing overburden materials at a depth of 2.5 feet can be designed for allowable unit bearing pressures of 2,100 psf and 1,700 psf, respectively. If the allowable pressures given are not adequate for the loads anticipated for this project, please contact Red Rock Consulting for either drilled pier or geogrid reinforcement recommendations. The footings should all bear on similar material. In this case, the footings will bear within the existing overburden material. In no event should footings bear on different material, such as some footings on overburden soil and some footings on fill or bedrock material. Footings bearing on different materials could result in differential settlement of the building. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 8 Continuous footings should have a minimum width of at least 16 inches and isolated column footings should have a minimum width of at least 30 inches. To provide protection from frost heave and to help maintain constant moisture content in the soils below the footings and slabs, perimeter footings are recommended to bear at least 2.5 feet below final outside grade. Interior footings may be placed at a shallower depth. The foundation excavations should be observed by a representative of Red Rock Consulting prior to steel or concrete placement to document that the foundation materials are consistent with the materials discussed in this report. The bottom of the footings should be probed to identify and locate soft areas. Cavities formed as a result of excavation of soft or loose soil zones should be backfilled with lean concrete or properly compacted low volume change fill. After opening, footing excavations should be observed and concrete placed as quickly as possible to avoid exposure of the footing bearing surfaces to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. If possible, the foundation concrete should be placed during the same day the excavation is made. If footing excavations are left open for more than one day, they should be protected to reduce evaporation or entry of moisture. If all site preparation procedures are conducted as outlined above, long-term movement is expected to be less than 1 inch. Differential movement across the structure is not expected to exceed approximately ¾ inch. IBC Building Code Site Coefficient From the geotechnical investigation and subsequent laboratory tests, the on-site soils yield a Site Coefficient “C.” This site coefficient is based on a maximum boring depth of 21.5 feet. To obtain a more accurate site coefficient, a deeper boring (100 feet, as per the code), or more extensive testing must be used to evaluate the subsurface conditions. CONSTRUCTION CONSIDERATIONS Construction in Expansive Soils Expansive soils were not encountered on this project site. The following information has been assimilated after examination of numerous projects constructed in active soils. These recommendations are presented here as a convenience to the designers and contractors. If these features are incorporated into the overall design of the project, the performance of the structure should be improved. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 9 • Special considerations should be given to completion items outside the structure area, such as stairs, sidewalks, etc. They should be designed to adequately sustain the potential vertical movements mentioned in the report. • The general ground surface should be sloped away from the structure on all sides so that water will always drain away from the structure. Water should not be allowed to pond near the structure after the slab and/or foundation has been placed. • Roof drainage should be collected by a system of gutters and downspouts and transmitted by pipe to a storm drainage system where the water can drain away without entering the building subgrade. • Sidewalks should not be structurally connected to the structure. They should be sloped away from the structure so that surface water will drain away. • Sprinkler lines and sprinkler heads, if used, should not be placed alongside the sidewalls of the structure, but should be placed away from the structure such that the water will be sprayed towards the structure. The purpose of this recommendation is to mitigate the ponding and subsequent percolation of water into the soils beneath the structure causing detrimental vertical movements in the event that a sprinkler line or sprinkler head ruptures. • Utilities that project through the slabs on grade should be designed with either some degree of flexibility or with sleeves. Such design features will help to reduce the risk of damage to the utility lines as vertical movements occur. • Backfill for utility lines or along grade beams should consist of onsite material. If the backfill is too dense or dry, swelling may form a mound along the ditch line. The soils should be processed through the previously discussed compaction criteria. If non-plastic soil is used for bedding, a clay plug should be constructed at the slab on grade face to diminish access to the interior of the slab from percolating water transmitted through the bedding material. • During construction, every attempt should be made to limit the extreme wetting or drying of the subsurface soils since swelling or shrinkage will result. Standard construction practices of providing surface water drainage should be used. A positive slope of the ground away from the foundations and select fill excavations and ditches is recommended along with ditches or swales provided to carry off the runoff water both during and after construction. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 10 Wet Weather Earthwork During or after wet weather, it may be necessary to import granular materials to protect open subgrade soils. It may also be necessary to install a granular working pad to support construction equipment. Delays in site earthwork activities should be anticipated during periods of heavy rainfall. Additionally, site clearing and stripping activities may expose subgrade material that may be damaged if subjected to disturbance from construction traffic. When a granular working base is used to protect open subgrade material and construction equipment, the base should consist of a suitable thickness of crushed rock or ballast placed by end-dumping off an advancing pad of rock fill. Because construction practices can greatly affect the amount of rock required, we recommended that if conditions require the installation of a granular working blanket, the design, installation and maintenance be made the responsibility of the contractor. After installation, the working blanket should be compacted with a minimum of four overlapping passes with a smooth-faced steel drum or grid roller. Construction Monitoring Red Rock Consulting should be retained to provide construction monitoring services during earthwork activities and foundation construction. The purpose of field monitoring services is to confirm that site conditions are as anticipated, to provide field recommendations as required based on conditions encountered and to document the activities of the contractor to assess compliance with the project recommendations provided by Red Rock Consulting. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 11 ENVIRONMENTAL CONSIDERATIONS The environmental effect of construction projects is a growing concern in our industry. Some points for consideration of the environment regarding site construction and construction materials are summarized in the following paragraphs. These points should be incorporated into the design and construction of this project for a more environmentally friendly result. The following is only a summary. For a more in-depth discussion on sustainable design and construction, please contact Red Rock Consulting. SITE CONSTRUCTION Sedimentation and Erosion Control Reduce pollution from construction activities by controlling soil erosion, waterway sedimentation and airborne dust generation. This can be accomplished most efficiently by using seeding or mulching and silt fence. • Seeding or Mulching – If, for some reason, the excavated site is left open for an extended amount of time, soil erosion should be retarded by using seeding or mulching to cover and hold the soils. • Silt Fence – Prevent sedimentation of the storm sewer or receiving streams by constructing silt fence (posts with a filter fabric media) around the project site. The silt fence is used to remove sediment from stormwater that may runoff the construction site. CONSTRUCTION MATERIALS Local Materials Increase the demand for building materials and products that are extracted and manufactured within the region, thereby supporting the use of indigenous resources and reducing the environmental impacts resulting from transportation of materials. Examples of local materials that could be considered in the construction of this project include cement, fly ash, water, recycled concrete and/or aggregate and sand. Recycled Materials Reuse building materials and products in order to reduce demand for virgin materials and to reduce waste, thereby reducing impacts associated with the extraction and processing of virgin resources. Examples of recycled materials that could be considered in the construction of this project include recycled concrete and aggregate. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 12 CLOSURE The data presented in this report are based on site conditions as they existed at the time of the field exploration. The conditions encountered in the exploratory borings are representative subsurface conditions within the study area. This report was prepared for the exclusive use of Cobb Engineering, ODOT and their agents and consultants. It should be made available to prospective contractors for information and factual data only and not as a warranty of subsurface conditions similar to those interpreted from the boring logs or discussions presented herein. APPENDIX A SPT 24 15 9 SPT SPT SPT SPT SPT 35 4" ASPHALT MILLINGS CLAYEY SAND, red to brown, loose SILTY SAND, red orange, very dense SANDSTONE, light brown to red brown, poorly cemented to well cemented SHALE, red, soft Boring Completed and Grouted, 4/27/11 9 60 23 41 50/4" 50/4" 19 19 50/2.5" 22 33 50/5" 13 12 14 10 17 15 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAMPLE TYPE ATTERBERG LIMITS GRAPHIC LOG FINES CONTENT (%) DEPTH (ft) 0 5 10 15 20 MATERIAL DESCRIPTION BLOW COUNTS MOISTURE CONTENT (%) NOTES Southwest Corner of Shed GROUND ELEVATION 1094 ft LOGGED BY JTU DRILLING METHOD 4" augers - CME 55 HOLE SIZE 6 in DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS: CHECKED BY KKB DATE STARTED 4/27/11 COMPLETED 4/27/11 DURING DRILLING none 0 hrs AFTER DRILLING 18.0 ft / Elev 1076.0 ft hrs AFTER DRILLING --- PAGE 1 OF 1 BORING NUMBER B-1 PROJECT NAME 122nd and Sooner Rd. Salt Shed PROJECT LOCATION El Reno, Oklahoma CLIENT Cobb Engineering PROJECT NUMBER 11028 7042 Highwater Circle Edmond, Ok 73034 Telephone: (405)562-3328 GEOTECH BH COLUMNS 2 11028B LOGS.GPJ DATA TEMPLATE.GDT 5/3/11 19 17 2 SPT SPT SPT SPT SPT SPT 27.6 3 3/4" ASPHALT CLAYEY SAND, brown, loose SILTY SAND, red orange, loose SANDSTONE, red orange to light red, poorly cemented to cemented SHALE, red with gray spots, hard Boring Completed and Grouted, 4/27/11 10 9 23 18 50/5.5" 50/6" 50/4" 50/2.3" 13 12 13 12 20 10 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAMPLE TYPE ATTERBERG LIMITS GRAPHIC LOG FINES CONTENT (%) DEPTH (ft) 0 5 10 15 20 MATERIAL DESCRIPTION BLOW COUNTS MOISTURE CONTENT (%) NOTES Northeast Corner of Shed GROUND ELEVATION 1094 ft LOGGED BY JTU DRILLING METHOD 4" augers - CME 55 HOLE SIZE 6 in DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS: CHECKED BY KKB DATE STARTED 4/27/11 COMPLETED 4/27/11 DURING DRILLING none 0 hrs AFTER DRILLING 18.0 ft / Elev 1076.0 ft 1 hrs AFTER DRILLING 16.0 ft / Elev 1078.0 ft PAGE 1 OF 1 BORING NUMBER B-2 PROJECT NAME 122nd and Sooner Rd. Salt Shed PROJECT LOCATION El Reno, Oklahoma CLIENT Cobb Engineering PROJECT NUMBER 11028 7042 Highwater Circle Edmond, Ok 73034 Telephone: (405)562-3328 GEOTECH BH COLUMNS 2 11028B LOGS.GPJ DATA TEMPLATE.GDT 5/3/11 APPENDIX B Tested By: Project # Ordered By: Lab# OKC # 65 Bore Hole Depth Liquid Limit Plastic Index % Moist. - 200 Sieve -80 Sieve - 40 Sieve -10 Sieve -4 Sieve -3/8' Sieve -1/2" Sieve -3/4" Sieve -1" Sieve -1 1/2" Sieve B-1 2' 24 9 13.1 35.0 B-1 4' 12.3 B-1 7' 14.3 B-1 10' 9.7 B-1 15' 17.2 B-1 20' 15.1 B-2 2' 12.7 B-2 4' 19 2 11.5 27.6 B-2 7' 12.6 B-2 10' 12.0 B-2 15' 20.2 B-2 20' 9.6 Project: 4/27/11 SUMMARY SHEET K.Bumpas Date Received: Client: Red Rock Consulting, LLC Report Date: 5/2/11 J.Orth ODOT #3181 11028 Cobb # 09061.65 122nd & Sooner Rd Salt Shed APPENDIX C GENERAL NOTES The Unified Soil Classification System is used to identify the soil unless otherwise noted. UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D 2487 b Distinguishing between M and O classifications requires identifying organic components by observation, odor, or other testing. SOIL PROPERTY SYMBOLS N Standard “N” penetration: Blows per foot Qu Unconfined Compressive Strength, tsf Qp Penetrometer value, tsf Mc Water Content, % LL Liquid Limit, % PI Plasticity Index, % DD Natural Dry density, pcf Apparent groundwater levels DRILLING AND SAMPLING SYMBOLS BS Bag Sample SPT Split Spoon – 1 3/8” I.D., 2” O.D., except where noted ST Shelby Tube – 3” O.D., except where noted AU Auger Sample TC Texas Cone Penetrometer DCP Dynamic Cone Penetrometer RELATIVE DENSITY AND COSNISTENCY CLASSIFICATIONS DEGREE OF PLASTICITY OF COHESIVE SOILS Degree of Plasticity Plasticity Index Swell Potential None 0 to 4 Very Low Slight 5 to 9 Low Medium 10 to 19 Low to Medium High 20 to 39 Medium to High Very High 40+ Very High MOISTURE CONDITION OF COHESIVE SOILS Description Condition Moisture Content Absence of moisture, dusty, dry to touch Dry 0 to 10% Damp but no visible water Moist 10 to 30% Visible free water Wet 30 to 70% COHESIVE SOILS CONSISTENCY SPT Qu – (tsf) Very Soft <2 0.00 – 0.25 Soft 2 to 4 0.25 – 0.50 Medium Stiff 5 to 8 0.50 – 1.00 Stiff 9 to 14 1.00 – 2.00 Very Stiff 15 to 30 2.00 – 4.00 Hard 31+ 4.00+ COHESIONLESS SOILS RELATIVE DENSITY SPT Very Loose <4 Loose 4 to 10 Medium Dense 11 to 30 Dense 31 to 50 Very Dense 51+ QUALITY OF ROCK CORE CORE QUALITY R.Q.D. CONDITIONS Excellent Quality 90 – 100% Unweathered Good Quality 75 – 90% Slightly Weathered Fair Quality 50 – 75% Moderately Weathered Poor Quality 25 – 50% Highly Weathered Very Poor Quality <25% Completely Weathered PARTICAL SIZE DESCRIPTION SIZE Boulders 11.81 in. Cobbles 2.95 in. Gravel 0.19 in. Course Sand 0.08 in. Medium Sand 0.02 in. Fine Sand 0.003 in. Silt 0.0002 in. Major Divisions Group Symbol Typical Names Course- Grained Soils More than 50% retained on the No. 200 sieve Gravels 50% or more of course fraction retained on the No. 4 sieve Clean Gravels GW Well-graded gravels and gravel-sand mixtures, little or no fines GP Poorly graded gravels and gravel-sand mixtures, little or no fines Gravels with Fines GM Silty gravels, gravel-sand-silt mixtures GC Clayey gravels, gravel-sand-clay mixtures Sands 50% or more of course fraction passes the No. 4 sieve Clean Sands SW Well-graded sands and gravelly sands, little or no fines SP Poorly graded sands and gravelly sands, little or no fines Sands with Fines SM Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures Fine-Grained Soils More than 50% passes the No. 200 sieve Silts and Clays Liquid Limit 50% or less ML Inorganic silts, very fine sands, rock four, silty or clayey fine sands CL Inorganic clays of low to medium plasticity, gravelly/sandy/silty/lean clays OL Organic silts and organic silty clays of low plasticity Silts and Clays Liquid Limit greater than 50% MH Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts CH Inorganic clays or high plasticity, fat clays OH Organic clays of medium to high plasticity Highly Organic Soils PT Peat, muck, and other highly organic soils Prefix: G = Gravel, S = Sand, M = Silt, C = Clay, O = Organic Suffix: W = Well Graded, P = Poorly Graded, M = Silty, L = Clay, LL < 50%, H = Clay, LL > 50%
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Okla State Agency |
Transportation, Oklahoma Department of |
Okla Agency Code | '345' |
Title | Report of geotechnical investigation of the 122nd & Sooner Road salt shed, Oklahoma City, Oklahoma |
Alternative title | 122nd & Sooner Road salt shed, Oklahoma City, Oklahoma |
Authors |
Red Rock Consulting. Cobb Engineering Company. Oklahoma. Department of Transportation. |
Publisher | Oklahoma Department of Transportation |
Publication Date | 2011-05-03 |
Publication type | Technical Reports |
Subject |
Engineering geology--Oklahoma--Oklahoma City. Sheds--Oklahoma--Oklahoma City. Oklahoma. Department of Transportation--Buildings--Environmental aspects. |
Purpose | "This report presents the results of the geotechnical investigation performed for the proposed Salt Shed located on Sooner Road approximately 0.2 miles north of Northeast 122nd Street in Oklahoma City, Oklahoma. The purpose of this investigation is to evaluate the subsurface conditions at the site and to provide recommendations pertaining to the geotechnical aspects of the proposed project." |
Contents | INTRODUCTION; GENERAL; PROPOSED CONSTRUCTION; SCOPE OF WORK; FIELD AND LABORATORY INVESTIGATIONS; FIELD EXPLORATION; LABORATORY TESTING; SITE DESCRIPTION; SURFACE CONDITIONS; SITE GEOLOGY; SUBSURFACE CONDITIONS; GROUNDWATER CONDITIONS; CONCLUSIONS AND RECOMMENDATIONS; FOUNDATION RECOMMENDATIONS; CONSTRUCTION CONSIDERATIONS; ENVIRONMENTAL CONSIDERATIONS; CLOSURE; APPENDICES; APPENDIX A – Field Investigation; APPENDIX B – Laboratory Results; APPENDIX C – General Notes |
Notes | Project No. 11028 |
OkDocs Class# | T1300.8 G352o 2011 |
Digital Format | PDF, Adobe Reader required |
ODL electronic copy | Downloaded from agency website: www.okladot.state.ok.us/purchasing/pdfs/pur_sol_3450003735-geotech.pdf |
Rights and Permissions | This Oklahoma state government publication is provided for educational purposes under U.S. copyright law. Other usage requires permission of copyright holders. |
Language | English |
Full text | REPORT OF GEOTECHNICAL INVESTIGATION 122ND & SOONER ROAD SALT SHED OKLAHOMA CITY, OKLAHOMA PROJECT NO. 11028 INTRODUCTION .................................................................................................................. 1 GENERAL .......................................................................................................................................... 1 PROPOSED CONSTRUCTION................................................................................................................ 1 SCOPE OF WORK ............................................................................................................................... 1 FIELD AND LABORATORY INVESTIGATIONS .................................................................. 2 FIELD EXPLORATION ......................................................................................................................... 2 LABORATORY TESTING...................................................................................................................... 3 SITE DESCRIPTION............................................................................................................. 3 SURFACE CONDITIONS ....................................................................................................................... 3 SITE GEOLOGY .................................................................................................................................. 3 SUBSURFACE CONDITIONS ................................................................................................................ 4 GROUNDWATER CONDITIONS ............................................................................................................ 4 CONCLUSIONS AND RECOMMENDATIONS ..................................................................... 6 FOUNDATION RECOMMENDATIONS ........................................................................................ 6 CONSTRUCTION CONSIDERATIONS ......................................................................................... 8 ENVIRONMENTAL CONSIDERATIONS ................................................................................... 11 CLOSURE .......................................................................................................................... 12 APPENDICES APPENDIX A – Field Investigation APPENDIX B – Laboratory Results APPENDIX C – General Notes REPORT OF GEOTECHNICAL INVESTIGATION 122ND & SOONER ROAD SALT SHED OKLAHOMA CITY, OKLAHOMA PROJECT NO. 11028 INTRODUCTION General This report presents the results of the geotechnical investigation performed for the proposed Salt Shed located on Sooner Road approximately 0.2 miles north of Northeast 122nd Street in Oklahoma City, Oklahoma. The purpose of this investigation is to evaluate the subsurface conditions at the site and to provide recommendations pertaining to the geotechnical aspects of the proposed project. Proposed Construction The project will include the construction of a salt shed with a footprint of approximately 6,500 square feet. The walls will be 12 feet tall by one foot thick cast in place concrete, and it will have a 10” thick concrete slab. It will have a fabric roof and an approximate 2,900 square foot canopy area. Spread footings are the desired foundations system. No below grade construction is anticipated for this project. Floor slab loads are approximated to be 1,500 psf. Exact grade changes for the site have not been provided at this time, but are anticipated to be minimal (less than 5 feet). Scope of Work The scope of this investigation includes the following: 1. Review of previous geotechnical and geological information of this site and sites near this site. This was augmented with data obtained during the field investigation phase of the project. 2. Investigation of the foundation suitability of the subsurface soils by drilling and sampling a total of 2 boreholes within the planned project area. 3. A laboratory testing program consisting of moisture content, Atterberg limits and sieve analysis on the soils encountered. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 2 4. Recommendations regarding foundation support of the proposed building. The discussion includes a shallow footing foundation system. 5. General construction and earthwork recommendations. 6. Sustainability recommendations in regard to site construction and construction materials. FIELD AND LABORATORY INVESTIGATIONS Field Exploration Subsurface exploration was performed April 27, 2011. The boring locations were staked in the field by a representative of Red Rock Consulting. This was done by pacing distances with a measuring wheel and estimating angles from known site references as depicted on an aerial map that was provided by Cobb Engineering. The locations of the borings should be considered accurate only to the degree implied by the methods used to define them. The subsurface exploration program consisted of drilling 2 borings to depths of approximately 21.5 feet under the full time supervision of an engineer. The approximate boring locations can be found on the Boring Location Diagram in Appendix A. The borings were advanced using a truck-mounted CME 55 drill rig. Draft boring logs of the subsurface conditions encountered were developed in the field. Representative samples were obtained using the split-barrel sampling procedures (Standard Penetration Test, SPT) in general accordance with ASTM D-1586. The SPT test uses a standard, 2-inch O.D., split-barrel sampling spoon that is driven into the bottom of the boring with a 140 pound automatic drive hammer falling 30 inches. The blows per foot, N, is the number of blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval. The N value is used to estimate the in-situ relative density of granular soils, the consistency of cohesive soils, and the hardness of weathered bedrock. Samples were collected and transported back to the lab for further classification and testing. The final boring logs were developed from the draft logs and observations and test results of the samples returned to the laboratory. The stratigraphic contacts indicated are only for the specific dates and locations reported and, therefore, are not necessarily representative of other locations and times. The boring logs, presenting conditions encountered at each location explored, are included in Appendix A. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 3 Laboratory Testing Representative soil samples were tested to refine the field classifications and evaluate physical properties of the soils which may affect the geotechnical aspects of project design and construction. The laboratory testing program included the following: • Moisture content tests in general accordance with ASTM Method D2937 • Liquid and Plastic Limits of soils in general accordance with ASTM D4318 • Washed No. 200 US Standard Sieve test in general accordance with ASTM Method D1140 • Soil Classification in general accordance with ASTM D2487 The results of the physical laboratory tests conducted are shown on the boring logs in Appendix A and on the laboratory results sheet in Appendix B. SITE DESCRIPTION Surface Conditions At the time of the field investigation the borings were located on top of a hill that was surrounded by trees. There was an approximate 10,000 square foot asphalt pad, with a concrete wall parapet in the middle. An asphalt driveway led to the pad from the east. To the south of the asphalt pad was an area of approximately the same size covered in asphalt millings. A small amount of ponded water was observed on the asphalt pad and to esat of the asphalt pad. The drilling rig did not experience any difficulty maneuvering around the site. The site appeared to drain towards the east and northeast. There were no significant grade changes located in the area of the proposed building. Site Geology Division Four of the “Engineering Classification of Geological Materials”, published by the Oklahoma Department of Transportation (ODOT) indicates the project site is underlain by the Garber unit (Pg). Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 4 This Garber unit consists of a series of red clay shales, red sandy shales, and red massive commonly cross-bedded lenticular sandstones. The sandstones are more prominent in the southern portion of Division Four. Northward, the sandstones thin and shales become more dominant. The total thickness of the unit is about 400 feet in Oklahoma County. It thickens to about 600 feet in Garfield County and continues to thicken northward to the state line. The Garber unit outcrops in a 12 to 24 mile band across Grant, Garfield, Kingfisher, Logan, Noble and Oklahoma Counties of Division Four. Topographically, the unit is only slightly more rolling in northern Division Four than the overlying Hennessey unit and underlying Wellington unit. In southern Division Four, the increase in sandstone results in a rolling topography with the hills generally capped by sandstones and covered by thick growths of blackjack oak, and post oak trees. Subsurface Conditions Information collected during the investigation indicates that the overburden materials were comprised of clayey sand and silty sand which extended from the surface to the top of bedrock, which was encountered at 7 and 6.5 feet in borings B-1 and B-2, respectively. Boring B-1 was located beneath approximately 4 inches of asphalt millings and boring B-2 was located beneath approximately 3 ¾ inches of asphalt pavement. The overburden was underlain by poorly cemented to cemented sandstone that ranged in thickness from 9 to 9.5 feet. Beneath the sandstone layer was a layer of soft to hard shale that extended to the boring termination depths of 21.5 feet. For more a more detailed report of the soils encountered in the borings please see the boring logs in Appendix A. Groundwater Conditions Groundwater conditions were monitored during the advancement of the borings and immediately after the completion of drilling. At these times, groundwater was encountered in the borings as summarized in Table 1.d Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 5 Table 1 – Approximate Groundwater Levels Boring Depth During Drilling (feet) Elevation (feet) Depth Immediately After Drilling (feet) Elevation (feet) Depth After 1 Hour (feet) Elevation (feet) B-1 none 1094 18 1076 -- -- B-2 none 1094 18 1076 16 1078 To obtain more accurate groundwater level information, long-term observations in a 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 drainage paths, and other factors not evident at the time borings were advanced. Consequently, the contractor should be aware of this possibility while constructing this project. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 6 CONCLUSIONS AND RECOMMENDATIONS FOUNDATION RECOMMENDATIONS Recommendations pertaining to the building pad, floor slab subgrade and foundation system are discussed below. Building Pad Preparation Building pad preparation for the proposed structure should include removal of the existing asphalt millings and pavement, vegetation, topsoil and any other unsuitable materials which may be encountered. Removal depths should be determined at the time of construction by a representative of Red Rock Consulting. Floor Slab Subgrade Structures such as the one proposed for this site are generally designed for post-construction vertical floor slab movements of less than 1 inch. Based on the Atterberg limits test results of the on-site soils and assuming a minimum natural dry in-situ soil condition and a zone of influence (average depth of relatively constant moisture) of 8 feet below the existing ground surface, the evaluation indicates a PVR of less than 1 inch. The weight of the structure was not included in the potential vertical heave estimation. The in situ soils at the existing grade are adequate to provide direct support of the floor slab. Procedures for developing a moisture conditioned and compacted soil zone beneath the floor slab are included below. • The floor slab area for the structure plus approximately 5 feet in each horizontal direction must be stripped of all pavement, vegetation and topsoil. • The work area should then be proofrolled with a loaded, tandem-axle dump truck weighing at least 25 tons to locate any areas that are soft or unstable. The proofrolling should involve overlapping passes in mutually perpendicular directions. Where rutting or pumping is observed during proof rolling, the soft and/or unstable soils should be excavated and replaced with a low volume change soil as described below. • After proofrolling and completing any corrective work, the work area should be scarified to a depth of 8 inches, moisture conditioned and compacted. The moisture content of the scarified soil should be adjusted to its optimum value or above, as determined by a standard Proctor test (ASTM D-698), prior to being compacted to at least to 95 percent of its maximum dry density. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 7 • After all of the above recommended steps have been successfully completed, fill material can be placed, where needed. The fill should consist of an approved low volume change soil that is free of organic matter and debris, placed in lifts not exceeding 9 inches in loose thickness and compacted to at least 95 percent of the maximum dry density and at least to its optimum moisture content or above as determined by a standard Proctor test (ASTM D-698). Low volume change soils are defined to be cohesive materials having a liquid limit less than 40 and a plasticity index between 5 and 15. The zone of compacted fill meeting these criteria should extend beyond the building footprint as described above for stripping. • The minimum recommended moisture content must be maintained in the building pad materials until the floor slab is constructed. Drainage must be developed sloping away from the building to prevent water from ponding along the perimeter and affecting future floor slab performance. • The geotechnical engineer or a representative of the geotechnical engineer should be present to verify the above recommendations are implemented successfully. The use of a vapor retarder is recommended 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 using a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. Shallow Footing Foundation Systems A shallow footing foundation system can be used to support the proposed building. Spread footings for columns and continuous footings bearings within the existing overburden materials at a depth of 2.5 feet can be designed for allowable unit bearing pressures of 2,100 psf and 1,700 psf, respectively. If the allowable pressures given are not adequate for the loads anticipated for this project, please contact Red Rock Consulting for either drilled pier or geogrid reinforcement recommendations. The footings should all bear on similar material. In this case, the footings will bear within the existing overburden material. In no event should footings bear on different material, such as some footings on overburden soil and some footings on fill or bedrock material. Footings bearing on different materials could result in differential settlement of the building. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 8 Continuous footings should have a minimum width of at least 16 inches and isolated column footings should have a minimum width of at least 30 inches. To provide protection from frost heave and to help maintain constant moisture content in the soils below the footings and slabs, perimeter footings are recommended to bear at least 2.5 feet below final outside grade. Interior footings may be placed at a shallower depth. The foundation excavations should be observed by a representative of Red Rock Consulting prior to steel or concrete placement to document that the foundation materials are consistent with the materials discussed in this report. The bottom of the footings should be probed to identify and locate soft areas. Cavities formed as a result of excavation of soft or loose soil zones should be backfilled with lean concrete or properly compacted low volume change fill. After opening, footing excavations should be observed and concrete placed as quickly as possible to avoid exposure of the footing bearing surfaces to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. If possible, the foundation concrete should be placed during the same day the excavation is made. If footing excavations are left open for more than one day, they should be protected to reduce evaporation or entry of moisture. If all site preparation procedures are conducted as outlined above, long-term movement is expected to be less than 1 inch. Differential movement across the structure is not expected to exceed approximately ¾ inch. IBC Building Code Site Coefficient From the geotechnical investigation and subsequent laboratory tests, the on-site soils yield a Site Coefficient “C.” This site coefficient is based on a maximum boring depth of 21.5 feet. To obtain a more accurate site coefficient, a deeper boring (100 feet, as per the code), or more extensive testing must be used to evaluate the subsurface conditions. CONSTRUCTION CONSIDERATIONS Construction in Expansive Soils Expansive soils were not encountered on this project site. The following information has been assimilated after examination of numerous projects constructed in active soils. These recommendations are presented here as a convenience to the designers and contractors. If these features are incorporated into the overall design of the project, the performance of the structure should be improved. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 9 • Special considerations should be given to completion items outside the structure area, such as stairs, sidewalks, etc. They should be designed to adequately sustain the potential vertical movements mentioned in the report. • The general ground surface should be sloped away from the structure on all sides so that water will always drain away from the structure. Water should not be allowed to pond near the structure after the slab and/or foundation has been placed. • Roof drainage should be collected by a system of gutters and downspouts and transmitted by pipe to a storm drainage system where the water can drain away without entering the building subgrade. • Sidewalks should not be structurally connected to the structure. They should be sloped away from the structure so that surface water will drain away. • Sprinkler lines and sprinkler heads, if used, should not be placed alongside the sidewalls of the structure, but should be placed away from the structure such that the water will be sprayed towards the structure. The purpose of this recommendation is to mitigate the ponding and subsequent percolation of water into the soils beneath the structure causing detrimental vertical movements in the event that a sprinkler line or sprinkler head ruptures. • Utilities that project through the slabs on grade should be designed with either some degree of flexibility or with sleeves. Such design features will help to reduce the risk of damage to the utility lines as vertical movements occur. • Backfill for utility lines or along grade beams should consist of onsite material. If the backfill is too dense or dry, swelling may form a mound along the ditch line. The soils should be processed through the previously discussed compaction criteria. If non-plastic soil is used for bedding, a clay plug should be constructed at the slab on grade face to diminish access to the interior of the slab from percolating water transmitted through the bedding material. • During construction, every attempt should be made to limit the extreme wetting or drying of the subsurface soils since swelling or shrinkage will result. Standard construction practices of providing surface water drainage should be used. A positive slope of the ground away from the foundations and select fill excavations and ditches is recommended along with ditches or swales provided to carry off the runoff water both during and after construction. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 10 Wet Weather Earthwork During or after wet weather, it may be necessary to import granular materials to protect open subgrade soils. It may also be necessary to install a granular working pad to support construction equipment. Delays in site earthwork activities should be anticipated during periods of heavy rainfall. Additionally, site clearing and stripping activities may expose subgrade material that may be damaged if subjected to disturbance from construction traffic. When a granular working base is used to protect open subgrade material and construction equipment, the base should consist of a suitable thickness of crushed rock or ballast placed by end-dumping off an advancing pad of rock fill. Because construction practices can greatly affect the amount of rock required, we recommended that if conditions require the installation of a granular working blanket, the design, installation and maintenance be made the responsibility of the contractor. After installation, the working blanket should be compacted with a minimum of four overlapping passes with a smooth-faced steel drum or grid roller. Construction Monitoring Red Rock Consulting should be retained to provide construction monitoring services during earthwork activities and foundation construction. The purpose of field monitoring services is to confirm that site conditions are as anticipated, to provide field recommendations as required based on conditions encountered and to document the activities of the contractor to assess compliance with the project recommendations provided by Red Rock Consulting. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 11 ENVIRONMENTAL CONSIDERATIONS The environmental effect of construction projects is a growing concern in our industry. Some points for consideration of the environment regarding site construction and construction materials are summarized in the following paragraphs. These points should be incorporated into the design and construction of this project for a more environmentally friendly result. The following is only a summary. For a more in-depth discussion on sustainable design and construction, please contact Red Rock Consulting. SITE CONSTRUCTION Sedimentation and Erosion Control Reduce pollution from construction activities by controlling soil erosion, waterway sedimentation and airborne dust generation. This can be accomplished most efficiently by using seeding or mulching and silt fence. • Seeding or Mulching – If, for some reason, the excavated site is left open for an extended amount of time, soil erosion should be retarded by using seeding or mulching to cover and hold the soils. • Silt Fence – Prevent sedimentation of the storm sewer or receiving streams by constructing silt fence (posts with a filter fabric media) around the project site. The silt fence is used to remove sediment from stormwater that may runoff the construction site. CONSTRUCTION MATERIALS Local Materials Increase the demand for building materials and products that are extracted and manufactured within the region, thereby supporting the use of indigenous resources and reducing the environmental impacts resulting from transportation of materials. Examples of local materials that could be considered in the construction of this project include cement, fly ash, water, recycled concrete and/or aggregate and sand. Recycled Materials Reuse building materials and products in order to reduce demand for virgin materials and to reduce waste, thereby reducing impacts associated with the extraction and processing of virgin resources. Examples of recycled materials that could be considered in the construction of this project include recycled concrete and aggregate. Geotechnical Investigation 122nd & Sooner Road Salt Shed Project No. 11028 May 3, 2011 12 CLOSURE The data presented in this report are based on site conditions as they existed at the time of the field exploration. The conditions encountered in the exploratory borings are representative subsurface conditions within the study area. This report was prepared for the exclusive use of Cobb Engineering, ODOT and their agents and consultants. It should be made available to prospective contractors for information and factual data only and not as a warranty of subsurface conditions similar to those interpreted from the boring logs or discussions presented herein. APPENDIX A SPT 24 15 9 SPT SPT SPT SPT SPT 35 4" ASPHALT MILLINGS CLAYEY SAND, red to brown, loose SILTY SAND, red orange, very dense SANDSTONE, light brown to red brown, poorly cemented to well cemented SHALE, red, soft Boring Completed and Grouted, 4/27/11 9 60 23 41 50/4" 50/4" 19 19 50/2.5" 22 33 50/5" 13 12 14 10 17 15 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAMPLE TYPE ATTERBERG LIMITS GRAPHIC LOG FINES CONTENT (%) DEPTH (ft) 0 5 10 15 20 MATERIAL DESCRIPTION BLOW COUNTS MOISTURE CONTENT (%) NOTES Southwest Corner of Shed GROUND ELEVATION 1094 ft LOGGED BY JTU DRILLING METHOD 4" augers - CME 55 HOLE SIZE 6 in DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS: CHECKED BY KKB DATE STARTED 4/27/11 COMPLETED 4/27/11 DURING DRILLING none 0 hrs AFTER DRILLING 18.0 ft / Elev 1076.0 ft hrs AFTER DRILLING --- PAGE 1 OF 1 BORING NUMBER B-1 PROJECT NAME 122nd and Sooner Rd. Salt Shed PROJECT LOCATION El Reno, Oklahoma CLIENT Cobb Engineering PROJECT NUMBER 11028 7042 Highwater Circle Edmond, Ok 73034 Telephone: (405)562-3328 GEOTECH BH COLUMNS 2 11028B LOGS.GPJ DATA TEMPLATE.GDT 5/3/11 19 17 2 SPT SPT SPT SPT SPT SPT 27.6 3 3/4" ASPHALT CLAYEY SAND, brown, loose SILTY SAND, red orange, loose SANDSTONE, red orange to light red, poorly cemented to cemented SHALE, red with gray spots, hard Boring Completed and Grouted, 4/27/11 10 9 23 18 50/5.5" 50/6" 50/4" 50/2.3" 13 12 13 12 20 10 LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAMPLE TYPE ATTERBERG LIMITS GRAPHIC LOG FINES CONTENT (%) DEPTH (ft) 0 5 10 15 20 MATERIAL DESCRIPTION BLOW COUNTS MOISTURE CONTENT (%) NOTES Northeast Corner of Shed GROUND ELEVATION 1094 ft LOGGED BY JTU DRILLING METHOD 4" augers - CME 55 HOLE SIZE 6 in DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS: CHECKED BY KKB DATE STARTED 4/27/11 COMPLETED 4/27/11 DURING DRILLING none 0 hrs AFTER DRILLING 18.0 ft / Elev 1076.0 ft 1 hrs AFTER DRILLING 16.0 ft / Elev 1078.0 ft PAGE 1 OF 1 BORING NUMBER B-2 PROJECT NAME 122nd and Sooner Rd. Salt Shed PROJECT LOCATION El Reno, Oklahoma CLIENT Cobb Engineering PROJECT NUMBER 11028 7042 Highwater Circle Edmond, Ok 73034 Telephone: (405)562-3328 GEOTECH BH COLUMNS 2 11028B LOGS.GPJ DATA TEMPLATE.GDT 5/3/11 APPENDIX B Tested By: Project # Ordered By: Lab# OKC # 65 Bore Hole Depth Liquid Limit Plastic Index % Moist. - 200 Sieve -80 Sieve - 40 Sieve -10 Sieve -4 Sieve -3/8' Sieve -1/2" Sieve -3/4" Sieve -1" Sieve -1 1/2" Sieve B-1 2' 24 9 13.1 35.0 B-1 4' 12.3 B-1 7' 14.3 B-1 10' 9.7 B-1 15' 17.2 B-1 20' 15.1 B-2 2' 12.7 B-2 4' 19 2 11.5 27.6 B-2 7' 12.6 B-2 10' 12.0 B-2 15' 20.2 B-2 20' 9.6 Project: 4/27/11 SUMMARY SHEET K.Bumpas Date Received: Client: Red Rock Consulting, LLC Report Date: 5/2/11 J.Orth ODOT #3181 11028 Cobb # 09061.65 122nd & Sooner Rd Salt Shed APPENDIX C GENERAL NOTES The Unified Soil Classification System is used to identify the soil unless otherwise noted. UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D 2487 b Distinguishing between M and O classifications requires identifying organic components by observation, odor, or other testing. SOIL PROPERTY SYMBOLS N Standard “N” penetration: Blows per foot Qu Unconfined Compressive Strength, tsf Qp Penetrometer value, tsf Mc Water Content, % LL Liquid Limit, % PI Plasticity Index, % DD Natural Dry density, pcf Apparent groundwater levels DRILLING AND SAMPLING SYMBOLS BS Bag Sample SPT Split Spoon – 1 3/8” I.D., 2” O.D., except where noted ST Shelby Tube – 3” O.D., except where noted AU Auger Sample TC Texas Cone Penetrometer DCP Dynamic Cone Penetrometer RELATIVE DENSITY AND COSNISTENCY CLASSIFICATIONS DEGREE OF PLASTICITY OF COHESIVE SOILS Degree of Plasticity Plasticity Index Swell Potential None 0 to 4 Very Low Slight 5 to 9 Low Medium 10 to 19 Low to Medium High 20 to 39 Medium to High Very High 40+ Very High MOISTURE CONDITION OF COHESIVE SOILS Description Condition Moisture Content Absence of moisture, dusty, dry to touch Dry 0 to 10% Damp but no visible water Moist 10 to 30% Visible free water Wet 30 to 70% COHESIVE SOILS CONSISTENCY SPT Qu – (tsf) Very Soft <2 0.00 – 0.25 Soft 2 to 4 0.25 – 0.50 Medium Stiff 5 to 8 0.50 – 1.00 Stiff 9 to 14 1.00 – 2.00 Very Stiff 15 to 30 2.00 – 4.00 Hard 31+ 4.00+ COHESIONLESS SOILS RELATIVE DENSITY SPT Very Loose <4 Loose 4 to 10 Medium Dense 11 to 30 Dense 31 to 50 Very Dense 51+ QUALITY OF ROCK CORE CORE QUALITY R.Q.D. CONDITIONS Excellent Quality 90 – 100% Unweathered Good Quality 75 – 90% Slightly Weathered Fair Quality 50 – 75% Moderately Weathered Poor Quality 25 – 50% Highly Weathered Very Poor Quality <25% Completely Weathered PARTICAL SIZE DESCRIPTION SIZE Boulders 11.81 in. Cobbles 2.95 in. Gravel 0.19 in. Course Sand 0.08 in. Medium Sand 0.02 in. Fine Sand 0.003 in. Silt 0.0002 in. Major Divisions Group Symbol Typical Names Course- Grained Soils More than 50% retained on the No. 200 sieve Gravels 50% or more of course fraction retained on the No. 4 sieve Clean Gravels GW Well-graded gravels and gravel-sand mixtures, little or no fines GP Poorly graded gravels and gravel-sand mixtures, little or no fines Gravels with Fines GM Silty gravels, gravel-sand-silt mixtures GC Clayey gravels, gravel-sand-clay mixtures Sands 50% or more of course fraction passes the No. 4 sieve Clean Sands SW Well-graded sands and gravelly sands, little or no fines SP Poorly graded sands and gravelly sands, little or no fines Sands with Fines SM Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures Fine-Grained Soils More than 50% passes the No. 200 sieve Silts and Clays Liquid Limit 50% or less ML Inorganic silts, very fine sands, rock four, silty or clayey fine sands CL Inorganic clays of low to medium plasticity, gravelly/sandy/silty/lean clays OL Organic silts and organic silty clays of low plasticity Silts and Clays Liquid Limit greater than 50% MH Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts CH Inorganic clays or high plasticity, fat clays OH Organic clays of medium to high plasticity Highly Organic Soils PT Peat, muck, and other highly organic soils Prefix: G = Gravel, S = Sand, M = Silt, C = Clay, O = Organic Suffix: W = Well Graded, P = Poorly Graded, M = Silty, L = Clay, LL < 50%, H = Clay, LL > 50% |
Date created | 2011-06-20 |
Date modified | 2012-08-02 |
OCLC number | 746494331 |
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