Geotechnical Engineering Report

Transcription

1 Geotechnical Engineering Report 700 West Pavement SR-0 to 00 South West Valley City, Utah October, 009 Terracon Project No Prepared for: Horrocks Engineers 6 West Grove Parkway, Suite 00 Pleasant Grove, Utah 806 Prepared by: Terracon Consultants, Inc. 7 South Lone Peak Parkway, Suite 00 Draper, Utah 800

2 October, 009 Horrocks Engineers 6 West Grove Parkway, Suite 00 Pleasant Grove, Utah 806 Attention: Mr. John Miller johnm@horrocks.com Telephone: Re: Geotechnical Engineering Report 700 West Pavement SR-0 to 00 South Terracon Project No Mr. Miller: 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 number D dated July 9, 008. This geotechnical engineering report presents the results of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of pavements for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Andrew B. Dietrich Staff Geotechnical Engineer Curtis J. Tanner, P.E. Geotechnical Department Manager ABD/CJT/cmb Attachment Copies: Addressee (, Electronic) N:\Projects\009\6090\700 West Report.doc Rick L. Chesnut, P.E., P.G. Principal Terracon Consultants, Inc. 7 South Lone Peak Parkway, Suite 00 Draper, Utah 800 P [80] 800 F [80] 8600 terracon.com

3 TABLE OF CONTENTS EXECUTIVE SUMMARY... i.0 INTRODUCTION....0 PROJECT INFORMATION.... Project Description.... Site Location and Description....0 SUBSURFACE CONDITIONS.... Typical Subsurface Profile.... Groundwater....0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION.... Geotechnical Considerations.... Earthwork..... Site Preparation Excavation Subgrade Preparation Fill Materials and Placement Compaction Requirements Grading and Drainage Corrosion Potential Construction Considerations Pavements Site Preparation Site Preparation.... Conventional Footings.... Seismic Considerations....6 Lateral Earth Pressures....0 GENERAL COMMENTS... Appendix A Field Exploration Exhibit No. Project Vicinity Map... A- Boring Location Plan... A- Field Exploration Description... A- Boring Logs... A- General Notes... A- Unified Soil Classification System... A-6 Appendix B Laboratory Testing Laboratory Test Description... B- Grain Size Distribution... B- Moisture-Density Relationship and... B- CBR Results... B- Sulfate, ph, and Resistivity... B- Page

4 EXECUTIVE SUMMARY GEOTECHNICAL ENGINEERING REPORT 700 WEST PAVEMENT SR-0 TO 00 SOUTH WEST VALLEY CITY, UTAH Terracon Project No October, 009 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. A geotechnical exploration has been performed for the 700 West Pavements improvements located along 700 West between SR-0 and 00 South in West Valley City, Utah. Terracon s geotechnical scope of work included the advancement of ten test borings to approximate depths of ½ to ½ feet below existing site grades. Based on the information obtained from our subsurface exploration, the site is suitable for development of the proposed project. The following geotechnical considerations were identified: Site Soils: The site surface soils generally consisted of asphalt pavement and fill. The underlying near surface and subsurface soils generally consisted of fill, clay, sandy clay, sandy silt, silt, silty sand, and gravel. Groundwater was encountered at a depth of ½ feet in Boring B- near the existing canal at the time of field exploration. Pavement Sections: Three different pavement sections are provided for the travel lanes based upon differing growth rates: % growth rate:7.0 AC over 8 UBC or GB; Structural Overlay,,. AC with 0,, mill % growth rate:7.0 AC over 8 UBC or GB; Structural Overlay.,,6 AC with 0,, mill % growth rate:7. AC over 8 UBC or GB; Structural Overlay.,.,6 AC with 0,, mill In addition, a pavement section consisting of inches of AC over inches of UBC over inches of GB was provided for the shoulder and parking areas. Earthwork: 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.

5 GEOTECHNICAL ENGINEERING REPORT 700 WEST PAVEMENT 700 WEST: SR-0 TO 00 SOUTH WEST VALLEY CITY, UTAH Terracon Project No October, INTRODUCTION This report presents the results of our geotechnical engineering services performed for the 700 West Pavement Reconstruction to be located along 700 West between SR-0 and 00 South in West Valley City, Utah. subsurface soil conditions groundwater conditions earthwork foundation design and construction seismic considerations pavement design and construction lateral earth pressure Our geotechnical engineering scope of work for this project included drilling 0 borings to depths ranging from approximately 6 to ½ feet below existing site grades. Logs of the borings along with a Site Plan and Boring Locations diagram (Exhibit A-) are included in Appendix A of this report. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included in Appendix B of this report. Descriptions of the field exploration and laboratory testing are included in their respective appendices.

6 Geotechnical Engineering Report 00 West Pavement Reconstruction South Jordan, Utah October, 009 Terracon Project No PROJECT INFORMATION. Project Description Item Description Refer to the Site Plan and Boring Locations Diagram (Exhibit A- in Site layout Appendix A) Based on our understanding, the project consists of improving 700 West Street between SR-0 and 00 South, a total distance of about ½ miles. The proposed construction will involve Proposed Pavement and Box widening the existing roadway to a width of with approximately Culvert feet. Widening will occur equally on both sides of the existing road. In addition, a box culvert located just south of Beagley Lane will be replaced. Grading along roadway Minimal site grading is anticipated along the roadway alignment Traffic loading AADT 0,787. Site Location and Description Location Item Section, Township, Range Existing site features (site interior) Surrounding developments Current ground cover Existing topography Description 700 West from SR-0 to 00 South in West Valley City, Utah The road forms the border between Sections and and between Sections 7 and 8 of Township South and Range West (Salt Lake Base Line and Meridian) Primarily two-lane (one in each direction) asphalt roadway with a center turning lane from approximately 00 South to 00 South. Shoulders of varying widths on both sides of roadway composed of asphalt, gravel, and bare earth. East: Primarily single to two story homes on residential custom lots of varying sizes as well as empty fields. West: Primarily single to two story homes on residential custom lots of varying sizes as well as empty fields. A power station is also located on the west side of the road between Hunter Valley Drive and South Asphalt, gravel, bare earth, and grass The northern ⅔ of the alignment is relatively flat with a slight downward slope while the southern ⅓ of the alignment slopes down gently to the northwest at a slope of approximately %. Reliable Responsive Convenient Innovative

7 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No SUBSURFACE CONDITIONS. Typical Subsurface Profile Specific conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs included in Appendix A of this report. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Description Asphalt Approximate Depth to Bottom of Stratum (feet) to 8 (inches) Fill to Stratum Stratum to 0½ 6 to ½ Material Encountered Asphaltic Concrete Flexible Pavement Gravel with varying sand and silt content and sand with varying gravel and silt content Sandy silt, silty clay, sandy clay, sandy fat clay, and clay Silty sand; silty, clayey sand; grave with sand; and gravel Consistency/Density N/A N/A Soft to very stiff Very loose to very dense Laboratory tests were conducted on selected soil samples and the test results are presented in Appendix B. The fill material had fines contents ranging from 8 to 7 percent for the samples tested. The native fine-grained soils had an Atterberg liquid limit ranging from to 6 percent and plasticity indices ranging from 6 to percent for the soil samples tested. In addition, the native fine-grained samples tested had a fines content ranging from 7 to percent.. Groundwater Groundwater was encountered at a depth of ½ feet in Boring B- (near the canal) at the time of field exploration. The obvious presence of groundwater was not detected in the remaining borings during the time of our field explorations. This may have been due to the clay soils rather than the absence of groundwater. Fluctuations of the groundwater table may occur due to seasonal and longer-term variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Evaluation of these factors is beyond the scope of this exploration.

8 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION. Geotechnical Considerations Based on the results of our exploration, it is our opinion that the site is suitable for the proposed construction provided the recommendations presented in this report are followed. Recommendations for flexible pavement sections are provided in this report. Several of the borings were drilled in existing travel lanes due to the presence of utilities in the shoulder areas. Based on the borings, the thickness of the existing pavement appears to be about 6 to 8 inches in the travel lanes of 700 West. While the existing pavement generally appears to be in fairly good condition, some longitudinal cracking was noted at isolated locations along the project. If an asphalt overlay is constructed, reflective cracking should be anticipated. The potential for reflective cracking can be reduced but not eliminated by increasing the depth of milling and overlay thickness, using a geotextile pavement reinforcement interlay system such as Tensar GlasGrid or other approved system to reinforce thermal cracks, and full replacement of the pavement section in areas of distress and cracking. The use of a grid or other system could make future rehabilitation more difficult. If friable or stripped areas are encountered during construction, additional milling or pavement section removal may be required to replace unsuitable materials. In order to provide a uniform surface and to reduce the potential for entrapping water in the pavement at least one inch of the existing pavement should be milled off for an overlay section. Application of a proper tack coat should be included to facilitate a bond between the existing pavement and overlay. Millings from the pavement may be stockpiled and sold or recycled in the base. Geotechnical engineering recommendations for pavements and other earth connected phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing (which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed project.. Earthwork The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. The recommendations presented for design and construction of earth supported elements including foundations, slabs, and pavements are contingent upon following the recommendations outlined in this section.

9 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No 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... Site Preparation Strip and remove existing vegetation, debris, and other deleterious materials from proposed box culvert and pavement areas. Exposed surfaces should be free of mounds and depressions which could prevent uniform compaction. Stripped materials consisting of vegetation and organic materials may be used to revegetate landscaped areas or exposed slopes after completion of grading operations, or should be wasted. If it is necessary to dispose of organic materials on-site, they should be placed in non-structural areas, and in fill sections not exceeding feet in height. If other unexpected fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction... Excavation It is anticipated that excavations for the proposed box culvert can be accomplished with conventional earthmoving equipment. Based on our exploration, groundwater should be anticipated in footing excavations deeper than about feet at the box culvert location. Excavations for the culvert at these depths may encounter groundwater. The presence of groundwater at these depths may present difficulties during construction and could impact the long-term performance of the structures. De-watering during construction may be necessary. Excavations made prior dewatering could result in significant disturbance of the site soils which could adversely affect the performance of the structures and utility lines and result in construction delays. The base of all foundation excavations should be free of water and loose soils prior to placing concrete. Should the soils at the bearing level become disturbed, the disturbed be removed prior to placement of concrete. If the soils encountered have high moisture content it may be necessary to place a layer geotextile in the bottom of the excavation and then a layer of crushed stone to provide a working base for footing construction. Groundwater should be maintained at least 8 inches below the excavation depth. After excavating, care should be taken to minimize disturbance of bearing soils. Concrete should be placed as soon as possible after excavating. On-site clay and silt soils may pump or become unstable or unworkable at high water contents. Workability may be improved by scarifying and drying. Overexcavation of wet 6

10 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping. Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction... Subgrade Preparation Exposed areas which will receive fill, once properly cleared should be proof rolled. In areas where the soil is soft or deflects during the proof rolling the soil should either be excavated and replaced with granular borrow or structural fill or should be scarified to a minimum depth of ten inches, conditioned to near optimum moisture content, and compacted. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction... Fill Materials and Placement All fill materials should be inorganic soils free of vegetation, debris, and fragments larger than inches in size. Pea gravel or other similar non-cementitious, poorly-graded materials should not be used as fill or backfill without the prior approval of the geotechnical engineer. Clean on-site soils or approved imported materials may be used as fill material for the following: general site grading pavement areas foundation areas foundation backfill floor slab areas Structural fill should consist of well graded, granular soil with a maximum particle size of inches with to 60 percent passing the No. sieve and having less than percent fines (material passing the No. 00 sieve). Structural fill should be placed in maximum 8-inch lifts, moisture conditioned to near optimum moisture content, and compacted to a minimum of 9 percent of the maximum dry density as determined by ASTM D 7. Pavement section materials should meet UDOT, APWA, or West Valley City requirements... Compaction Requirements Recommended compaction and moisture content criteria for engineered fill materials are as follows: 7

11 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No Per the Modified Proctor Test (ASTM D 7) Material Type and Location Minimum Compaction Requirement (%) Range of Moisture Contents for Compaction Minimum Maximum On-site granular or approved imported fill soils: Beneath foundations: 9 -% +% Beneath slabs: 9 -% +% Beneath asphalt pavements: 9 -% +% Aggregate base (beneath slabs) 9 -% +% Aggregate base (beneath pavements) 9 -% +% Miscellaneous backfill 9 -% +%..6 Grading and Drainage Positive 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. Backfill against footings, exterior walls, and in utility trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration...7 Corrosion Potential Results of soluble sulfate testing on the sample tested indicate that the in-situ soil have a low potential for sulfate attack on concrete. This value may be used to estimate potential corrosive characteristics of the on-site soils with respect to contact with the various underground materials which will be used for project construction. 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...8 Construction Considerations It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Based upon the subsurface conditions determined from the geotechnical exploration, subgrade soils exposed during construction are anticipated to be relatively stable. However, the stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping. 8

12 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No The use of biaxial or triaxial geogrid may be considered to stabilize the soils and to reduce the amount of overexcavation that may otherwise be required. Use of lime, fly ash, kiln dust or cement could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. The individual contractor(s) is responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. Excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards.. Pavements.. Full Depth Pavement Section The pavement sections presented in this report are based on traffic information provided by the client, AASHTO 9 design methodology, and the UDOT 007 pavement manual. A summary of the design assumptions and input for the AASHTO 9 design methodology are presented in the tables below. If traffic or other parameters are determined to be different than we presented in this report, we should be notified to allow us to review and if necessary revise our recommendations. PAVEMENT DESIGN PARAMETERS Parameter Flexible Pavement Design Life 0 Reliability 90% Standard Deviation 0. Initial Serviceability. Terminal Serviceability. Drainage Coefficients Structural No. Hot Mix Asphalt Structural No. Untreated Base Course Structural No. Granular Borrow 0.0 per inch 0.0 per inch 0.08 per inch Subgrade CBR.0 AADT and vehicle class distribution of the traffic were provided to us by Horrocks Engineers. Using the methods outlined in the UDOT Pavement Management and Pavement Design Guide, the Equivalent Single Axle Loads (ESALs) for,, and percent growth were calculated and are presented in the following table. These ESAL s were used for design of flexible pavements and overlays. 9

13 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No LOCATION All 700 West between SR-0 & 00 S CURRENT AUMED AADT 0,787 DESIGN TRAFFIC AUMED ANNUAL GROWTH RATE DESIGN ESAL s.0%,,86.0%,88,7.0%,,98, Based upon laboratory testing, a California Bearing Ratio (CBR) of.0 percent was used to represent the native subgrade soil. The following minimum pavement sections, or approved equivalents, should be placed on the properly prepared subgrade soils as described below. MINIMUM RECOMMENDED PAVEMENT SECTION Recommended Pavement Sections (Inches) Case Asphalt Concrete Surfacing Untreated Base Course Granular Borrow Total.0% Growth Rate % Growth Rate % Growth Rate Shoulder/Parking Areas 8 If the shoulder/parking area may become a traffic lane the base and subbase should be increased to match the full section. A frost depth of 0 inches was assumed. Pavement sections were designed to replace 70 percent or more of the potential frost zone. This is generally considered to be acceptable for non-interstate roadway functional classifications. All paved areas should have adequate crown and slope to provide positive drainage and to prevent ponding of surface water and saturation of the untreated base course, granular borrow and underlying subgrade. Permanent drainage should be incorporated into the pavement grading design. Asphaltic concrete should be placed and compacted to at least 9 percent of the maximum density as determined by ASTM D 76. Aggregates, untreated base course, granular borrow, and asphaltic concrete should conform to UDOT, APWA, or West Valley City specifications. 0

14 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No The pavement sections provided in this report are minimums for the given design criteria and as such, periodic maintenance should be expected. A maintenance program that includes surface sealing, joint cleaning and sealing, and timely repair of cracks and deteriorated areas will increase the pavement s service life. As an option, thicker sections could be constructed to decrease future maintenance... Structural Overlay As an alternative to full depth reconstruction an asphalt or rigid concrete overlay may be considered. However, we recommend that this option only be used if the owner is aware of the potential risk of reflective cracking which may result in additional long-term maintenance and premature degradation of the pavement surface. The potential for reflective cracking can be reduced but not eliminated by increasing the depth of milling and overlay thickness, using a geotextile pavement reinforcement interlay system such as Tensar GlasGrid or other approved system to reinforce thermal cracks, and full replacement of the pavement section in areas of distress and cracking. Areas of longitudinal cracking were observed along the roadway alignment. If necessary the subgrade in these areas should be stabilized. Such areas along the project should be observed and evaluated by Terracon. The overlay designs considered in this report for growth rates of one, two, and three percent are shown in the table below. An evaluation of cross grades, adjacent curb and gutter and approaches should be considered to determine if an overlay alternative is appropriate for this project. Considering the overall apparent quality of the existing asphalt a reduced structural layer coefficient of 0. was used to represent the existing asphalt pavement. Case.0% Growth Rate.0%Growth Rate.0% Growth Rate MINIMUM RECOMMENDED ASPHALT OVERLAY Mill Depth (Inches) Overlay Thickness (Inches) Total Thickness Increase (Inches) Consideration may be given to evaluating the feasibility of using a concrete White Topping, Portland Cement Concrete Pavement (PCCP) overlay on 700 West. Additional analysis would be required to evaluate this alternative. Additional information regarding concrete overlays can be provided upon request.

15 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No Conventional Footings Lightly loaded conventional strip footings supported directly on the undisturbed, native soils may be proportioned for a maximum net allowable bearing pressure of,00 pounds per square foot (psf). Continuous footings should have minimum dimensions of 6 inches. Footing bottoms should be established a minimum of 0 inches below the lowest adjacent exterior grade for frost protection. Assuming that net new fills are less than feet and that footings bear on the undisturbed native soil or properly compacted structural fill placed directly on the undisturbed native soil, total settlements for the structure is anticipated to be less than inch. Lateral foundation loads may be resisted using the friction between the footing bottoms and underlying soil. Friction between the footing bottoms and underlying soil may be calculated using an ultimate friction coefficient of 0. for native fine-grained soils. A suitable factor of safety should be used against sliding.. Seismic Considerations Based on the results of our exploration, the subsurface soil profile is best represented by Site Class E according to AASHTO LRFD Bridge Specificaztions (009 Interim Revisions). The USGS National Seismic Hazard Map database was searched to identify the peak ground acceleration (PGA) and spectral accelerations for a 7% probability of exceedance (PE) in 7 years at the project site for site class B. Appropriate site class factors from the AASHTO LRFD, and Design site acceleration for Site Class E are also provided in the following table.. Period SEISMIC DESIGN PARAMETERS 7% in 7 Years Acceleration Site Class B (g) Site Factor Acceleration Site Class E (g) PGA PGA=0. F pga =.09 A S = sec SA S S = 0.8 F s =. S DS =0.9.0 sec SA S = 0.9 F =.8 S = 0.8 The site is located in an area designated on published liquefaction maps as having a moderate to high potential for liquefaction. The soil conditions encountered in the borings generally consisted of clay, silt, gravel, and sand layers. A detailed liquefaction analysis is beyond the scope of this report.

16 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No Lateral Earth Pressures The earth pressures on the culvert will depend on the backfill conditions. If the backfill above a line extending back from the base of the walls at degree angle is granular structural fill then values for structural fill apply otherwise values for native clay will apply. The following equivalent fluid pressures may be used for estimating lateral earth pressures for horizontal backfill associated with the box structure. The recommended values assume no hydrostatic pressures. The equivalent fluid pressure used in design of the box structure must include additional lateral pressures due to surcharge loading in the backfill area and hydrostatic pressures. In addition, if a sloping fill is placed above the culvert, the equivalent fluid pressures presented below should be adjusted appropriately. Case Active At-Rest Passive LATERAL EARTH PREURE DATA HORIZONTAL BACKFILL Fill Material Structural Fill Native Clay Structural Fill Native Clay Native Clay Unit Weight (pcf) Internal Friction Angle φ Static Lateral Earth Pressure Coefficient Static Equivalent Fluid Pressure (pcf) Siesmic Equivalent Fluid Pressure (pcf) Dynamic Uniform Distributed Pressure (psf) (7% in 7 yr) GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided.

17 Geotechnical Engineering Report 700 West Pavement West Valley City, Utah October, 009 Terracon Project No 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.

18 APPENDIX A FIELD EXPLORATION

19 SUBJECT SITE DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES. Project Mngr: Drawn By: Checked By: Approved By: CJT ABD CJT RLC Project No. Task No. Scale: Date: As Shown 0//09 7 S Lone Peak Pkwy, Ste 00 Draper, Utah 800 PROJECT VICINITY MAP 700 West Pavement West Valley City, Utah Horrocks Engineers Exhibit A-

20 B-0 B-9 B-8 B-7 B-6 B- B- B- B- B- DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES. Project Mngr: Drawn By: Checked By: Approved By: CJT ABD CJT RLC Project No. Task No. Scale: Date: As Shown 0//09 7 S Lone Peak Pkwy, Ste 00 Draper, Utah 800 BORING LOCATION PLAN 700 West Pavement West Valley City, Utah Horrocks Engineers Exhibit A-

21 Field Exploration Description The subsurface exploration included drilling 0 borings to depths of approximately 0 to 0½ feet below existing site grade along the alignment. The approximate boring and core locations are shown on the Boring Location Plan, included in Appendix A. The locations are approximate and should be considered accurate only to the degree implied by the means and methods used to determine them. The borings were drilled with a truck-mounted CME- rotary drill rig with continuous flight hollow-stem augers. Disturbed soil samples were collected at various depths utilizing a ½inch outside-diameter split spoon sampler driven with a rope and cathead type hammer in general accordance with the standard penetration test (SPT) method. This test consists of driving the sampler into the ground with a 0-pound hammer free-falling through a distance of 0 inches. The number of blows required to advance the sampler the last inches, or the interval indicated, of a typical 8-inch penetration is recorded as the standard penetration resistance value (N-value). These values are indicated on the boring logs at the respective sample depths. The standard penetration test provides a reasonable indication of the in-place density of sandy type materials, but only provides an indication of the relative stiffness of cohesive materials since the blow count in these soils may be affected by the moisture content. In addition, considerable care should be exercised in interpreting the N-values in gravelly soils, particularly where the size of the gravel particle exceeds the inside diameter of the sampler. Terracon personnel prepared a log of each boring. During drilling, soils encountered in the borings were visually classified in general accordance with the Unified Soil Classification System (USCS). The USCS is described in Appendix A. The soil samples were packaged and transported to our Draper laboratory for further observation and testing. The estimated groundwater level in each boring at the time of the site exploration was noted. Exhibit A-

22 LOG OF BORING NO. B-0 CLIENT Horrocks SITE 700 West; 00 S to 00 S PROJECT West Valley City, Utah 700 West Pavement Boring Location: 700 West and Hwy 0 SAMPLES TESTS Page of GRAPHIC LOG SILT: brown to black, stiff DEPTH, ft. AASHTO SYMBOL NUMBER TYPE RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF LIQUID LIMIT PLASTICITY INDEX % PAING NO. 00 SIEVE OTHER. CLAY: blue-grey and green with orange mottling, medium stiff UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN CRC CRC JOB # 6090

23 CLIENT Horrocks SITE 700 West; 00 S to 00 S West Valley City, Utah Boring Location: Northbound lane of 700 West, between Schuler Ave and 0 S GRAPHIC LOG ASPHALT: 8 inches thick FILL: gravel with sand SANDY SILT: light brown to black, soft, trace gravel LOG OF BORING NO. B-0 PROJECT DEPTH, ft. AASHTO SYMBOL NUMBER SAMPLES TYPE 700 West Pavement RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF TESTS LIQUID LIMIT PLASTICITY INDEX Page of % PAING NO. 00 SIEVE OTHER 8 7. CLAY: light brown to grey-brown, very soft to soft, trace sand UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN TW TW JOB # 6090

24 CLIENT Horrocks SITE 700 West; 00 S to 00 S West Valley City, Utah Boring Location: Southbound lane of 700 W and Cannel GRAPHIC LOG 0.8. ASPHALT: 7 inches thick FILL: gravel with sand SILTY, CLAYEY SAND: light brown to brown, soft to stiff, trace sand LOG OF BORING NO. B-0 PROJECT DEPTH, ft. AASHTO SYMBOL NUMBER SAMPLES TYPE 700 West Pavement RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % 9 DRY UNIT WEIGHT, PCF TESTS LIQUID LIMIT PLASTICITY INDEX 6 Page of % PAING NO. 00 SIEVE OTHER CLAY: brown to grey, trace silt and sand CLAY: with silt, grey, very soft to medium stiff 8 Sulfate Test UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09. BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD 7 0 BORING STARTED BORING COMPLETED RIG CME- FOREMAN TW TW JOB # 6090

25 LOG OF BORING NO. B-0 CLIENT Horrocks SITE 700 West; 00 S to 00 S PROJECT West Valley City, Utah 700 West Pavement Boring Location: East sholder of 700 W at Beagly Ln SAMPLES TESTS Page of GRAPHIC LOG FILL: silty sand with gravel DEPTH, ft. AASHTO SYMBOL NUMBER TYPE RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF LIQUID LIMIT PLASTICITY INDEX % PAING NO. 00 SIEVE OTHER CLAY: blue-grey, soft 6 7 BS SILTY CLAY: brown, soft SILT: grey-green, soft CLAY: with sand, grey to dark grey, soft UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09. BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft. WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN CRC TW JOB # 6090

26 CLIENT Horrocks SITE 700 West; 00 S to 00 S West Valley City, Utah Boring Location: Northbound lane of 700 W, between 80 S and Bendixon Dr. GRAPHIC LOG 0.8. ASPHALT: 7 inches thick FILL: gravel with sand SANDY FAT CLAY: light brown to brown, stiff to hard LOG OF BORING NO. B-0 PROJECT DEPTH, ft. AASHTO SYMBOL NUMBER SAMPLES TYPE 700 West Pavement RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF TESTS LIQUID LIMIT PLASTICITY INDEX Page of % PAING NO. 00 SIEVE OTHER 6 6. SANDY SILT: hard, bown to light brown BS 8 CBR, Proctor, Sieve 6. CLAY: grey, soft to very soft, trace sand and silt UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN TW TW JOB # 6090

27 CLIENT Horrocks SITE 700 West; 00 S to 00 S West Valley City, Utah Boring Location: East sholder of 700 W at Antelope Rd. GRAPHIC LOG FILL gravel with sand and silt, light brown LOG OF BORING NO. B-06 PROJECT DEPTH, ft. AASHTO SYMBOL NUMBER SAMPLES TYPE 700 West Pavement RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF TESTS LIQUID LIMIT PLASTICITY INDEX Page of % PAING NO. 00 SIEVE OTHER 8 8 SILTY SAND: light brown to grey, medium dense CLAY: black, grey and green, soft GRAVEL: grey, very dense, with sand 0 6 Rock in sampler shoe UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN CRC CRC JOB # 6090

28 CLIENT Horrocks SITE 700 West; 00 S to 00 S West Valley City, Utah Boring Location: East sholder of 700 W, 00 feet north of 00 S GRAPHIC LOG FILL: gravel with sand, black CLAY: light brown with green, stiff to very stiff LOG OF BORING NO. B-07 PROJECT DEPTH, ft. AASHTO SYMBOL NUMBER SAMPLES TYPE 700 West Pavement RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF TESTS LIQUID LIMIT PLASTICITY INDEX Page of % PAING NO. 00 SIEVE OTHER BS CBR, Proctor, Sieve GRAVEL: grey-green, dense, with sand UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN CRC CRC JOB # 6090

29 LOG OF BORING NO. B-08 CLIENT Horrocks SITE 700 West; 00 S to 00 S PROJECT West Valley City, Utah 700 West Pavement Boring Location: Intersection of 700 W and 00 S SAMPLES TESTS Page of GRAPHIC LOG 0. ASPHALT: inches thick FILL: gravel with sand, brown DEPTH, ft. AASHTO SYMBOL NUMBER TYPE RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF LIQUID LIMIT PLASTICITY INDEX % PAING NO. 00 SIEVE OTHER CLAY: with sand, brown and green, stiff to very stiff GRAVEL: light brown and green, very dense, with sand SILT: with sand, brown, stiff UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 BOTTOM OF BORING AT APPROXIMATELY. FEET The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN CRC CRC JOB # 6090

30 CLIENT Horrocks SITE 700 West; 00 S to 00 S West Valley City, Utah Boring Location: Northbound lane of 700 W between Fieldview Dr. and S GRAPHIC LOG 0.. ASPHALT: 6 inches thick FILL: gravel with sand, brown CLAY: brown, stiff LOG OF BORING NO. B-09 PROJECT DEPTH, ft. AASHTO SYMBOL NUMBER SAMPLES TYPE 700 West Pavement RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF TESTS LIQUID LIMIT PLASTICITY INDEX Page of % PAING NO. 00 SIEVE OTHER SILTY SAND: with gravel, medium dense SANDY CLAY: very stiff, brown, trace gravel Refusal BOTTOM OF BORING AT APPROXIMATELY 0.08 FEET UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN TW TW JOB # 6090

31 CLIENT Horrocks SITE 700 West; 00 S to 00 S West Valley City, Utah Boring Location: West sholder of 700 W between Fieldview Dr. and 00 S GRAPHIC LOG FILL: gravel with sand, brown LOG OF BORING NO. B-0 PROJECT DEPTH, ft. AASHTO SYMBOL NUMBER SAMPLES TYPE 700 West Pavement RECOVERY, in. PENETRATION RESISTANCE BLOWS / ft. WATER CONTENT, % DRY UNIT WEIGHT, PCF TESTS LIQUID LIMIT PLASTICITY INDEX Page of % PAING NO. 00 SIEVE OTHER SILTY CLAY: brown, medium stiff GRAVEL: with sand, grey to brown, very dense 6 6 BS 0/" 6 AUGER REFUSAL AT APPROXIMATELY 6 FEET UDOT AASHTO 6090.GPJ TERRACON.GDT 0//09 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft N/E WD BORING STARTED BORING COMPLETED RIG CME- FOREMAN CRC CRC JOB # 6090

32 GENERAL NOTES DRILLING & SAMPLING SYMBOLS: : Split Spoon - - /8" I.D., " O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube - " O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler -." I.D., " O.D., unless otherwise noted HA: Hand Auger DB: Diamond Bit Coring - ", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard -inch O.D. split-spoon sampler () the last inches of the total 8-inch penetration with a 0-pound hammer falling 0 inches is considered the Standard Penetration or N-value. For O.D. ring samplers (RS) the penetration value is reported as the number of blows required to advance the sampler inches using a 0-pound hammer falling 0 inches, reported as blows per foot, and is not considered equivalent to the Standard Penetration or N-value. WATER LEVEL MEASUREMENT SYMBOLS: : Water Level WS: While Sampling N/E: Not Encountered WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB: After Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLAIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 0% of their dry weight retained on a #00 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 0% of their dry weight retained on a #00 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf Standard Penetration or N-value () Blows/Ft. Consistency Standard Penetration or N-value () Blows/Ft. Ring Sampler (RS) Blows/Ft. Relative Density < Very Soft Very Loose 00,000 - Soft Loose,000,000-8 Medium Stiff Medium Dense,000, Stiff Dense,000 8,000-0 Very Stiff > 0 > 99 Very Dense 8,000+ > 0 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Percent of Dry Weight Major Component of Sample GRAIN SIZE TERMINOLOGY Particle Size Trace < Boulders Over in. (00mm) With 9 Cobbles in. to in. (00mm to 7 mm) Modifier > 0 Gravel in. to # sieve (7mm to.7 mm) RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifiers Percent of Dry Weight < > Sand Silt or Clay # to #00 sieve (.7mm to 0.07mm) Passing #00 Sieve (0.07mm) PLASTICITY DESCRIPTION Term Non-plastic Low Medium High Plasticity Index > 0 Exhibit A-

33 Coarse Grained Soils More than 0% retained on No. 00 sieve Fine-Grained Soils 0% or more passes the No. 00 sieve UNIFIED SOIL CLAIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Gravels More than 0% of coarse fraction retained on Clean Gravels Less than % fines C No. sieve Gravels with Fines More than % fines C Sands 0% or more of coarse fraction passes No. sieve Silts and Clays Liquid limit less than 0 Silts and Clays Liquid limit 0 or more Clean Sands Less than % fines D Sands with Fines More than % fines D inorganic organic Soil Classification Group Symbol Group Name B Cu and Cc E GW Well-graded gravel F Cu < and/or > Cc > E GP Poorly graded gravel F Fines classify as ML or MH GM Silty gravel F,G, H Fines classify as CL or CH GC Clayey gravel F,G,H Cu 6 and Cc E SW Well-graded sand I Cu < 6 and/or > Cc > E SP Poorly graded sand I Fines classify as ML or MH SM Silty sand G,H,I Fines Classify as CL or CH SC Clayey sand G,H,I PI > 7 and plots on or above A line J CL Lean clay K,L,M PI < or plots below A line J ML Silt K,L,M Liquid limit - oven dried Liquid limit - not dried < 0.7 OL Organic clay K,L,M,N Organic silt K,L,M,O inorganic PI plots on or above A line CH Fat clay K,L,M organic PI plots below A line MH Elastic Silt K,L,M Liquid limit - oven dried Liquid limit - not dried < 0.7 OH Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat Organic clay K,L,M,P Organic silt K,L,M,Q A Based on the material passing the -in. (7-mm) sieve B If field sample contained cobbles or boulders, or both, add with cobbles or boulders, or both to group name. C Gravels with to % fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with to % fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E (D0) Cu = D 60 /D 0 Cc = D0 x D 60 F If soil contains % sand, add with sand to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add with organic fines to group name. I If soil contains % gravel, add with gravel to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains to 9% plus No. 00, add with sand or with gravel, whichever is predominant. L If soil contains 0% plus No. 00 predominantly sand, add sandy to group name. M If soil contains 0% plus No. 00, predominantly gravel, add gravelly to group name. N PI and plots on or above A line. O PI < or plots below A line. P PI plots on or above A line. Q PI plots below A line. Exhibit A-6

34 APPENDIX B LABORATORY TESTING

35 Laboratory Testing Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System (USCS) described in Appendix A. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Laboratory tests were conducted on selected soil samples and the test results are presented in this appendix and in the soil boring logs. The laboratory test results were used for the geotechnical engineering analyses, and the development of pavement section recommendations. Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. Selected soil samples obtained from the site were tested for the following engineering properties: In-situ Water Content California Bearing Ratio (CBR) Sieve Analysis Standard Proctor Minus 00 Sieve Analysis Soluble Sulfates Atterberg Limits Exhibit B-