REPORT GEOTECHNICAL STUDY PROPOSED 8-WARD YSA MEETINGHOUSES APPROXIMATELY 1345 EAST 1100 NORTH LOGAN, UTAH LDS PROPERTY NUMBER:

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1 REPORT GEOTECHNICAL STUDY PROPOSED 8-WARD YSA MEETINGHOUSES APPROXIMATELY 1345 EAST 1100 NORTH LOGAN, UTAH LDS PROPERTY NUMBER: Submitted To: The Church of Jesus Christ of Latter-Day Saints Butler Harris Davey Architects 65 East Wadsworth Park Drive, Suite 205 Draper, Utah Submitted By: GSH Geotechnical, Inc. 473 West 4800 South December 6, 2011 Job No

2 December 6, 2011 Job No The Church of Jesus Christ of Latter-Day Saints Butler Harris Davey Architects 65 East Wadsworth Park Drive, Suite 205 Draper, Utah Attention: Mr. Mike Davey Gentlemen: Re: Report Geotechnical Study Proposed 8-Ward YSA Meetinghouses Approximately 1345 East 1100 North Logan, Utah LDS Property Number: INTRODUCTION 1.1 GENERAL This report presents the results of our geotechnical study performed at the site of the proposed Daniel meetinghouse, which is located at approximately 1345 East 1100 North in Logan, Utah. The general location of the site with respect to major topographic features and existing facilities, as of 1998, is presented on Figure 1, Vicinity Map. A more detailed layout of the site showing the proposed locations of the meetinghouse, roadways, and parking lot is presented on Figure 2, Site Plan. The locations of the test pits excavated in conjunction with this study are also presented on Figure OBJECTIVES AND SCOPE The objectives and scope of our study were planned in discussions between Mr. Mike Davey of Butler Harris Davey Architects and Mr. Mike Huber of GSH Geotechnical, Inc. (GSH). GSH Geotechnical, Inc. 473 West 4800 South Tel: (801) Fax: (801)

3 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 In general, the objectives of this study were to: 1. Define and evaluate the subsurface soil and groundwater conditions across the site. 2. Provide appropriate foundation, earthwork, pavement recommendations, and geoseismic information to be utilized in the design and construction of the proposed facilities. In accomplishing these objectives, our scope has included the following: 1. A field program consisting of the excavating, logging, and sampling of 21 test pits. 2. A laboratory testing program. 3. An office program consisting of the correlation of available data, engineering analyses, and the preparation of this summary report. 1.3 AUTHORIZATION Authorization was provided by the client by returning a signed Agreement Between Client and Geotechnical Consultant. 1.4 PROFESSIONAL STATEMENTS Supporting data upon which our recommendations are based are presented in subsequent sections of this report. Recommendations presented herein are governed by the physical properties of the soils encountered in the exploration test pits, projected groundwater conditions, and the layout and design data discussed in Section 2., Proposed Construction, of this report. If subsurface conditions other than those described in this report are encountered and/or if design and layout changes are implemented, GSH must be informed so that our recommendations can be reviewed and amended, if necessary. Our professional services have been performed, our findings developed, and our recommendations prepared in accordance with generally accepted engineering principles and practices in this area at this time. 2. PROPOSED CONSTRUCTION Two approximately 21,000 square foot meetinghouses are planned for the site. The structures will be one to one-extended level in height and be of wood-frame and/or masonry construction established slab-on-grade. Page 2

4 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 Maximum real column and wall loads, as provided in the Geo-Technical Information Guideline, will be 10 to 60 kips and 2 to 4 kips per lineal foot, respectively. Real loads are defined as the total of all dead plus frequently applied (reduced) live loads. Extensive at-grade paved parking and roadway areas will be part of the overall site development improvement. Projected traffic in the parking areas is anticipated to consist of a light volume of automobiles and light trucks and occasional medium-weight trucks. In primary drive areas within the church parking lot, traffic is projected to consist of a moderate volume of automobiles and light trucks, a light volume of medium-weight trucks, and occasional heavy-weight trucks. Site development will require a moderate amount of earthwork in the form of site grading. We estimate that maximum cuts and fills to achieve design grades will be on the order of 2 to 3 feet. 3. INVESTIGATIONS 3.1 FIELD PROGRAM In order to define and evaluate the subsurface soil and groundwater conditions at the site, 21 test pits were explored to depths ranging from 5 to 20 feet below existing grade. The test pits were excavated using a moderate-sized rubber tire backhoe. Locations of the test pits are presented on Figure 2. The field portion of our study was under the direct control and continual supervision of an experienced member of our geotechnical staff. During the course of the excavating operations, a continuous log of the subsurface conditions encountered was maintained. In addition, samples of the typical soils encountered were obtained for subsequent laboratory testing and examination. The soils were classified in the field based upon visual and textural examination. These classifications have been supplemented by subsequent inspection and laboratory testing. Detailed graphical representation of the subsurface conditions encountered is presented on Figures 3A through 3U, Log of Test Pits. Soils were classified in accordance with the nomenclature described on Figure 4, Unified Soil Classification System. A 2.42-inch inside diameter thin-wall drive sampler was utilized in the subsurface sampling at the site. Following completion of excavating and logging, each test pit was backfilled. Although an effort was made to compact the backfill with the backhoe, backfill was not placed in uniform lifts and compacted to a specific density. Consequently, settlement of the backfill with time is likely to occur. Following completion of excavating operations, one and one-quarter-inch diameter slotted PVC pipe was installed in Test Pits TP-1, TP-4, TP-10, and TP-13 in order to provide a means of monitoring the groundwater fluctuations. Page 3

5 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, LABORATORY TESTING General In order to provide data necessary for our engineering analyses, a laboratory testing program was completed. The program included ure, density, partial gradation, chemical, and topsoil tests. The following paragraphs describe the tests and summarize the test data Moisture and Density Tests To aid in classifying the soils and to help correlate other test data, ure and density tests were performed on selected samples. The results of these tests are presented on the test pit logs, Figures 3A through 3U Partial Gradation Tests To aid in classifying the granular soils, partial gradation tests were performed. Results of the tests are tabulated below: Test Pit No. Depth (feet) Percent Passing No. 200 Sieve Soil Classification TP GC TP GP TP GM-GP TP GP TP GM-GP TP GC-GP Chemical Tests To determine if the site soils will react detrimentally with concrete, chemical tests were performed on a representative sample of the soils encountered at the site. The results of the chemical tests are tabulated below: Test Pit No. Depth (feet) Soil Classification ph Total Water Soluble Sulfate (mg/kg-dry) TP CL Page 4

6 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, Topsoil Tests A series of topsoil tests were performed on a combined surface sample from three locations on the site. The results of these tests are attached to this study as Appendix A, Topsoil Testing Report. 4. SITE CONDITIONS 4.1 SURFACE The site consists of an approximately 9-acre square parcel, which was previously used as a trailer court. Much of the previous site facilities have been demolished. Asphalt roadways were still in place during our field work. The portions of the site not affected by the demolition are currently covered with short grasses, weeds, and scattered large trees. Non-engineered fills of varying thicknesses are also evident at the surface, especially in demolished areas. The site is bounded by the remainder of the trailer court to the west, a gravel pit to the north, college dorms to the south, and single-family residential homes to the east. The ground surface across the site is relatively level with a slight downward slope to the westnorthwest with overall elevation change across the site on the order of 6 to 8 feet. 4.2 SUBSURFACE SOIL AND GROUNDWATER The soil conditions encountered in each of the test pits, to the depths penetrated, were relatively similar. From the surface to depths of up to 2 feet are non-engineered fills. The non-engineered fills typically consist of sands and gravels. The non-engineered fills vary in density, are typically brown,, and are anticipated to exhibit variable engineering characteristics. Underlying the non-engineered fill and from the surface of the majority of the other test pits are native silty clays which extend to depths of up to 3 feet below grade, but are typically 1 foot thick. The clays are typically stiff and medium stiff, dark brown and brown,, and are anticipated to exhibit moderate strength and compressibility characteristics under the anticipated loadings. The upper approximately 3 to 4 inches of soil at the ground surface were loose with 3 to 4 inches containing major roots (topsoil). Below the surface clays are gravels with varying amounts of cobbles and boulders. The gravels are typically to dense, brown, slightly and, and are anticipated to exhibit high strength and low compressibility characteristics under the anticipated loadings. 4.3 GROUNDWATER Groundwater was not encountered to the depths explored at the site, 20 feet. Page 5

7 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 Seasonal and longer-term groundwater fluctuations on the order of a few feet are projected with the highest seasonal levels generally occurring during the late spring and early summer months. 5. DISCUSSIONS AND RECOMMENDATIONS 5.1 SUMMARY OF FINDINGS The results of our study show that the proposed structures may be supported upon conventional spread and continuous wall foundations established upon suitable natural soils and/or structural fill extending to suitable natural soils. The most significant geotechnical aspects of the site are the surficial non-engineered fills encountered to depths of up to 3 feet below existing grades and possibly deeper in other areas of the site. The non-engineered fills must be removed in the building and rigid pavement areas. Under asphalt concrete (flexible) pavements, the existing non-engineered fills may remain if properly prepared, as discussed later in this report. The on-site soils, including the excavated non-engineered fills, can be re-used as structural site grading fill if they meet the requirements of such. However, it should be noted that utilization of fine-grained soils (clays and silts) as structural site grading fill will be very difficult, if not impossible, during wet and cold periods of the year. Due to the presence and variable nature of non-engineered fills at the site, GSH must verify that all non-engineered fills have been completely removed prior to the placement of structural site grading fills, floor slabs, footings, or rigid pavements. In the following sections, detailed discussions pertaining to earthwork, foundations, lateral resistance and pressure, floor slabs, pavements, and the geoseismic setting of the site are provided. 5.2 EARTHWORK Site Preparation Initial site preparation will consist of the removal of surface vegetation, topsoil, and other deleterious materials from beneath an area extending out at least 5 feet from the perimeter of the proposed buildings, pavements, and exterior flatwork areas. Additional site preparation will consist of the removal of all non-engineered fills from an area extending out at least 5 feet from the perimeter of foundation, floor slab, and rigid pavement areas. The existing non-engineered fills may remain in flexible pavement areas as long as they are properly prepared. Proper preparation will consist of scarification of the upper 8 inches, Page 6

8 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 ure preparation, and compaction to the requirements of structural fill. As an option to proper preparation and recompaction, the upper 8 inches of non-engineered fills may be removed and replaced with granular subbase over proofrolled subgrade. Even with proper preparation, flexible pavements established on non-engineered fills may experience some long-term movements. If the possibility of these movements is not acceptable, these non-engineered fills must be completely removed. Subsequent to the above operations and prior to the placement of footings, structural site grading fill, or floor slabs, the exposed natural subgrade must be proofrolled by passing moderate-weight rubber tire-mounted construction equipment over the surface at least twice. If any loose, soft, or disturbed zones are encountered, they must be completely removed in footing and floor slab areas and replaced with granular structural fill. In pavement areas, unsuitable soils encountered during recompaction and proofrolling must be removed to a maximum depth of 2 feet and replaced with compacted granular structural fill Temporary Excavations Temporary construction excavations, not exceeding 4 feet in depth, may be constructed with sideslopes no steeper than one-quarter horizontal to one vertical. Temporary excavations up to 8 feet deep may be constructed with sideslopes no steeper than one horizontal to one vertical. Excavations deeper than 8 feet are not anticipated. Excavations encountering extensive layers of clean granular soils may require even flatter sideslopes. All excavations must be inspected periodically by qualified personnel. If any signs of instability are noted, immediate remedial action must be initiated Structural Fill Structural fill is defined as all fill which will ultimately be subjected to structural loadings, such as imposed by footings, floor slabs, pavements, etc. Structural fill will be required as backfill over foundations and utilities, as site grading fill, and as replacement fill below footings. All structural fill must be free of sod, rubbish, topsoil, frozen soil, and other deleterious materials. Structural site grading fill is defined as fill placed over relatively large open areas to raise the overall grade. For structural site grading fill, the maximum particle size should generally not exceed 4 inches or half the thickness of the fill; although, occasional larger particles not exceeding 8 inches in diameter may be incorporated if placed randomly in a manner such that honeycombing does not occur and the desired degree of compaction can be achieved. The maximum particle size within structural fill placed within confined areas should generally be restricted to 2 inches. Imported structural fill shall consist of well-graded sand and gravel mixtures with less than 18 percent fines. Only granular soils are recommended as structural fill in confined areas, such as under foundations and within utility trenches. Page 7

9 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 To stabilize soft subgrade conditions, a mixture of coarse angular gravels and cobbles and/or 1.5- to 2.0-inch gravel (stabilizing fill) should be utilized. Non-structural site grading fill is defined as all fill material not designated as structural fill and may consist of any cohesive or granular soils not containing excessive amounts of degradable material Fill Placement and Compaction Coarse gravel and cobble mixtures (stabilizing fill), if utilized, shall be end-dumped, spread to a maximum loose lift thickness of 15 inches, and compacted by dropping a backhoe bucket onto the surface continuously at least twice. As an alternative, the fill may be compacted by passing moderately heavy construction equipment or large self-propelled compaction equipment over each lift at least twice. Subsequent fill material placed over the coarse gravels and cobbles shall be adequately compacted so that the fines are worked into the voids in the underlying coarser gravels and cobbles. All other structural fill shall be placed in lifts not exceeding 8 inches in loose thickness. Structural fills shall be compacted in accordance with the percent of the maximum dry density as determined by the AASHTO 1 T-180 (ASTM 2 D-1557) compaction criteria in accordance with the table below: Total Fill Thickness (feet) Minimum Percentage of Maximum Dry Density Location Beneath an area extending at least 3 feet beyond the perimeter of the structures 0 to Outside area defined above 0 to 5 90 Outside area defined above 5 to Structural fills greater than 10 feet thick are not anticipated at the site. Subsequent to stripping and prior to the placement of structural site grading fill, the subgrade shall be prepared as discussed in Section 5.2.1, Site Preparation, of this report. In confined areas, subgrade preparation shall consist of the removal of all loose or disturbed soils. 1 2 American Association of State Highway and Transportation Officials American Society for Testing and Materials Page 8

10 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 Non-structural fill may be placed in lifts not exceeding 12 inches in loose thickness and compacted by passing construction, spreading, or hauling equipment over the surface at least twice Utility Trenches All utility trench backfill material below structurally loaded facilities (flatwork, floor slabs, roads, etc.) should be placed at the same density requirements established for structural fill. If the surface of the backfill becomes disturbed during the course of construction, the backfill should be proofrolled and/or properly compacted prior to the construction of any exterior flatwork over a backfilled trench. Proofrolling may be performed by passing moderately loaded rubber tire-mounted construction equipment uniformly over the surface at least twice. If excessively loose or soft areas are encountered during proofrolling, they should be removed to a maximum depth of 2 feet below design finish grade and replaced with structural fill. Most utility companies and City-County governments are now requiring that Type A-1a or A-1b (AASHTO Designation basically granular soils with limited fines) soils be used as backfill over utilities. These organizations are also requiring that in public roadways the backfill over major utilities be compacted over the full depth of fill to at least 96 percent of the maximum dry density as determined by the AASHTO T-180 (ASTM D-1557) method of compaction. The natural fine-grained cohesive soils are not recommended for use as trench backfill. 5.3 SPREAD AND CONTINUOUS WALL FOUNDATIONS Design Data The proposed structures may be supported upon conventional spread and continuous wall foundations established on suitable native soils and/or structural fill extending to suitable native soils. Footings shall not be established overlying non-engineered fills. For design, the following parameters are provided with respect to the projected loading discussed in Section 2, Proposed Construction of this report: Minimum Recommended Depth of Embedment for Frost Protection Minimum Recommended Depth of Embedment for Non-frost Conditions Recommended Minimum Width for Continuous Wall Footings Minimum Recommended Width for Isolated Spread Footings - 30 inches - 15 inches - 18 inches - 24 inches Page 9

11 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 Recommended Net Bearing Pressure for Real Load Conditions Bearing Pressure Increase for Seismic Loading - 3,000 pounds per square foot* - 50 percent * A higher bearing pressure may be available for larger footings, please contact GSH for additional case by case recommendations if this is required for the project. The term net bearing pressure refers to the pressure imposed by the portion of the structures located above lowest adjacent final grade. Therefore, the weight of the footing and backfill to lowest adjacent final grade need not be considered. Real loads are defined as the total of all dead plus frequently applied live loads. Total load includes all dead and live loads, including seismic and wind Installation Under no circumstances shall the footings be established upon non-engineered fills, loose or disturbed soils, topsoil, sod, rubbish, construction debris, other deleterious materials, frozen soils, or within ponded water. If unsuitable soils are encountered, they must be completely removed and replaced with compacted structural fill. The width of structural replacement fill below footings should be equal to the width of the footing plus 1 foot for each foot of fill thickness Settlements Settlements of foundations designed and installed in accordance with above recommendations, and supporting maximum projected structural loads, are anticipated to be approximately one-half inch. Settlements are expected to occur rapidly, with approximately 50 to 60 percent of the settlements occurring during construction. 5.4 LATERAL RESISTANCE Lateral loads imposed upon foundations due to wind or seismic forces may be resisted by the development of passive earth pressures and friction between the base of the footings and the supporting soils. In determining frictional resistance, a coefficient of 0.45 should be utilized. Passive resistance provided by properly placed and compacted granular structural fill above the water table may be considered equivalent to a fluid with a density of 300 pounds per cubic foot. Below the water table, this granular soil should be considered equivalent to a fluid with a density of 150 pounds per cubic foot. Page 10

12 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 A combination of passive earth resistance and friction may be utilized provided that the friction component of the total is divided by FLOOR SLABS Floor slabs shall not be established over non-engineered fills. To facilitate construction and to provide a capillary ure break, we recommend that all at-grade slabs be immediately underlain by a minimum of 4 inches of free-draining granular material, such as three-quarter- to one-inch minus clean gap-graded gravel. Settlements of lightly loaded floor slabs (less than 200 pounds per square foot) will be less than one-quarter of an inch. 5.6 PAVEMENTS The existing natural surface soils encountered at the site, as well as properly prepared existing non-engineered fills, will exhibit poor pavement support characteristics when saturated or near saturated. All pavement areas must be prepared as previously discussed. Stabilization of the natural clay subgrade may be required, especially during the wetter periods of the year. With the subgrade soils and the projected traffic as discussed in Section 2., Proposed Construction, the following pavement sections are recommended: Flexible: Parking Areas (Light Volume of Automobiles and Light Trucks, Occasional Medium-Weight Trucks, and No Heavy-Weight Trucks) [6 equivalent 18-kip axle loads per week] 2.5 inches Asphalt concrete 7.0 inches Aggregate base course Over Properly stabilized and prepared natural subgrade soils and/or structural site grading fill extending to natural stabilized subgrade soils Page 11

13 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 Rigid: 5.0 inches Portland cement concrete (non-reinforced) 4.0 inches Aggregate base course Over Properly stabilized and prepared natural subgrade soils and/or structural site grading fill extending to natural stabilized subgrade soils Primary Roadway Areas (Moderate Volume of Automobiles and Light Trucks, Light Volume of Medium-Weight Trucks, and Occasional Heavy-Weight Trucks) [15 equivalent 18-kip axle loads per week] Flexible: 3.0 inches Asphalt concrete 8.0 inches Aggregate base course Over Properly stabilized and prepared natural subgrade soils and/or structural site grading fill extending to natural stabilized subgrade soils Rigid: 5.5 inches Portland cement concrete (non-reinforced) 4.0 inches Aggregate base course Over Properly stabilized and prepared natural soils and/or structural site grading fill extending to suitable natural stabilized soils For dumpster pads, we recommend a pavement section consisting of 6.5 inches of Portland cement concrete, 4.0 inches of aggregate base course over properly prepared and stabilized natural subgrade or site grading structural fills. Page 12

14 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 These rigid pavement sections are for non-reinforced Portland cement concrete. Concrete should be designed in accordance with the American Concrete Institute (ACI) and joint details should conform to the Portland Cement Association (PCA) guidelines. The concrete should have a minimum 28-day unconfined compressive strength of 4,000 pounds per square inch and contain 6 percent 1 percent air-entrainment. 5.7 CEMENT TYPES Laboratory tests indicate that the site soils contain negligible amounts of water soluble sulfates. Therefore, all concrete which will be in contact with the site soils may be prepared using Type I or IA cement. 5.8 GEOSEISMIC SETTING General The IBC 2009 code determines the seismic hazard for a site based upon 2002 mapping of bedrock accelerations prepared by the United States Geologic Survey (USGS) and the soil site class. The USGS values are presented on maps incorporated into the IBC code and are also available based on latitude and longitude coordinates (grid points). The structures must be designed in accordance with the procedure presented in Section 1613, Earthquake Loads, of the IBC 2009 edition Faulting Based on our review of available literature, no active faults pass through or immediately adjacent to the site. The nearest fault is the East Cache Fault, approximately one-half mile east of the site Soil Class For dynamic structural analysis, the Site Class D - Stiff Soil Profile as defined in Table , Site Class Definitions, of the IBC 2009 can be utilized. Please note, that a Site Class C designation may be available for the site, please contact GSH for additional information if this is may be of benefit to the project Ground Motions The IBC 2009 code is based on 2002 USGS mapping, which provides values of short and long period accelerations for the Site Class B-C boundary for the Maximum Considered Earthquake (MCE). This Site Class B-C boundary represents a hypothetical bedrock surface and must be corrected for local soil conditions. The following table summarizes the peak ground and short and long period accelerations for a MCE event and incorporates a soil amplification factor for a Site Class D soil profile in the second column. Based on the site latitude and longitude Page 13

15 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 ( degrees north and degrees west, respectively), the values for this site are tabulated below: Spectral Acceleration Value, T Seconds Site Class B-C Boundary [mapped values] (% g) Site Class D [adjusted for site class effects] (% g) Peak Ground Acceleration Seconds, (Short Period Acceleration) S S = 89.9 S MS = Seconds (Long Period Acceleration) S 1 = 31.7 S M1 = 56.0 The IBC 2009 code design accelerations (S DS and S D1 ) are based on multiplying the above accelerations (adjusted for site class effects) for the MCE event by two-thirds (⅔) Liquefaction Liquefaction is defined as the condition when saturated, loose, granular soils lose their support capabilities because of excessive pore water pressure which develops during a seismic event. Clayey soils, even if saturated, will not liquefy during a major seismic event. Due to the lack of a shallow groundwater table and the dense nature of the granular soils, liquefy during the design seismic event is not anticipated at the site. Page 14

16 The Church of Jesus Christ of Latter-Day Saints Job No Geotechnical Study December 6, 2011 We appreciate the opportunity of providing this service for you. If you have any questions or require additional information, please do not hesitate to contact us. Respectfully submitted, GSH Geotechnical, Inc. Reviewed by: Michael S. Huber, P.E. Alan D. Spilker, P.E. State of Utah No State of Utah No Vice President/Senior Geotechnical Engineer President/Senior Geotechnical Engineer MSH/ADS:jlh Encl. Figure 1, Vicinity Map Figure 2, Site Plan Figures 3A through 3U, Log of Test Pits Figure 4, Unified Soil Classification System Appendix A Topsoil Testing Report Addressee (3 + ) Page 15

17 THE CHURCH OF JESUS CHRIST OF LATTER-DAY SAINTS JOB NO SITE SCALE IN FEET FIGURE 1 VICINITY MAP REFERENCE: USGS 7.5 MINUTE TOPOGRAPHIC QUADRANGLE MAPS TITLED SMITHFIELD, UTAH AND LOGAN, UTAH BOTH DATED 1998

18 THE CHURCH OF JESUS CHRIST OF LATTER-DAY SAINTS JOB NO TP-15 TP-16 TP-19 TP EAST STREET/ROSE STREET TP-14 TP-17 TP-18 TP EAST STREET FUTURE STUDENT HOUSING TP-5 TP-13 TP-6 TP-12 TP-11 TP-10 TP-7 TP-8 TP-9 TP-4 TP-3 TP-2 TP NORTH STREET FIGURE 2 SITE PLAN REFERENCE: ADAPTED FROM DRAWING PROVIDED BY CLIENT PROPOSED LDS CHURCH SITE - OPTION C BY BHD ARCHITECTS, DATED OCTOBER 10, 2011 SCALE IN FEET

19 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-1 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY FINE AND COARSE GRAVEL, FILL with some fine to coarse sand; brown (GM-FILL) SILTY CLAY with some fine sand and trace organics; blocky structure; dark brown (CL) CLAYEY FINE AND COARSE GRAVEL with some fine to coarse sand and trace organics; slight cementation; brown (GC) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobbles; brown (GM) loose medium stiff slightly FINE AND COARSE GRAVEL with some fine to coarse sand and trace silt; light to moderately cemented; brown (GP) dense slightly 10 slightly grades with numerous cobbles grades with numerous cobbles and occasional boulders 15 Stopped excavating at 20.0'. 20 Stopped sampling at 18.5'. Installed 1-1/4" diameter slotted PVC pipe to 19.0'. No groundwater encountered at time of excavation. Some sidewall caving. 25 The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3A

20 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-2 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY FINE TO COARSE SAND AND FINE AND COARSE GRAVEL, FILL brown (SM/GM-FILL) SILTY CLAY with some fine sand, roots, and organics; dark brown (CL) CLAYEY FINE AND COARSE GRAVEL with fine to coarse sand and occasional to numerous cobble; brown (GM) 0 loose medium stiff FINE AND COARSE GRAVEL with some fine to coarse sand; trace silt; brown (GP) grades with moderate cementation 5 slightly dense 10 Stopped excavating at 10.0'. Stopped sampling at 8.5'. No groundwater encountered at time of excavation. Some sidewall caving The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3B

21 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-3 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand and occasional fine gravel; major roots (topsoil) to 3"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand; brown (GM) loose to 2"-3" medium stiff FINE AND COARSE GRAVEL with some fine to coarse sand and occasional to numerous cobble up to 6" thick in diameter; moderate cementation; brown (GP) 5 slightly dense grades with numerous cobble and occasional boulders up to 2' in diameter; slight cementation 10 Stopped excavating at 12.0'. Stopped sampling at 9.5'. No groundwater encountered at time of excavation. Some sidewall caving The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3C

22 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-4 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand and occasional fine and coarse gravel; major roots (topsoil) to 3"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and numerous cobble 3"-18"; light brown (GM) 0 loose to 3"-4" stiff slightly FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt; and numerous cobbles; moderatley cemented; brown (GP) 5 dense slightly slightly to 15 Stopped excavating at 20.0'. 20 Stopped sampling at 17.0'. Installed 1-1/4" diameter slotted PVC pipe to 19.0'. No groundwater encountered at time of excavation. Some sidewall caving. 25 The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3D

23 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-5 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand, organics, roots, and occasional fine gravel; major roots (topsoil) to 4"; brown (CL) SILTY FINE TO COARSE SAND AND FINE AND COARSE GRAVEL with occasional cobbles; brown (SM/GM) 0 loose to 3"-4" medium stiff FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt, and occasional to numerous cobble; brown (GP) 5 slightly dense 10 Stopped excavating at 10.0'. Stopped sampling at 6.5'. No groundwater encountered at time of excavation. Some sidewall caving The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3E

24 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-6 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand, organics, and occasional fine gravel; major roots (topsoil) to 4"; brown (CL) FINE AND COARSE GRAVEL with some fine to coarse sand and some silt; light brown (GP/GM) FINE AND COARSE GRAVEL with some fine to coarse sand and trace silt; lightly cemented; brown (GP) loose to 3"-4" medium stiff slightly to dense 5 grades with numerous cobbles grades with occasional layers of fine to coarse sand with some fine gravel up to 6" thick grades with occasional boulders 10 Stopped excavating at 13.0'. Stopped sampling at 12.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3F

25 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-7 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand, trace organics, and occasional fine gravel; major roots (topsoil) to 4"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobble up to 6"- 12" thick in diameter; brown (GM) FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt, slith cementation, numerous cobbles and occasional boulders; brown (GP) 0 medium stiff slightly dense 5 10 Stopped excavating at 12.5'. Stopped sampling at 12.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3G

26 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-8 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand, organics, occasional fine gravel; major roots (topsoil) to 4"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional to numerous cobble; moderate cementation; brown (GM) FINE AND COARSE GRAVEL with some fine to coarse sand; trace silt, and numerous cobbles; brown (GP) medium stiff slightly dense 5 10 slightly to Stopped excavating at 12.5'. Stopped sampling at 10.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3H

27 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-9 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand, organics, and fine gravel; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobble; brown (GM) 0 medium stiff to dense FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt, and numerous cobbles, slight cementation; brown (GP) slightly dense 5 Stopped excavating at 7.0'. Stopped sampling at 7.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3I

28 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-10 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface CLAYEY FINE AND COARSE GRAVEL, FILL with some fine to coarse sand; brown (GC-FILL) SILTY CLAY with some fine sand, rootholes, and occasional fine gravel; brown (CL) FINE AND COARSE GRAVEL with some fine to coarse sand; some clay; brown (GC/GP) loose medium stiff SILTY FINE AND COARSE GRAVEL with numerous cobble to; some fine to coarse sand; trace silt; brown (GP) 5 grades slightly cemented dense mesium dense 20 Stopped excavating at 20.0'. Stopped sampling at 15.0' Installed 1-1/4" diameter slotted PVC pipe to 18.0'. No groundwater encountered at time of excavation. 25 The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3J

29 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-11 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand and organics; major roots (topsoil) to 4"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobble; brown (GM) 0 FINE AND COARSE GRAVEL with some fine to coarse sand, numerous cobble, and trace silt; brown (GP) 5 slightly grades with light cementation 10 Stopped excavating at 12.0'. Stopped sampling at 10.5'. No groundwater encountered at time of excavation. Some sidewall caving The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3K

30 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-12 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand, rootholes, trace organics, and occasional fine gravel; major roots (topsoil) to 4"; brown grading light brown (CL) stiff SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occaional cobble; brown (GM) slightly FINE AND COARSE GRAVEL with some fine to coarse sand and trace silt occasional cobbles; light cementation; brown (GP) 5 grades with numerous cobble 10 Stopped excavating at 12.0'. Stopped sampling at 10.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3L

31 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-13 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface CLAYEY FINE AND COARSE GRAVEL with some fine to coarse sand; major roots (topsoil) to 4"; brown (GC) 0 loose to 3"-4" FINE AND COARSE GRAVEL with some fine to coarse sand, some clay; brown (GC/GP) slightly dense FINE AND COARSE GRAVEL with some fine to coarse sand and trace silt; occasional cobbles; light cementation; brown (GP) 5 slightly dense grades with numerous cobble Stopped excavating at 20.0'. Stopped sampling at 18.5'. Installed 1-1/4" diameter slotted PVC pipe to 18.0'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3M

32 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-14 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand and occaional fine gravel; major roots (topsoil) to 3"-4"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and numerous cobbles; brown (GM) 0 loose to 3"-4" FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt, numerous cobbles; brown (GP) Stopped excavating at 5.0'. 5 slightly dense Stopped sampling at 4.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3N

33 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-15 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand; major roots (topsoil) to 4"; brown (CL) SILTY FINE AND COARSE GRAVEL with fine to coarse sand and occasional cobble; brown (GM) 0 loose to 3"-4" medium stiff FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt, and numerous cobbles; brown (GP) Stopped excavating at 5.0'. 5 Stopped sampling at 4.0'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3O

34 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-16 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand and occasional fine and coarse gravel; major roots (topsoil) to 4"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and numerous cobble; brown (GM) 0 loose medium stiff FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt, and numerous cobbles; brown (GP) Stopped excavating at 5.0'. 5 slightly Stopped sampling at 4.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3P

35 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-17 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand; major roots (topsoil) to 4"; brown? (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobble; brown (GM) 0 loose medium stiff FINE AND COARSE GRAVEL with soe fine to coarse sand, trace silt; occasional cobbles; brown (GP) slightly Stopped excavating at 5.0'. 5 Stopped sampling at 3.5'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3Q

36 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-18 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY CLAY with some fine sand and occasional fine gravel; major roots (topsoil) to 4"; brown (CL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobble; brown (GM) 0 loose medium stiff FINE AND COARSE GRAVEL with some fine to coarse sand, trace silt; light cementation; brown (GP) Stopped excavating at 5.0'. 5 slightly dense Stopped sampling at 4.0'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3R

37 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-19 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY FINE TO COARSE SAND, FILL with fine and coarse gravel; brown (SM/GM-FILL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobble; brown (GM) 0 loose to dense 5 Stopped excavating at 5.0'. Stopped sampling at 3.0'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3S

38 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-20 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional cobble; major roots (topsoil) to 4"; brown (GM) 0 loose to 3"-4" to dense Stopped excavating at 5.0'. 5 Stopped sampling at 2.0'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3T

39 Gordon Spilker Huber Geotechnical Consultants, Inc. TEST PIT TP-21 Page: 1 of 1 Project Name: Logan Meetinghouses Location: 1200 East 1200 North, Logan, Utah Excavating Method: JCB 214S Elevation: --- Remarks: Project No.: Client: The Church of Jesus Christ of Latter-Day Saints Date Excavated: GSH Field Rep.: RJG Water Level: No groundwater encountered ( ) Graphical Log Water Level DESCRIPTION DEPTH FT. SAMPLE SYMBOL MOISTURE (%) % PASSING 200 DRY DENSITY (PCF) Liquid Limit (%) Plastic Limit (%) REMARKS Ground Surface SILTY FINE AND COARSE GRAVEL, FILL with fine and coarse gravel; brown (SM/GM-FILL) SILTY FINE AND COARSE GRAVEL with some fine to coarse sand and occasional to numerous cobble; brown (GM) 0 loose FINE AND COARSE GRAVEL with some fine to coarse sand; numerous cobbles; trace silt; brown (GP) Stopped excavating at 5.0'. 5 Stopped sampling at 2.0'. No groundwater encountered at time of excavation The discussion in the text under the section titled, SUBSURFACE CONDITIONS, is necessary for a proper understanding of the nature of the subsurface material. FIGURE 3U

40