The URL can be used to link to this page

Home My WebLink AboutMAJESTIC ESTATES - PDP - PDP160016 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTTerracon Consultants, Inc. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525 P [970] 484-0359 F [970] 484-0454 www.terracon.com October 5, 2012 The Church of Jesus Christ of Latter-day Saints 50 East North Temple, 10th Floor Salt Lake City, Utah 84150 Attn: Mr. John Stoddard P: (801) 249-7132 E: stoddardJB@ldschurch.org Re: Supplemental Geotechnical Engineering Report Fort Collins Temple Southeast of South Timberline Road and East Trilby Road Fort Collins, Colorado Terracon Project No. 20115025 In this letter, Terracon Consultants, Inc. (Terracon) presents our Supplemental Geotechnical Engineering Report for the Fort Collins Temple. This Report supplements our Geotechnical Engineering Report; dated August 19, 2011(Project No. 20115025). In contacts with members of the project team, we were informed that the site layout and building location have changed since our original report was submitted. We have recently received updated site plans showing the revised site layout as well as preliminary foundation and framing plans for the first floor of the Temple. As the current temple location is north of the original structure borings, Terracon was requested to complete a supplemental study to explore subsurface conditions within the presently planned building envelope and to provide supplemental recommendations based on the subsurface conditions in this location. In addition, Terracon was requested to elaborate and clarify certain geotechnical aspects of the project to address questions and concerns from other project team members that have arised during the design phase of the project. Updated Project Information Terracon was provided with a preliminary set of structural drawings for the project prepared by Architectural NEXUS, Inc. (Project No. 11080; plans dated September 24, 2012) for our use and consideration during preparation of this supplemental report. Terracon has also discussed geotechnical related aspects of the project with project team members. This information indicates the Temple has been relocated on the property closer to the northwest corner of the lot as shown on Exhibit A-2 in Appendix A to this report. We also understand the finished floor elevation for the Temple will be constructed at an elevation of approximately 4,921 feet. Supplemental Geotechnical Engineering Report Fort Collins Temple ■ Fort Collins, Colorado October 5, 2012 ■ Terracon Project No. 20115025 Responsive ■ Resourceful ■ Reliable 2 The project team has indicated the building will be constructed on a drilled pier foundation system bottomed in bedrock and the basement floor will consist of a structurally-supported floor system constructed over a crawl space. Subsurface Conditions Our supplemental geotechnical study included the advancement of two (2) supplemental test borings within the updated Temple envelope at the approximate locations shown on the Boring Location Diagram attached as Exhibit A-2 in Appendix A to this report. Subsurface conditions encountered in our two supplemental borings generally consisted of approximately 25 to 27 feet of lean and silty clay with varying amounts of sand underlain by claystone bedrock extending to the maximum depth of exploration of about 40 feet below existing site grades. The upper approximately 6 feet of claystone bedrock encountered in Boring No. 16 was highly weathered. The supplemental exploratory borings were completed as temporary piezometers by inserting slotted PVC pipe into the boreholes to facilitate continuing groundwater measurements. The borings were observed while drilling and after completion for the presence and level of groundwater. The groundwater levels measured during drilling and several days after completion of drilling are noted on the attached boring logs and are summarized below. Boring No. Depth to groundwater while drilling on September 13, 2012 (ft.) Depth to groundwater on September 24, 2012 (ft.) Elevation of groundwater on September 24, 2012 (ft.) 15 12 8.2 4910.6 16 8 8.9 4908.4 The groundwater level measurements in the supplemental borings indicate groundwater has fallen approximately 3 feet over the past year, likely in response to discontinuing flood irrigation activities. The recent measurements indicate the groundwater is presently at or near the planned basement level for the Temple. We recommend continuing to monitor groundwater levels in the temporary piezometers left in the two supplemental borings to evaluate further groundwater level changes. These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times or at other locations. Construction and Permanent Dewatering Recommendations for dewatering were presented in our initial Geotechnical Engineering Report. We recommend construction and permanent dewatering continue to be included in the project plans. Supplemental Geotechnical Engineering Report Fort Collins Temple ■ Fort Collins, Colorado October 5, 2012 ■ Terracon Project No. 20115025 Responsive ■ Resourceful ■ Reliable 3 Based on the size of the proposed basement, we recommend incorporating lateral trench drains below the basement floor that connect to the perimeter drain system to help control groundwater levels. The lateral drain trenches should bisect the basement floor into roughly four equal sections. Should groundwater levels continue to fall it may be possible to eliminate some dewatering elements prior to construction. We recommend reviewing the design for the permanent dewatering system below the basement level of the Temple closer to planned construction considering groundwater levels that should continue to be measured in the temporary piezometers left in-place on the site. It is possible and likely that groundwater will continue to fluctuate in response to the discontinuation of flood irrigation and in response to seasonal changes. Supplemental Foundation Recommendations We understand the proposed Temple will be constructed on a drilled pier foundation system bottomed in bedrock. Discussions with other design team members indicate the majority of the drilled piers will extend more than 15 feet into the bedrock below the site to accommodate the foundation loads. Field penetration resistance values and our experience with the bedrock in this portion of Fort Collins indicate the upper portions of the bedrock (upper 10 feet) below this site will provide less capacity than the lower portions of the bedrock. Subsurface conditions encountered during our supplemental study indicate our geotechnical construction and design criteria we provided for drilled pier foundations can be modified as follows: Description Value Minimum pier diameter 18 inches Minimum bedrock embedment 1 8 feet Maximum end-bearing pressure (piers bottomed in upper 10 feet of bedrock) 15,000 psf Maximum end-bearing pressure (piers bottomed at least 10 feet into bedrock) 25,000 psf Skin friction (for portion of pier embedded into upper 10 feet of bedrock) 1,500 psf Skin friction (for portion of pier embedded at least 10 feet into bedrock) 2,500 psf Void thickness (beneath grade beams, between piers) 4 inches 1. At a minimum, drilled piers should be embedded into firm or harder bedrock materials. APPENDIX A FIELD EXPLORATION Supplemental Geotechnical Engineering Report Fort Collins Temple ■ Fort Collins, Colorado October 5, 2012 ■ Terracon Project No. 20115025 Exhibit A-1 Field Exploration Description The locations of borings were based upon the proposed development shown on the provided site plan. The borings were located in the field by Terracon personnel measuring from property lines and existing site features. The accuracy of the boring locations should only be assumed to the level implied by the methods used. The borings were drilled with a CME-75 truck-mounted drill rig with solid-stem augers. During the drilling operations, lithologic logs of the borings were recorded by the field engineer. Relatively undisturbed samples were obtained at selected intervals utilizing a 2-inch outside diameter split-spoon sampler (SS). Penetration resistance values were recorded in a manner similar to the standard penetration test (SPT). This test consists of driving the sampler into the ground with a 140-pound hammer free-falling through a distance of 30 inches. The number of blows required to advance the standard split-spoon sampler 18 inches (final 12-inches are recorded) or the interval indicated, is recorded and can be correlated to the standard penetration resistance value (N-value). The blow count values are indicated on the boring logs at the respective sample depths. A CME automatic SPT hammer was used to advance the samplers in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count value by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. 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 soils 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. Groundwater measurements were obtained in the borings at the time of site exploration and several days after drilling. The borings were completed as temporary piezometers by inserting slotted PVC pipe into the borings to facilitate future groundwater monitoring. A-2 BORING LOCATION DIAGRAM Exhibit No. FORT COLLINS TEMPLE Southeast of South Timberline Road and Trilby Road Fort Collins, Colorado Project Manager: Drawn By: Checked By: Approved By: EDB BCJ EDB DJJ Project No. Scale: File Name: Date: 20115025 1”=120’ 9/6/2012 1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525 PH. (970) 484-0359 FAX. (970) 484-0454 0’ 60’ 120’ APPROXIMATE SCALE DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES 1 APPROXIMATE BORING LOCATION FOR INITIAL GEOTECHNICAL STUDY (BORINGS COMPLETED ON AUGUST 5, 2011). 15 16 14 2 6 8 5 4 13 11 12 10 3 7 1 9 1 APPROXIMATE BORING LOCATION FOR CURRENT SUPPLEMENTAL GEOTECHNICAL STUDY (BORINGS COMPLETED ON SEPTEMBER 12, 2012). LEGEND 0.7 19.0 27.0 40.5 VEGETATIVE LAYER - 8 inches LEAN CLAY with SAND soft to medium stiff, moist to wet, brown SANDY SILTY CLAY stiff, wet, brown, olive, black, gray CLAYSTONE BEDROCK hard to very hard, moist, brown, rust, gray Boring Terminated at 40.5 Feet 4918 4900 4892 4878.5 19 28 20 19 20 3-2-2 N=4 1-1-2 N=3 2-4-4 N=8 13-33-39 N=72 19-33-50 N=83 35-20-15 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20115025 SUPPLEMENTAL.GPJ ODOT TEST.GPJ 10/5/12 South Timberline Road and East Trilby Road Fort Collins, Colorado SITE: Groundwater level measured during drilling Groundwater level measured on 9/24/12 WATER LEVEL OBSERVATIONS PROJECT: Fort Collins Temple Page 1 of 1 Advancement Method: 4 inch solid-stem flight auger Abandonment Method: Slotted PVC pipe left in boreholes 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20115025 Drill Rig: CME - 75 Boring Started: 9/13/2012 BORING LOG NO. 15 The Church of Jesus Christ of Latter-day Saints See Appendix C for explanation of symbols and abbreviations. 0.7 17.0 25.0 31.0 40.3 VEGETATIVE LAYER - 8 inches LEAN CLAY very soft to medium stiff, moist to wet, brown SANDY SILTY CLAY stiff, wet, brown, gray rust WEATHER CLAYSTONE BEDROCK silty, firm to medium hard, moist, olive, brown, gray CLAYSTONE BEDROCK medium hard to very hard, moist, brown, rust, gray Boring Terminated at 40.3 Feet 4916.5 4900.5 4892.5 4886.5 4877 16 28 22 21 20 1-2-2 N=4 0-0-1 N=1 4-4-4 N=8 14-17-22 N=39 27-42-50/4" N=92/10" 33-19-14 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20115025 SUPPLEMENTAL.GPJ ODOT TEST.GPJ 10/5/12 South Timberline Road and East Trilby Road Fort Collins, Colorado SITE: Groundwater level measured during drilling Groundwater level measured on 9/24/12 WATER LEVEL OBSERVATIONS PROJECT: Fort Collins Temple Page 1 of 1 Advancement Method: 4 inch solid-stem flight auger Abandonment Method: Slotted PVC pipe left in boreholes 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20115025 Drill Rig: CME - 75 Boring Started: 9/13/2012 APPENDIX B LABORATORY TESTING Supplemental Geotechnical Engineering Report Fort Collins Temple ■ Fort Collins, Colorado October 5, 2012 ■ Terracon Project No. 20115025 Exhibit B-1 Laboratory Testing Samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer, and were classified in general accordance with the Unified Soil Classification System described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Rock Classification. At this time, an applicable laboratory-testing program was formulated to determine engineering properties of the subsurface materials. Following the completion of the laboratory testing, the field descriptions were confirmed or modified as necessary, and Logs of Borings were prepared. These logs are presented in Appendix A. Laboratory test results are presented in Appendix B. These results were used for the geotechnical engineering analyses and the development of supplemental foundation and earthwork recommendations. All laboratory tests were performed in general accordance with the applicable local or other accepted standards. Selected soil and bedrock samples were tested for the following engineering properties:  Water content  Dry density  Grain size  Atterberg limits 0 10 20 30 40 50 60 0 20 40 60 80 100 CL or OL CH or OH ML or OL MH or OH PL PI ATTERBERG LIMITS RESULTS ASTM D4318 9.0 9.0 Boring ID Depth Description LEAN CLAY with SAND LEAN CLAY CL CL Fines P L A S T I C I T Y I N D E X LIQUID LIMIT "U" Line "A" Line 35 33 20 19 15 14 80 88 LL USCS 15 16 EXHIBIT: B-2 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20115025 PROJECT: Fort Collins Temple SITE: South Timberline Road and East Trilby Road Fort Collins, Colorado CLIENT: The Church of Jesus Christ of 15 2 - 3.5 18.6 15 9 - 10.5 LEAN CLAY with SAND(CL) 35 20 15 80.4 0.0 0.0 27.7 15 19 - 20.5 20.0 15 29 - 30.5 19.0 15 39 - 40.5 20.5 16 2 - 3.5 15.8 16 9 - 10.5 LEAN CLAY(CL) 33 19 14 88.4 0.0 0.0 28.1 16 19 - 20.5 22.3 16 29 - 30.5 20.7 16 39 - 40.3 20.1 Sheet 1 of 1 Summary of Laboratory Results Depth USCS Classification and Soil Description Compressive Strength % <#200 Sieve Dry Density (pcf) Water Content (%) BORING ID Liquid Limit Plastic Limit Plasticity Index % Gravel % Sand % Silt % Clay EXHIBIT: B-3 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20115025 PROJECT: Fort Collins Temple SITE: South Timberline Road and East Trilby Road Fort Collins, Colorado CLIENT: The Church of Jesus Christ of Latter-day Saints Salt Lake City, Utah LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. LAB SUMMARY: USCS 20115025 SUPPLEMENTAL.GPJ TERRACON2012.GDT 10/5/12 APPENDIX C SUPPORTING DOCUMENTS Boulders Cobbles Gravel Sand Silt or Clay < 5 5 - 12 > 12 Trace With Modifier RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Hard Trace With Modifier above 4.00 > 30 2.00 to 4.00 1.00 to 2.00 0.50 to 1.00 0.25 to 0.50 less than 0.25 (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance CONSISTENCY OF FINE-GRAINED SOILS Very Loose Loose Medium Dense Dense Descriptive Term (Density) > 50 30 - 50 10 - 29 4 - 9 0 - 3 Water Level After a Specified Period of Time STENGTH TERMS Std. Penetration Resistance (blows per foot) Very Stiff Stiff RELATIVE DENSITY OF COARSE-GRAINED SOILS 15 - 30 8 - 14 Medium-Stiff Soft Very Soft Descriptive Term (Consistency) 2 - 4 0 - 1 Std. Penetration Resistance (blows per foot) Undrained Shear Strength (kips per square foot) Very Dense 5 - 7 UNIFIED SOIL CLASSIFICATION SYSTEM Exhibit C-2 Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu  6 and 1  Cc  3 E SW Well-graded sand I Cu  6 and/or 1  Cc  3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI  7 and plots on or above “A” line J CL Lean clay K,L,M PI  4 or plots below “A” line J ML Silt K,L,M Organic: Liquid limit - oven dried  0.75 OL Organic clay K,L,M,N Liquid limit - not dried Organic silt K,L,M,O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M Organic: Liquid limit - oven dried  0.75 OH Organic clay K,L,M,P Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. DESCRIPTION OF ROCK PROPERTIES Exhibit C-3 WEATHERING Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline. Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer. Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock. Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick. Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left. Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with only fragments of strong rock remaining. Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist’s pick. Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of a geologist’s pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick. Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail. Joint, Bedding, and Foliation Spacing in Rock a Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. – 1 ft. Close Thin 1 ft. – 3 ft. Moderately close Medium 3 ft. – 10 ft. Wide Thick More than 10 ft. Very wide Very thick a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. Rock Quality Designator (RQD) a Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90 Excellent No Visible Separation Tight 90 – 75 Good Less than 1/32 in. Slightly Open 75 – 50 Fair 1/32 to 1/8 in. Moderately Open 50 – 25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide a. RQD (given as a percentage) = length of core in pieces Greater than 0.1 ft. Wide 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual. LABORATORY TEST SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Bearing Ratio Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Consolidation Used to develop an estimate of both the rate and amount of both differential and total settlement of a structure. Foundation Design Direct Shear Used to determine the consolidated drained shear strength of soil or rock. Bearing Capacity, Foundation Design, and Slope Stability Dry Density Used to determine the in-place density of natural, inorganic, fine-grained soils. Index Property Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil and to provide a basis for swell potential classification. Foundation and Slab Design Gradation Used for the quantitative determination of the distribution of particle sizes in soil. Soil Classification Liquid & Plastic Limit, Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials. Soil Classification Permeability Used to determine the capacity of soil or rock to conduct a liquid or gas. Groundwater Flow Analysis pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry electrical currents. Corrosion Potential R-Value Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Soluble Sulphate Used to determine the quantitative amount of soluble sulfates within a soil mass. Corrosion Potential Unconfined Compression To obtain the approximate compressive strength of soils that possess sufficient cohesion to permit testing in the unconfined state. Bearing Capacity REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base Course A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled Pier or Shaft) A concrete foundation element cast in a circular excavation which may have an enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft. Coefficient of Friction A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces. Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation Concrete Slab-on- Grade A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used as a floor system. Differential Movement Unequal settlement or heave between, or within foundation elements of structure. Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing Fill (or Man-Made Fill) Materials deposited throughout the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. Exhibit C-5 REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. Frost Depth The depth at which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil. Optimum Moisture Content The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side Shear) The frictional resistance developed between soil and an element of the structure such as a drilled pier. Soil (Earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. Exhibit C-6 Analysis for Foundations Water Content Used to determine the quantitative amount of water in a soil mass. Index Property Soil Behavior Exhibit C-4 C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = 10 60 2 30 D x D (D ) F If soil contains  15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains  15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains  30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI  4 and plots on or above “A” line. O PI  4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm) Descriptive Term(s) of other constituents Percent of Dry Weight Descriptive Term(s) of other constituents Percent of Dry Weight LOCATION AND ELEVATION NOTES (HP) (T) (b/f) (PID) (OVA) DESCRIPTION OF SYMBOLS AND ABBREVIATIONS No Recovery Rock Core Shelby Tube < 15 15 - 29 > 30 Water Level After a Specified Period of Time Macro Core Auger Split Spoon (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Exhibit C-1 FIELD TESTS PLASTICITY DESCRIPTION Term Hand Penetrometer Torvane Standard Penetration Test (blows per foot) Photo-Ionization Detector Organic Vapor Analyzer DESCRIPTIVE SOIL CLASSIFICATION Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. Non-plastic Low Medium High Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. Plasticity Index 0 1 - 10 11 - 30 > 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents No Water Level Observed Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Water level variations will occur over time. In low permeability soils, accurate determination of water levels is not possible with short term water level Ring Sampler observations. Percent of Dry Weight SAMPLING EXPLANATION OF BORING LOG INFORMATION Water Level Initially Encountered WATER LEVEL OBSERVATIONS Latter-day Saints Salt Lake City, Utah LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20115025 SUPPLEMENTAL.GPJ TERRACON2012.GDT 10/5/12 CL-ML BORING LOG NO. 16 The Church of Jesus Christ of Latter-day Saints See Appendix C for explanation of symbols and abbreviations. CLIENT: Salt Lake City, Utah See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-4 Boring Completed: 9/13/2012 ELEVATION (Ft.) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4917.3 (Ft.) DEPTH (Ft.) 5 10 15 20 25 30 35 40 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI CLIENT: Salt Lake City, Utah See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-3 Boring Completed: 9/13/2012 ELEVATION (Ft.) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4918.8 (Ft.) DEPTH (Ft.) 5 10 15 20 25 30 35 40 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI