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Home My WebLink About20080060.tiff (6t0 -TAN ) 4 ( F ( r C I r I ( I S is Tr O f 21 W - 0- ' Q [ 2008-0060 A.G. Wassenaar 2180 South Ivanhoe Street, Suite 5 Denver, Colorado 80222-5710 303-759-8373 Fax 303-759-4874 • Geotechnical and Environmental Consultants C. www.agwassenaar.com GEOLOGIC ASSESSMENT HARMS FARMS PROPERTY WELD COUNTY,COLORADO PREPARED FOR • GATEWAY AMERICAN PROPERTIES, LLC 9145 EAST KENYON AVENUE SUITE 202 DENVER, COLORADO 80237 AUGUST 18, 2006 PROJECT NUMBER E06539.EC • • TABLE OF CONTENTS TITLE PAGE 1.0 INTRODUCTION 1 2.0 SITE LOCATION 1 3.0 SURFACE USE 2 4.0 TOPOGRAPHY AND DRAINAGE 2 5.0 GEOLOGIC OVERVIEW 3 5.1 BEDROCK STRATIGRAPHY 4 5.2 UNCONSOLIDATED SURFICIAL DEPOSITS 7 5.3 STRUCTURAL FEATURES 14 5.4 GROUND WATER CONDITIONS 15 6.0 GEOLOGIC HAZARDS 15 6.1 FAULTS 16 6.2 SUBSIDENCE 17 6.3 SLOPE STABILITY 17 6.4 EXPANSIVE SOILS 18 . 6.5 FLOODING 18 6.6 EROSION 19 6.7 RADON 20 7.0 MINERAL RESOURCES 21 7.1 OIL AND GAS 21 7.2 COAL 22 7.3 METALLIC MINERALS 22 7.4 INDUSTRIAL AND CONSTRUCTION MATERIALS 23 8.0 CONCLUSIONS 23 9.0 RECOMMENDATIONS 25 10.0 LIMITATIONS 26 REFERENCES ATTACHMENTS FIGURE 1, VICINITY DIAGRAM FIGURE 2, TOPOGRAPHIC MAP FIGURE 3, GENERAL GEOLOGY FIGURE 4, SOILS MAP • FIGURE 5, FLOOD ZONE MAP • 1.0 INTRODUCTION At the request of Gateway American Properties, LLC(Gateway),A.G.Wassenaar,Inc.(AGW)has completed a Geologic Assessment of the Harkis Farms Property located in southern Weld County, Colorado. The purpose of the study was to compile geologic information regarding the subject property to aid in planning and meet requirements of the Weld County Planning and Zoning Department. Future residential and commercial development at the property is anticipated. To conduct the Geologic Assessment, AGW reviewed a variety of publications,maps, and reports from government and private sources. This included reviewing data from AGW's"Geotechnical Due Diligence Study,Harkis Farms Property"(report dated February 24, 2005). In addition, field visits were completed by AGW geologists to confirm site conditions. • The study was limited to general geologic evaluation and did not assess risks related to potential environmental contamination. In addition, it was not intended to provide design criteria for site development,foundation or pavement construction. Additional geotechnical engineering studies will be required to develop these types of design criteria and construction recommendations. 2.0 SITE LOCATION The Harkis Farms Property consists of approximately 5,612 acres in southern Weld County. It is situated about 4 miles northwest of Keenesburg and generally surrounds the intersection of Weld County Road 22 and Weld County Road 49. Figure 1 in the Attachments illustrates the general site location. • 1 • Based on the Milton Reservoir and Klug Ranch,Colorado Quadrangle Maps published by the U.S. Geological Survey(USGS),the property includes Section 32 in Township 3 North,Range 64 West; and all or portions of Sections 2, 11, 12, 13, 14, and 15 in Township 2 North, Range 65 West; and all or portions of Sections 4, 5, 7, 8, 9, 17,and 18 in Township 2 North, Range 64 West. 3.0 SURFACE USE The eastern portion of the Harkis Farms Property is generally undeveloped rangeland covered by grasses, sage, and cacti, with some trees and brush located near drainages or irrigation canals. Western sections of the property(west of Box Elder Creek)generally include a mixture of rangeland and irrigated crop land. An estimated 1,100 acres are irrigated for agricultural purposes. A number of small stock ponds are located across the southern and western portions of the site. In • addition,several residences and farm/ranch outbuildings are scattered across and around the Harkis property,primarily in the southern portions. Approximately seventy oil and/or gas production wells and associated equipment are also scattered across the property. 4.0 TOPOGRAPHY AND DRAINAGE Based on the USGS Milton Reservoir and Klug Ranch Quadrangle Maps, the property can be topographically divided into two general areas,roughly separated by Box Elder Creek. To the west, the site is relatively level due to the presence of the Box Elder Creek flood plain. Most of the irrigated land is contained within this region as previously discussed. East of Box Elder Creek,the site is generally characterized by rolling hills. Many of these rolling hills exhibit 20 to 30 feet of relief. Figure 2 in the Attachments provides a topographic map of the area. • 2 • Surface elevations across the site range from approximately 4,825 feet above mean sea level (MSL) in western portions of the property(on the Box Elder Creek flood plain)to over 4,960 feet MSL in . the far eastern area. Consequently,relief across the subject property is approximately 135 feet. The site regionally drains from south to north. Box Elder Creek flows northward across the west central portion of the site through the breached and empty Klug Reservoir Number 3. The creek was dry during AGW's field visits on July 315`and August 10`r,2006. The Neres Canal and Beebe Canal are located near the western boundaries. An unnamed ephemeral drainage bisects the eastern portion of the property. Several stock ponds are located along this drainage. Relatively small, isolated marsh areas and some ponds are depicted on the Milton Reservoir Quadrangle Map(Figure 2 in the Attachments) in the northwest and northeast portions of Section 2 in Range 65 West,Township 2 North. These arc in the vicinity of the Neres Canal. • 5.0 GEOLOGIC OVERVIEW Based on documents published by the Colorado Geological Survey (CGS), the USGS, and Foutz (1994),the subject site is located in the northern portion of the Denver-Julesburg Basin(D-J Basin). This large, asymmetrical syncline basin trends generally from southwest to northeast. A sequence of sedimentary rock formations covered with unconsolidated deposits fills the basin. The southwest portion of the D-J Basin is situated roughly around the Pueblo,Colorado area. While the northeast portion of the basin is generally centered in the vicinity of Torrington,Wyoming. The steeply dipping west flank includes "hog back" formations running along the base of the Front Range Foot Hills,and the gently dipping eastern flank stretches into Nebraska and Kansas(Foutz, 1994). • 3 The main axis of the D-J Basin (i.e. the line that follows the bottom of the syncline) runs through • Denver generally toward Cheyenne, Wyoming. This places the Harkis Farms area slightly east of the axis. Consequently, sedimentary bedrock beneath the unconsolidated surficial deposits is expected to exhibit a gentle slope to the west(toward the bottom of the basin). The D-J Basin's sedimentary bedrock formations range in age from Pennsylvanian(approximately 270 million years before present(BP))through Tertiary(approximately 70 million years BP). These formations largely consist of sandstones, shales, claystones, and conglomerates, with some layers of coal. Natural gas and petroleum reserves are also present in portions of the basin and are produced from wells on the Harkis Farms Property. Unconsolidated alluvial(water deposited)and eolian(wind deposited)sediments cover the D-J Basin sedimentary bedrock formations at the Harkis Farms Property. Depending on the chemistry of the • sediments, the effects of water and weathering on these layers, and the influence of vegetation, numerous soil types have developed within the uppermost layer of these unconsolidated sediments. Based on U. S. Department of Agriculture(USDA)soil survey reports published for Weld County (Soil Survey of Weld County,Colorado(Southern Part), 1980),the Harkis Farms Property contains approximately seventeen distinct soil types. 5.1 BEDROCK STRATIGRAPHY As discussed previously, a sequence of sedimentary bedrock formations fills the D-J Basin. These sedimentary layers overlie much older crystalline basement rocks of Precambrian age,estimated to be 1.8 to 2 billion years old. Formation of the D-J Basin occurred during the Laramide period of crustal deformation which began in the late Cretaceous Period,and extended into the Tertiary Period (Foutz 1994). The sedimentary formations may extend over 10,000 feet in depth in the vicinity of • the Harkis Farms Property. 4 • The primary formations within the D-J Basin include the Fountain Formation, Lyons Sandstone, Lykins Formation, Morrison Formation, Dakota Sandstone, Benton Group, Niobrara Formation, Pierre Shale,Fox Hills Sandstone,Laramie Formation,and the Denver/Arapahoe Formation(Foutz, 1994). To determine which formation constitutes the uppermost consolidated bedrock layer beneath unconsolidated sediments at the Harkis Farms Property, AGW reviewed the Geologic Map of Colorado(Tweto 1979) and data from AGW's"Geotechnical Due Diligence Study, Harkis Farms Property"(report dated February 24, 2005). Based on that review, most of the site is underlain by the Denver/Arapahoe Formation. However,northern portions of the property may be underlain by the Laramie Formation. • Precise location of the contact between the Denver/Arapahoe and Laramie Formations across the site is difficult to determine since the available maps obscure this contact by illustrating the geology in the subject areas as being covered by unconsolidated Quatemary (relatively recent) eolian and alluvium deposits. In addition, drilling logs compiled during AGW's 2005 Geotechnical Due Diligence Study encountered bedrock or weathered bedrock in only sixteen of sixty-two boreholes drilled across the property. Where bedrock was encountered,it generally consisted of claystone or sandstone,which can be found in both the Denver/Arapahoe and Laramie Formations. However by interpolating unobscured mapped contacts of these formations from areas just outside of the Harkis Farms study area,it is possible to deduce that the Laramie Formation likely exists below the surficial sediments across the northern portions of the site, and the Denver/Arapahoe Formation exists beneath surficial deposits across the southern portions of the property. Figure 3 in the Attachments illustrates the general geology of the subject property. It shows the approximate contact location • between the Denver/Arapahoe and the Laramie Formations (beneath the unconsolidated deposits). 5 • During AGW's 2005 Geotechnical Due Diligence Study of the Harkis Farms Property,bedrock was encountered between depths of 16 and 29 feet by AGW(weathered bedrock between 14 and 25 feet). In two of the boreholes (located in the southern portion of the property) sandstone was identified. This material was silty to very silty. Five of the boreholes encountered weathered claystone(in the central and eastern portions of the property). In addition, unweathered claystone bedrock was encountered in twelve of the boreholes(in the central and eastern portions of the site). This material was silty and sandy with sandstone lenses. Only one borehole west of Weld County Road 49 encountered bedrock. This may be due to the presence of thicker unconsolidated alluvium related to the Box Elder Creek drainage. The types of bedrock materials encountered during AGW's geoteclmical study are consistent with • materials found in both the Denver/Arapahoe and Laramie Formations. Descriptions of these two formations are summarized below. Denver/Arapahoe Formation The Denver/Arapahoe Formation of Paleocene and Upper Cretaceous age consists of claystone and siltstone interbedded with sandstone and conglomerate. Weathered sandstones and conglomerates of this formation contain montmorillonite and related expandable clay minerals. It exhibits a thickness of at least 565 feet(Colton, 1978). Laramie Formation The Laramie Formation is of Upper Cretaceous age. The upper portion is approximately 600 to 700 feet thick,and generally consists of claystones,shales,sandy shales,and lenticular beds of sandstone • and low grade coal (lignite). The lower part of the formation, between 80 and 125 feet thick, 6 • consists of sandstones,sandy shales interbedded with clays,shales, and several beds of coal(Colton, 1978). 5.2 UNCONSOLIDATED SURFICIAL DEPOSITS Above the bedrock formations,unconsolidated Quaternary(geologically recent)eolian and alluvial deposits cover the Harkis Farms Property. Most of the central and the eastern half of the site(plus a small portion of the southwest corner of the property)exhibits windblown clay,silt(loess), sand, and granules,mainly as sand dunes. Colton(1978)indicates"Loess is as much as 15 feet thick but generally is less than 3 feet thick;sand dunes are as much as 50 feet thick but generally are less than 15 feet thick"in the subject area. The above descriptions are generally supported by AGW's observations made during site visits in • July and August of 2006. At that time, widely distributed loose sandy and silty surface soils were noted in addition to the presence of numerous sand hill/dune formations across the eastern portions of the Harkis Farms Property. Some of these hills appeared to have a relief of approximately 30 feet. At a recently completed natural gas drill pad in the eastern portion of the property,AGW observed excavations into the surface to depths of approximately 10 feet. The exposed native materials at that depth consisted of relatively loose sands and silts which were similar to the surface materials previously described. In addition to the typical eolian deposits present at the eastern portions of the property, relatively small areas of alluvial materials may also be present along ephemeral drainages. During AGW's 2005 geotechnical study, approximately 6 feet of artificial fill was encountered in • one borehole(TH-54)located in Section 15,near the southwest corner of the property. Artificial fill 7 • composed of onsite materials was also observed at a stock pond dam located on the ephemeral drainage at the eastern portion of the property. Bedrock in the west-central portion of the Harkis Farms Property is generally covered with alluvial deposits (with some mixed eolian). These modern alluvial materials largely consist of the Piney Creek Alluvium and younger deposits (Tweto 1979). The Quaternary, Piney Creek Alluvium is described by Colton (1978) as dark-gray humic sandy to gravelly alluvium underlying terraces whose surfaces are 10 to 20 feet above a nearby flood plain. "The upper part of the Piney Creek Alluvium is characterized by weakly developed brown soil; grades into colluvium up-slope". The western portion of the Harkis Farms Property is generally covered with older gravels and alluviums of the pre-Bull Lake age. Included are the Quaternary Slocum,Verdos,Rocky Flats,and • Nussbaum Alluviums (Tweto 1979). These Alluviums consist of igneous, metamorphic, and sedimentary boulders,cobbles,gravels,pebbles,and sands,brown to white in color and 10 to 15 feet in depth(Colton 1978). During AGW's 2005 geotechnical study,the unconsolidated materials encountered during drilling of the sixty-two boreholes included a variety of soils. Typically, boreholes included 16 to 30 feet of silty clays, clayey sands, sandy clays, with some clean sands, clays, and silt layers. These materials are consistent with those described in the referenced geological literature. Sandy fill material was found in one borehole to a depth of 6 feet. Specific findings are included in AGW's "Geotechnical Due Diligence Study, Harkis Farms Property"(report dated February 24, 2005). The Soil Survey of Weld County, Colorado, Southern Part,published in 1980 by the USDA, Soil • Conservation Service in cooperation with Colorado Agricultural Experiment Station,provides more 8 • detailed descriptions of the unconsolidated surficial soil types present on the Harkis Farms Property. According to the Soil Survey, there are seventeen units of unconsolidated surficial soils on site. Figure 4 in Attachment A illustrates the USDA soil types found on the subject property. The soil descriptions are generally consistent with the materials encountered by AGW during geotechnical drilling and site reconnaissance. They are also consistent with the general descriptions presented in the USGS and CGS publications reviewed by AGW. Based on the USDA Soil Survey of Weld County, Southern Part , soil description summaries for soils found on the Harkis Farms Property are provided below. Aquolls and Aquepts, Flooded This nearly level soil unit is found in depressions in relatively smooth plains and along the bottoms • of natural drainage ways. Approximately 80 percent of these soils are deep and poorly drained, formed in recent alluvium. The remaining 20 percent are well drained within 48 inches of the surface. Dark colored varieties are called Aquolls, and light colored varieties are Aquepts. They generally have a loamy or clayey surface layer and underlying sandy to clayey material that extends to a depth of 60 inches or more. This soil type is subject to excessive runoff. The water table is relatively shallow in the spring and during the peak of the irrigation season. This soil type is identified as number 4 on Figure 4 in the Attachments. Ascalon Sandy Loam, l to 3 Percent Slopes This deep,well drained soil is on uplands and formed in alluvium(identified as number 5 on Figure 4). Typically, the surface layer is sandy loam about 10 inches thick, overlying sandy, clay loam about 15 inches thick. The substratum is calcareous, fine sandy loam to a depth of 60 inches. • 9 • Permeability is moderate with a high available water capacity. Surface runoff is slow, and the erosion hazard is low. Ascalon Sandy Loam, 3 to 5 Percent Slopes This is a deep, well drained soil on uplands formed in alluvium (identified as number 6 on Figure 4). Typically the surface layer is sandy loam about 8 inches thick,overlying sandy,clay loam about 10 inches thick. The substratum is calcareous, fine, sandy loam to a depth of 60 inches. Permeability is moderate with a high available water capacity. Surface runoff is medium, and the erosion hazard is low. Bankard Sandy Loam, 0 to 3 Percent Slopes This is a deep, somewhat excessively drained soil on flood plains formed in stratified recent • alluvium along streams and rivers(identified as number 10 on Figure 4). Typically the surface layer is sandy loam about 4 inches thick, overlying calcareous sand, stratified with thin lenses of sandy loam, loam, and fine gravel to a depth of 60 inches. Permeability is moderately rapid, with a low available water capacity. Surface runoff is slow, and the erosion hazard is low. Colby Loam, 1 to 3Percent Slopes This is a deep,well drained soil on uplands feet formed in calcareous,eolian deposits(identified as number 15 on Figure 4). Typically the surface layer is loam about 12 inches thick, overlying silt loam to a depth of60 inches. Permeability is moderate with a high available water capacity. Surface runoff is medium,and the erosion hazard is moderate. • 10 • Colombo Clay Loam, 0 to 1 Percent Slopes This is a deep,well drained soil on flood plains and terraces formed in stratified,calcareous alluvium (identified as number 19 on Figure 4). Typically the surface layer is clay loam about 14 inches thick, overlying approximately 7 inches of stratified,clay loam and loam. The lower part is loam,stratified with thin lenses of fine sand,medium sand, and clay loam to a depth of 60 inches. Permeability is moderate with a high available water capacity. Surface runoff is slow,and the erosion hazard is low. Haverson Loam, 0 to 1 Percent Slopes This is a deep, well drained soil on low terraces and flood plains formed in stratified, calcareous alluvium(identified as number 25 on Figure 4). Typically the surface layer is loam about 8 inches thick,overlying loam,stratified with thin lenses of loamy sand and clay loam to a depth of60 inches. Permeability is moderate with a high available water capacity. Surface runoff is slow, and the • erosion hazard is low. This soil is subject to flooding. Haverson Loam, 1 to 3 Percent Slopes This is a deep, well drained soil on low terraces and flood plains formed in stratified, calcareous alluvium(identified as number 26 on Figure 4). Typically the surface layer is loam about 4 inches thick,overlying loam,stratified with thin lenses of loamy sand and clay loam to a depth of 60 inches. Permeability is moderate with a high available water capacity. Surface runoff is slow to medium, and the erosion hazard is low. Loup-Boel Loamy Sands, 0 to 3 Percent Slopes This nearly level soil unit(identified as number 35 on Figure 4)is on stream bottoms and in drainage ways of the sand hills. The Loup soil, which is poorly drained and makes up approximately 55 • percent of the unit, occupies the lower areas or depressions, which receive additional runoff. It 11 formed in sandy alluvium. Typically the surface layer is loamy sand about 16 inches thick, • overlying 24 inches of loamy sand. The lower part is sandy loam to a depth of 60 inches. Permeability is rapid with a moderate available water capacity. The water table is at or near the surface in spring and about 36 inches below the surface in the fall. Surface runoff is slow, and erosion hazard is low. The Boel soil,which is deep and somewhat poorly drained,makes up approximately 35 percent of the unit, and occupies the slightly higher elevations. It formed in stratified sandy alluvium. Typically the surface layer is loamy sand about 14 inches thick, overlying stratified, loamy sand to a depth of 60 inches. Permeability is rapid with a moderate available water capacity. The water table is usually about 24 to 36 inches below the surface. Surface runoff is slow, and the erosion hazard is low. About 10 percent of the unit is Osgood sand and Valent sand. • Nunn Loamy Sand, 0 to 1 Percent Slopes This is a deep, well drained soil on terraces formed in alluvium along Box Elder Creek(identified as number 43 on Figure 4). Typically the surface layer is loamy sand overburden about 9 inches thick,overlying about 21 inches of clay loam. The substratum is loamy,very fine sand, loamy sand, or sand to a depth of 60 inches. Permeability is moderately slow with a high available water capacity. Surface runoff is slow, and the erosion hazard is low. Olney Loamy Sand, l to 3 Percent Slopes This is a deep,well drained soil on smooth plains formed in mixed out-wash deposits(identified as number 44 on Figure 4). Typically the surface layer is loamy sand about 9 inches thick,overlying 15 inches of sandy, clay loam. The substratum is calcareous, fine, sandy loam to a depth of 60 inches. Permeability and available water capacity are moderate. Surface runoff is slow, and the • erosion hazard is low. 12 • Olney Fine Sandy Loam, I to 3 Percent Slopes This is a deep,well drained soil on plains formed in mixed out-wash deposits(identified as number 47 on Figure 4). The surface layer is fine, sandy loam about 10 inches thick, overlying 14 inches of sandy, clay loam. The substratum is calcareous, fine sandy loam to a depth of 60 inches. Permeability and available water capacity are moderate. Surface runoff is medium,and the erosion hazard is low. Osgood Sand, 0 to 3 Percent Slopes This is a deep, well drained soil on smooth plains formed in eolian sands(identified as number 49 on Figure 4). Typically the surface layer is sand about 22 inches thick,overlying 12 inches of sandy loam. The substratum is loamy sand to a depth of 60 inches. Permeability is moderately rapid with a moderate available water capacity. Surface runoff is very slow, and the erosion hazard is low. • Valent sand, 0 to 3 percent slopes This is a deep,excessively drained soil on plains formed in eolian deposits(identified as number 69 on Figure 4). Typically the surface layer is sand about 8 inches thick, overlying sand to a depth of 60 inches. Permeability is rapid with a moderate available water capacity. Surface runoff is slow, and the erosion hazard is low. Valent Sand, 3 to 9 Percent Slopes This is a deep,excessively drained soil on plains formed in eolian deposits(identified as number 70 on Figure 4). Typically the surface layer is sand about 6 inches thick,overlying sand to a depth of 60 inches. Pwmeability is rapid with a moderate available water capacity. Surface runoff is slow, and the erosion hazard is low. • 13 Vona Loamy Sand, 0 to 3 Percent Slopes • This is a deep, somewhat excessively drained soil on plains and high terraces in eolian or alluvial deposits (identified as number 72 on Figure 4). Typically the surface layer is 12 inches thick, overlying 6 inches of loamy sand and 6 inches of fine, sandy loam. The subsoil is fine,sandy loam about 16 inches thick. The substratum is sandy loam to a depth of 60 inches. Permeability is moderately rapid with a moderate available water capacity. Surface runoff is slow,and the erosion hazard is low. Vona Loamy Sand, 3 to 5 Percent Slopes This is a deep, somewhat excessively drained soil on plains and high terraces in eolian or alluvial deposits (identified as number 73 on Figure 4). Typically the surface layer is 11 inches thick, overlying 6 inches of loamy sand and 5 inches of fine,sandy loam. The subsoil is fine, sandy loam about 14 inches thick. The substratum is sandy loam to a depth of 60 inches. Permeability is • moderately rapid with a moderate available water capacity. Surface runoff is slow,and the erosion hazard is low. 5.3 STRUCTURAL FEATURES As previously discussed,the Harkis Farms Property is situated within the D-J Basin syncline. Since the site is located east of the axis of the syncline,a gentle bedrock slope toward the west is generally expected (Foutz, 1994). However, some local variations in bedrock slope direction are likely because of various anomalies during deposition of the formation, subsequent faulting, and unconformities. To evaluate potential faulting in the subject area, AGW reviewed maps published by the USGS (Tweto, 1979), the CGS (Colton, 1978), and multiple Earthquake Hazard and fault maps available • on the USGS intemet website(earthquake.usgs.gov). Based on the reviewed information,no known 14 faults were depicted in the portion of Weld County where the Harkis Farms Property is located. • However, several obscured faults (beneath the surficial deposits) are located west of Fort Lupton, about 12 to 15 miles southwest of the Harkis Farms site. As discussed previously, surface dune/sand hill features are present across the eastern portions of the site. In addition,buried alluvial channels are likely present beneath the Box Elder Creek flood plain (Colton, 1978). 5.4 GROUND WATER CONDITIONS Hillier and Schneider(1979)indicate ground water tables ranging between 0 to greater than 20 feet within the project site. Localized perched water table aquifers may also occur in colluvial and eolian deposits,and in fractured and weathered bedrock within the project area. Annual fluctuations of the water table are generally less than 6 feet in depth,although the maximum fluctuations are not known • (Hillier and Schneider, 1979). Based on drilling data obtained during AGW's geotechnical study, ground water was encountered 6 to 27 feet below the ground surface in twenty-nine of the sixty-two boreholes drilled. Relatively shallow ground water (less than 15 feet deep) was encountered along the western border of the property, adjacent to the Beebe/Neres Canal alignment, and through the eastern portion of the site along the ephemeral drainage. Relatively shallow ground water was not encountered in borings closest to Box Elder Creek. However,ground water levels near the creek are expected to rise during the wetter portions of the year. 6.0 GEOLOGIC HAZARDS AGW evaluated several potential geologic hazards associated with the Harkis Farms Property. • These included possible faults(relative to earthquake potential), subsidence(due to past mining), 15 slope stability, expansive soils, flooding potential, and erosion. Discussions regarding these • potential hazards are presented below. 6.1 FAULTS As discussed in Section 53 of this report, AGW reviewed maps published by the USGS (Tweto, 1979), the CGS (Colton, 1978), and multiple Earthquake Hazard and fault maps available on the USGS and CGS intemet websites. Based on the reviewed information, no known faults were depicted beneath the Harkis Farms Property. However, on some maps, dozens of obscured faults are shown west of Fort Lupton,about 12 to 15 miles southwest of the Harkis Farms site. In addition, hundreds of exposed faults have been identified in the Front Range Foot Hills farther west(within approximately 35 miles). Based on most of the reviewed USGS and CGS Earthquake Hazard maps,the faults located west of • Fort Lupton are not depicted. However,more significant faults(assumed to present greater risk)are shown in the central and southern Colorado mountains and as close as Golden, approximately 40 miles southwest of the Harkis Farms site. The USGS hazard maps illustrate contours that quantifying levels of risk due to potential earthquake movement. These maps indicate that the risk of damage from earthquakes increases significantly as one approaches the central Colorado Rocky Mountains(west of Faitplay,Colorado). The USGS maps indicate that the subject area is within a zone having the potential for a 2 gravity unit(g)peak acceleration within 50 years. This represents a relatively low earthquake damage risk according to the USGS. • 16 6.2 SUBSIDENCE • To evaluate potential risks due to subsidence of former coal mines in the vicinity of the Harkis Farms site,AGW reviewed a CGS map titled"Weld County Coal Regions and Historic Coal Mines" (CGS, 2002). Based on that review, the subject site is located within the Denver Coal Region. However, the vast majority of historic coal mines were located in the western portion of Weld County_ The nearest former coal mine was depicted approximately 3 miles northeast of the northeast corner of the Harkis Farms Property. Consequently, there does not appear to be a significant subsidence risk at the subject property related to former coal mine operations. 6.3 SLOPE STABILITY To evaluate potential risks due to poor slope stability,AGW reviewed the USGS Milton Reservoir and Klug Ranch,Colorado Quadrangle maps. The objective of the review was to identify potential steep slopes within the study area. Based on that review, the area on the property exhibiting the • greatest slope appears to be located along the east edge of the Box Elder Creek. This corresponds to the east boundary of the Box Elder Creek flood plain. To measure slopes in that area, AGW visited the site on August 10, 2006. Utilizing handheld inclinometers,the maximum slope identified within an eroded ravine,situated roughly 200 feet east of the dry Box Elder Creek bed, was approximately 35 degrees from horizontal. The face of that slope exhibited a relief of approximately 10 feet. Other slopes in that vicinity exhibited smaller slope angles. Based on AGW's site visits, significant slope failures were not observed. However,based on the loose, sandy nature of soils located across the eastern and central portions of the site, and the presence of steeply sided ravines along the east flood plain boundary, there is a potential for small • scale slope failure. By applying reasonable offsets and/or engineering controls, risk related to this 17 • issue can be minimized. However, additional geotechnical engineering studies will be required to develop these types of design criteria and construction recommendations. 6.4 EXPANSIVE SOILS According to Hart(1974), windblown sand or silt generally has low swell potential. However,the upper 6 to 12 inches may locally have moderate swell potential. When water is allowed to saturate the deposits, settlement or hydrocompaction may occur. During AGW's 2005 geotechnical study, fifty-eight settlement-swell tests were performed to evaluate the effect of wetting and loading on the selected soil samples. Of the soils tested, consolidation/compression percentages ranged from-7.1 to 0 percent and swell percentages ranged from low(0 percent)to very high swell(8.9 percent). Claystone samples tested exhibited moderate • swell (3.3 percent) to very high swell (7.7 percent). Relatively dense, dry, expansive clays were found in isolated areas across the site. Additionally, claystone bedrock was found below depths of 16 feet in thirteen of the boreholes. The more expansive clays appear to be present in isolated layers near the ground surface. By implementing appropriate engineering controls,risk related to potentially expansive soils can be controlled. However,additional geotechnical engineering studies will be required to develop these types of design criteria and construction recommendations. 63 FLOODING To evaluate potential risks related to flooding,AGW reviewed Flood Insurance Rate Maps for Weld • County published by the U. S. Federal Emergency Management Administration(FEMA). These 18 • maps depict potential flood areas along drainage ways and are available on the FEMA intemet website(fema.gov). Figure 5 in the Attachments illustrates the Flood Insurance Rate Map covering the Harkis Farms Property. Based on the FEMA map,two areas of potential flooding exist on the Harkis Farms Property. These are highlighted by gray shading within various Sections on Figure 5. In the west-central portion of the site,a potential flood zone follows the Box Elder Creek flood plain northward through portions of Sections 11, 12, and 13 in Township 2 North, Range 65 West. At the eastern half of the Harkis Farms Property,a second area of potential flooding is present along the unnamed ephemeral drainage which flows northward and joins up with Box Elder Creek. Portions of Sections 8 and possibly 17 in Township 2 North, Range 64 West; and Section 32 in • Township 3 North, Range 64 West are included in the potential flood zone. 6.6 EROSION Based on the surface features observed by AGW during the 2006 site visits,erosion due to both wind action and water movement may constitute a potential hazard at the Harkis Farms Property. However, erosional issues at the subject site are likely similar to those in surrounding areas, where they can be successfully managed if adequate controls are used. The presence of sand hill/dune features,especially in the eastern portion of the site, along with the sparse vegetation cover typical of rangeland in the study area highlight the potential for wind erosion. AGW's observations of several unpaved roads and a recently constructed drilling pad at the eastern portion of the site identified blowing sand moving across the ground surface during • windy periods. Only limited loose sand was observed on the ground surface at the western portion 19 • of the site(west of Box Elder Creek) due to the presence of more substantial ground cover in that area This is apparently related to irrigation and a shallower ground water table in the vicinity of the creek. Potential soil erosion due to water movement is a concern within the flood zone areas identified on the FEMA Flood Insurance Rate Map for the subject property(see Section 6.5). In addition,some of the soil types present at the site(including Aquolls, Aquepts, Colby Loam, and possibly others) are subject to moderate or higher erosion rates according to the USDA(Soil Survey of Weld County, Colorado (Southern Part), 1980) . To reduce risk related to these issues, appropriate engineering controls are necessary. Additional engineering studies will be required to develop specific site grading criteria and construction • controls. 6.7 RADON To evaluate general risks associated with radon gas in the study area,AGW reviewed data available on the U.S. Environmental Protection Agency(EPA) Internet website (www.epa.gov/iaq/radon). Based on the EPA data, bedrock, overlying unconsolidated surficial materials, and ground water contain radioactive minerals theat produce radon gas when they decay. The presence of radon gas in dwellings has been identified by the EPA as a potential health risk. In general,the EPA indicates that Weld County and surrounding counties have a predicted average indoor radon screening level greater than 4 pCi/L(pico curies per liter). Risks associated with radon gas at the subject site are not believed to be unusually high compared with the surrounding areas. • However,radon concentrations may vary significantly across a given area. These risks are typically 20 mitigated by monitoring,and if necessary,by implementing engineering controls such as sub-floor • ventilation. A more detailed evaluation of risk associated with radon across the subject property is beyond the scope of this report. 7.0 MINERAL RESOURCES To evaluate mineral resources at the Harkis Farms Property, AGW reviewed documents from the CGS for Weld County. The primary source was "Evaluation of Mineral and Mineral Fuel Potential of Weld County State Minerals Lands Administered by The Colorado State Land Board" (CGS, 2002). This document(on CD)discusses known and potential resources,including oil and gas,coal, metallic minerals,and industrial and construction materials. Summaries regarding these topics are presented below. 7.1 OIL AND GAS • The Harkis Farms Property is located within the Wattenberg Field of the D-J Basin, which is a significant producer of natural gas and petroleum. Production is from several bedrock formations which may include the Sussex(Terry)Sandstone in the Pierre Shale,the Smoky Hill and Fort Hays members of the Niobrara and Codell Sandstone,the Upper Cretaceous D Sandstone,the Muddy(J) Sandstone,the Lyons Formation,and the Fountain Formation. In addition,there is the potential for coal bed methane production in Weld County. However, little information is currently available regarding its viability. Based on research conducted by AGW for a Phase I Environmental Site Assessment(February 28, 2005), the Colorado Oil and Gas Conservation Commission(COGCC)reported that sixty-nine oil and/or gas wells were located on the property. Some of these may be abandoned. During site visits on July 31 and August 10, 2006, AGW observed a recently installed gas wellhead at the eastern • portion of the property. It is not known if additional oil and/or natural gas drilling is planned. 21 • These wells typically have associated infrastructure including buried pipelines,separators, metering equipment,aboveground and underground storage tanks,and unimproved access roads. Regulations regarding the spacing of these wells, environmental compliance, and many other issues are administered by the COGCC. 7.2 COAL The Harkis Farms Property is located within the Denver Coal Basin(part of the D-J Basin). Based on the CGS publications referenced in Section 7.0, the tract contains the coal-bearing Laramie Formation. Coal from Weld County is generally of low quality (lignite). Many historic coal mines were located in the southwestern portions of Weld County. However,no coal mines are reported in the immediate vicinity of the subject property. The nearest historic coal • mine was located approximately 3 miles northeast of the northeast corner of the Harkis Property. Due to the depth of the potential coal beds(beneath the unconsolidated overburden sediments),the poor quality of the coal in the subject area,and the limited thickness of the beds,extraction of these deposits is not considered economically viable at this time. 7.3 METALLIC MINERALS To evaluate potential metallic mineral resources at the Harkis Farms Property, AGW reviewed the pertinent sections included in the"Evaluation of Mineral and Mineral Fuel Potential of Weld County State Minerals Lands Administered by The Colorado State Land Board"(CGS,2002). According to the CGS Mineral Inventory for an adjacent State Land Board Section in Weld County,"There are no known metallic mineral occurrences on this tract." Since the subject tract is adjacent and similar • to the Harkis Farms Property, the CGS conclusions are considered valid for the subject site. 22 7.4 INDUSTRIAL AND CONSTRUCTION MATERIALS To evaluate potential industrial and/or construction mineral resources at the Harkis Farms Property, AGW reviewed the pertinent sections included in the CGS source listed in the previous Section. According to the CGS Mineral Inventory for an adjacent State Land Board Section in Weld County, "There are no known industrial or construction material occurrences on this tract." Since the subject tract is adjacent and similar to the Harkis Farms Property, the CGS conclusions are generally considered valid for the subject site. Based on the Soil Survey of Weld County, Colorado (Southern Part) (USDA, 1980), some of the alluvial and eolian soils on the subject property could be potential sand and/or gravel sources. However, due to the inconsistent distribution of the many soil types across the property, the availability of higher quality sand and gravel sources with better road access in other parts of Weld County, and the mixed nature of these materials, AGW believes that the CGS conclusion is more reasonable and valid. Therefore,AGW believes that the property possesses little or no potential for industrial mineral resources. 8.0 CONCLUSIONS During July and August 2006, AGW completed a Geologic Assessment of the Harkis Farms Property in Weld County,Colorado. The purpose of the study was to compile geologic information to aid in planning and meet requirements of the Weld County Planning and Zoning Department. Future residential and commercial development at the property is anticipated. S 23 • The eastern portions of the property are generally undeveloped rangeland. Western sections of the property include a mixture of rangeland and irrigated crop land. The property can be topographically divided into two general areas, roughly separated by Box Elder Creek. To the west, the site is relatively level due to the presence of the Box Elder Creek flood plain. East of Box Elder Creek, the site is generally characterized by rolling hills. The site regionally drains from south to north. Box Elder Creek flows northward across the west central portion of the site, and an unnamed ephemeral drainage bisects the eastern portion of the property. Relatively small, isolated marsh areas and some ponds are located in the northwest portions of the site. The property is located in the northern portion of the Denver-Julesburg Basin, which includes a • sequence of sedimentary rock formations,generally covered with unconsolidated eolian and alluvial deposits. Based on USGS and CGS data, no known geologic faults cross the property. Approximately seventeen soil types have developed within the uppermost layer of these unconsolidated sediments. Ground water was generally encountered by AGW during a 2005 geotechnical drilling project at 6 to 27 feet below the surface. However, shallower ground water is likely to be encountered in drainage areas during the wetter portions of the year. Potential geologic hazards related to the property were evaluated. The evaluated hazards included possible faults(relative to earthquake potential),subsidence,slope stability,expansive soils,flooding potential,erosion,and a general evaluation of radon. Based on USGS and CGS data,there appears to be a relatively low risk due to earthquakes or subsidence. Risks related to slope stability, • expansive soils, erosion and radon can be reduced by using appropriate engineering controls, 24 • following completion of additional engineering studies to develop design criteria and construction recommendations. Based on data published by FEMA,potential flood zones are present along two drainage ways that traverse the property. A potential flood zone follows the Box Elder Creek flood plain northward through portions of Sections 11, 12, and 13. In addition, a second area of potential flooding is present along the unnamed ephemeral drainage at the eastern portion of the property. Development in these flood prone areas should be designed to control the risk of flooding. Evaluation of potential and existing oil and gas, coal, metallic minerals, and industrial and construction materials was completed. Active oil and natural gas production is occurring at the property. Based on COGCC records, approximately sixty-nine oil and/or gas wells were located • on the property. It is not known if additional oil and/or natural gas drilling is planned. According to the CGS publications, no economically viable coal, metallic minerals, or industrial minerals were identified in the immediate vicinity of the property. In addition,potential sand and/or gravel sources are likely not viable due to the variety and inconsistent distribution of the materials across the property,the availability of higher quality sand and gravel sources with better road access in other parts of Weld County, and the mixed nature of these materials. 9.0 RECOMMENDATIONS To address potential issues such as slope stability,expansive soils, flooding potential, and erosion, additional engineering studies should be completed to develop appropriate design criteria and construction recommendations. • 25 • 10.0 LIMITATIONS This report was written to summarize AGW's findings during a Geological Assessment associated with the subject property. Although AGW completes thorough studies, no warranty is made regarding the accuracy, completeness, and timeliness based on information obtained from government or third party sources. No parties,except the Client,are authorized to review this report unless they agree to waive any possible claims against AGW, arising from such use. If you have questions, or require further information, please contact us at (303) 759-8373. Sincerely, A. G. WASSENAAR, INC. c„:7%. W • rad A. Woodard, C.P.G. Environmental Engineer/Geologist • 4 uitpJ�/`� J h . Pieterick,P.G. Senior Geologist JDP/JD/BAW/dd Attachments • • REFERENCES A. G. Wassenaar, Inc., February 24, 2005, "Geotechnical Due Diligence Study, Harkis Farms Property, Weld County, Colorado," Project No. 80835. A.G.Wassenaar,Inc.,February 28,2005,"Phase I Environmental Site Assessment for Harkis Farms Property,Weld County, Colorado," Project No. E05134.E1. Aikin, Andrea, Anderman, Evan, Hannon, Eric, Paschke, Suzanne, Plazak, Dan, and Riemann, Martha, "Colorado Ground-Water Atlas," Colorado Ground-Water Association, Lakewood, Colorado, 2000. Cappa,James A., Colorado Geological Survey, Telephone Interview. August 16,2006. Cappa,James A.,Terbest,Harry,and Garrison,Rachael E.,"Evaluation of Mineral and Mineral Fuel Potential of Weld County State Mineral Lands Administered by the Colorado State Land Board, Colorado Geological Survey,Division of Minerals and Geology,Department of Natural Resources, Denver, Colorado, Open-File Report 02-23, 2002. Colorado Geological Survey, Colorado Late Cenozoic Fault and Fold Database, http://geosurvey.state.co.us/CGSOnline/WEB/cgs.mwf. Colton, Roger B., 1978, "Geologic Map of the Boulder-Fort Collins-Greeley Area, Colorado," • United States Geological Survey, Miscellaneous Investigations Series Map I-855-G, 1:100,000. Colton, Roger B. and Fitch, Harold R., 1974, "Map Showing Potential Sources of Gravel and Crushed-Rock Aggregate, in the Boulder-Fort Collins-Greeley Area,Front Range Urban Corridor, Colorado," United States Geological Survey, Miscellaneous Investigations Series Map I-855-D, 1:100,000. Federal Emergency Management Agency, Map Service Center, http://www.fema.gov, http://map Lmsc.fema.gov/idms/IntraView.cgi?KEY=39445132&IFIT=1. fema.gov/idms/IntraView.cgi?KEY=39445132&IFIT=1. Foutz, Dell R., "Geology of Colorado Illustrated," Grand Junction, Colorado, 1994. Hart, Stephen S., 1974, "Potentially Swelling Soil and Rock in the Front Range Urban Corridor, Colorado," Colorado Geological Survey, Department of Natural Resources, State of Colorado, Denver, Colorado, Environmental Geology 7, Plate 1 of 4, 1:100,000. Higley, Debra K., Pollastro, Richard M., and Clayton, Jerry L.,"Denver Basin Province,"Kansas Geological Survey at the University of Kansas, June 12, 1997, http://www.kgs.ku.edu/DPA/NMC/Prov/denver.html. Hillier, Donald E. and Schneider, Paul A., 1979, "Depth to the Water Table in the Boulder-Fort Collins-Greeley Area, Front Range Urban Corridor, Colorado,"United States Geological Survey, Miscellaneous Investigations Series Map I-855-I, 1:100,000. • Schwochow, S. D., Shroba, R. R., and Wicklein, P. C., Special Publication 5-B, "Atlas of Sand, Gravel, and Quarry Aggregate Resources, Colorado Front Range Counties,"Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 1974.. • Tweto, Ogden, 1979, "Geologic Map of Colorado," United States Geological Survey, MI-16, 1:500,000. United States Department of Agriculture Soil Conservation Service in cooperation with Colorado Agricultural Experiment Station, 1980, "Soil Survey of Weld County,Colorado (Southern Part)," Sheet No. 23 and 24 of 35, 1:24,000. United States Department of the Interior,Geological Survey(USGS)7.5 Minute Series Topographic Maps, Klug Ranch, Colorado-Weld County Quadrangle, 1950(photorevised 1978), 1:24,000. United States Department of the Interior,Geological Survey(USGS)7.5 Minute Series Topographic Maps,Milton Reservoir,Colorado-Weld County Quadrangle, 1950(photorevised 1971), I:24,000. United States Environmental Protection Agency, EPA Mop of Radon Zones, http://epa.gov/iaci/radon/zonemap/colorado.htm. United States Geological Survey, Earthquake Hazards Program, http://earthquake.usgs.gov http://egint.cr.usgs.gov/eq-men/cgi-bin/newegprob-06.cgi. • • • ATTACHMENTS FIGURES • • • NOT TO SCALE WCR 49 WCR 26 KLUG LAKE WCR 22 I / WCR 7 1/2 WCR 20 WCR 51 WCR 53 WCR 55 • WCR 18 1-76 WCR 49 KEENESBURG I-76 52 52 HUDSON PROPERTY BOUNDARY NOTE:ALL LOCATIONS ARE APPROXIMATE A.G. Wassenaar • Cieolec±nlpl end Environmental Consultants C. HARMS FARMS PROPERTY PROJECT NO.E06539.EC WELD COUNTY,COLORADO FIGURE 1 VICINITY DIAGRAM E -, { no •I ¢O 1' R 0 0 LLI 7^ t 1 I : - ' : CI! ; Cq 2-jo;I C.);°; g ix / _ _ _- tea : (..., . ., / , ... ,.... , . 4 J I 11 , — . • • ' l r I<e i - — ,•• Li % •S ,,:r ...-• . , -••• '.\ N / ., : ,\\Nj i 1 0 ._ ,y, ..ez .,,,,-.4. , , ,.. r,' 14 �o t. -may ',, • m.z P.� ,``_�� `s F _ 33• w� • • •. , , ; �l •.i •t .,, oa C. -.. • _."s t,..__.__.._..lam —... v' �(;•• J � . r i ..°••••...----. _ .t apJ q^_i`7;rl C-_-) tit , o\' . y 8 �8 w 6.I..\V . . ` W Z g� f+� lil g «,--- �i i _....., _L•0. , Z E Q ti .- 0 -I tits ' Q m p S a s. a . 2. \ \ ft &33 . _ /( . r \ : ! - • ` \ T. I . \ \ \ \ - § ` /\ » \ / ( R4 g` • . ; e ! i\: , B +! 2: 230 il - - - -/ • /} { - ® : \ . !m ! : , ; ! : ~ ;\ ` , . §! . _ !i • • , . z»f 2 /. 7__ , : «_j \ § • ` eil ; ` ( {� • • • - I \ , ,: r © .)- - Oro ISOM y�� ! 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L w C� a apQ 'L tail Lo Lo g a O Z O w w mu) r a r-- O WI ° = ZOOO 2d ¢C' z � OOo O 1� c In (J J O o CC - d rk c p v o i-• . . _,- _ J> Li • a � 0 Ji‘ 1 .. r � ' � t • l O -- - Q O ct § N O co / z� gLLI z U) a Q CI t z ...4.(n .._ N •I Z O O P I- 0 O Z Z cii W UO w 2n I- O -I ' O QC w Z U- J i flaNAjrNiC (s." m) • L C_ G 0 0 u • C N u C u L d to a X oLI zu a L • C < E A. G.WASSENAAR, INC. GEOTECHNI&AL CONSULTANTS • \V��y\\` PHONE: 303/759-8100 FAX: 303/756-2920 2180 S. IVANHOE, SUITE 5 DENVER, COLORADO 80222 GEOTECHNICAL DUE DILIGENCE STUDY FOR HARKIS FARMS PROPERTY WELD COUNTY, COLORADO • PREPARED FOR GATEWAY AMERICAN PROPERTIES, LLC 9145 EAST KENYON AVENUE, SUITE 202 DENVER, COLORADO 80237 FEBRUARY 24, 2005 PROJECT NUMBER 80835 • 'M A. G.WASSENAAR, INC. GEOTECHNICAL CONSULTANTS PHONE: 303/759-8100 FAX: 303/7562920 2180 S. IVANHOE, SUITE 5 DENVER, COLORADO 80222 • February 24, 2005 Gateway American Properties, LLC 9145 East Kenyon Avenue, Suite 202 Denver. Colorado 80237 Attention: Mr. Tom DiRito Subject: Geotechnical Due Diligence Study Hark is Farms Property Weld County, Colorado Project Number 80835 Gentlemen: We have conducted a geotechnical due diligence study at the subject site. Our summary of the data collected during our field and laboratory work and our analysis, opinions, and conclusions are • presented in the attached report. The purpose of our study is to provide preliminary geotechnical information for planning, site development, foundations, and pavement for the proposed parcels. In general, the test borings encountered 16 to over 30 feet of sandy to very sandy clay,clean to silty or clayey sand, and/or weathered bedrock overlying sedimentary bedrock. The bedrock consisted of claystone and sandstone. Ground water was measured at depths ranging from 6'/ to 27 feet in 29 of the 62 borings drilled during this study. Twenty-four(24) of the borings had caved at depths ranging from one (I) to 27 feet. Site development considerations should include provisions related to relatively shallow ground water, excavation and site grading in the sandy soils, and the presence of expansive clays and claystone bedrock across the parcel. Based upon the results of this preliminary study, we expect that most of the structures constructed across the she will need to he founded upon footing foundations. Where expansive clays or • • Gateway American Properties, LLC Project Number 80835 February 24, 2005 Page 2 claystone bedrock is found at or near to foundation depth, straight shaft piers drilled into bedrock will be necessary. Slabs-on-grade floors will require consideration of the potential forexpansion of soils and bedrock. Structural floors may be required where movement can not be tolerated. Preliminary pavement guidelines are given in the following report. Additional recommendations are presented in the following report. • If you have any questions regarding the contents of this report or our analyses of the subsurface conditions which will influence the proposed development,please call us. We have appreciated the opportunity to provide this service for you. Sincerely, A. G. WASSENAAR, INC. Thanarach AksharadananWNtknpp Staff Engineer l9R8 i.y, ca • Keith D. Seaton, P Project Engineer , .•wta` TA/KDS/lia • • TABLE OF CONTENTS TITLE PAGE PURPOSE PROPOSED CONSTRUCTION SITE CONDITIONS 2 FIELD EXPLORATIONS 2 LABORATORY TESTING 3 SUBSURFACE CONDITIONS 3 DEVELOPMENT CONSIDERATIONS 5 Ground Water 5 Excavation and Site Grading 7 Expansive Clays and Bedrock 7 SITE GRADING 8 • STRUCTURE CONSTRUCTION 8 PAVEMENTS 9 FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATION I0 GEOTECHNICAL RISK I I LIMITATIONS I I ATTACHMENTS SITE PLAN AND VICINITY MAP FIGURE I LOGS OF EXPLORATORY BORINGS FIGURE 2 THROUGH 12 DEPTH TO BEDROCK MAP FIGURE 13 ESTIMATED DEPTH TO GROUND WATER MAP FIGURE 14 LABORATORY TESTING APPENDIX A • • • Geotechnical Due Diligence Study Harkis Farms Property Weld County, Colorado February 24, 2005 PURPOSE This report presents results of a geotechnical due diligence study conducted at the site of the proposed Harkis Farms development, located near Weld County Road 22 and Weld County Road 49,Weld County,Colorado(see"Site Plan and Vicinity Map",Figure I). This study was conducted for the purpose of generating geotechnical due diligence information for preliminary planning, site evaluation, and development considerations. Factual data gathered during the field and laboratory work is summarized on Figures 2 through 14 and in Appendix A. Our opinions and • recommendations presented in this report are based on the data generated during this field exploration, associated laboratory testing, our experience with similar type projects, and our understanding of the proposed project. This report was not intended to provide design criteria for site development, foundation or pavement construction. Additional geotechnical studies will be required to develop these types of design criteria and construction recommendations. PROPOSED CONSTRUCTION It is our understanding that the subject site will be developed for residential housing, associated infrastructure, and associated commercial development. Specific details of construction and site • configuration are not known at this time. • SITE CONDITIONS The site occupies approximately 5,612 acres of land which generally surrounds the intersection of Weld County Road 22 and Weld County Road 49 (see Figure I ). Approximately 1,100 acres are irrigated. The remainder of the site is covered by rangeland grasses and cacti. Some trees are located near drainages or irrigation canals. The site regionally drains from south to north. Box Elder Creek flows through the west central portion of the site through the breached Mug Reservoir Number 3. The creek was dry at the time of our field work. The Neves Canal and Beebe Canal are located near the western boundaries. An unnamed ephemeral drainage bisects the eastern portion of the property. Several stock ponds are located along this drainage. Several residences and farm/ranch outbuildings are scattered across and around the site. • Topographically. the site is roughly divided along the eastern edge of the Box Elder Creek flood plain. To the west, the site is relatively level. Most of the irrigated land is contained within this region. To the east, the site is characterized by rolling hills. The eastern drainage divides ridges along Box Elder Creek and the eastern property line. Approximately 160 feet of relief was noted across the site on DSGS mapping. FIELD EXPLORATIONS Subsurface conditions were explored by drilling 62 test borings at the approximate locations indicated on Figure I. The borings were staked in the field by the Client_ A few of the borings were moved somewhat due to site access considerations. Test Boring 7 could not he accessed due to soft surface conditions. The borings were advanced using a 4-inch diameter, continuous flight auger powered by a truck-mounted drilling rig. At frequent intervals.samples or the subsurface materials • 2 • were taken using a Modified California sampler which was driven into the soil by dropping a 140- pound hammer through a free fall of 30 inches. The Modified California sampler is a 2.5-inch outside diameter by 2-inch inside diameter device. The number of blows required for the sampler to penetrate 12 inches gives an indication of the consistency or relative density of the soils encountered. Results of the penetration tests and location of sampling are presented on the "Logs of Exploratory Borings," Figures 2 through 12. In addition to sampling and logging each boring for material types, ground water measurements were made at the time of drilling and again eight (8) to 10 days after drilling. LABORATORY TESTING The samples were returned to our laboratory where they were visually classified by a geotechnical engineer. Testing was then assigned to specific samples to evaluate their engineering properties. • The laboratory tests performed included 58 settlement-swell tests to evaluate the effect of wetting and loading on the selected soils samples. The results of the settlement-swell tests are presented in Appendix A on Figures A-I through A-29. Forty-one(41)gradation analysis tests and Atterberg limits tests were conducted to evaluate grain size distribution and plasticity. These results are presented in Appendix A on Figures A-30 through A-50. In addition, representative samples were tested for unconfined compressive strength, water soluble sulfates, and soil corrosivity. The laboratory testing is summarized on Figures 2 through 12 and Table I in Appendix A. SUBSURFACE CONDITIONS Our test borings indicate the subsurface materials,in general,consist of approximately 16 to 30 feet of loose to dense, clean to silty or clayey sand,sandy to very sandy clay,and/or weathered bedrock • 3 • overlying claystone or sandstone bedrock. In 13 of 62 test borings, bedrock was encountered at depths oil6 to 30 feet. Ground water was measured at depths of six and one-half(6'h) to 27 feet at the time of drilling and at depths of seven (7) to 27 feet eight (8) to 10 days after drilling. Twenty-four(24) test borings caved at depths of one (1) to 27 feet. A more complete description of the subsurface materials and ground water is shown on Figures 2 through 12. Depth to bedrock and estimated depth to ground water are shown on Figures 13 and 14. Fill material, which is mostly clay, was found in one (I) test boring. It was of loose to compact, sandy, moist, mottled brown in color. It would be of low plasticity. One test was performed which exhibited a moderate (+2.1%)swell. Any fill found during development should he removed to the natural soils. • Sand was found in most of the test borings. This material ranged from loose to dense, slightly silty to very silty, clean to clayey, slightly moist to wet, brown and light brown, rust, and tan in color. It contained some clay and silt layers. The material was either non-plastic or of low plasticity. The samples tested exhibited no to moderate swell (-7.1 to +2.7%) when wetted under a 1,O00 psf surcharge load dependent upon the clay content. The material is generally assessed as possessing no to low expansion potential. Clay was found in 31 of the test borings and varied across the site with depth. The clay was generally medium stiff to very stiff, sandy to very sandy, slightly moist to very moist, calcareous, and brown in color. It contained silt and very fine to coarse sand layers. The material was of low to moderate plasticity. The samples tested exhibited consolidation to very high swell (-7.5% to • 4 • +59%) when wetted under a 1,000 psf surcharge load. The low density clays are considered to possess a low expansion potential. The higher density clays are considered to possess a moderate to high expansion potential. Weathered claystone was found in five (5) test borings. The material was stiff to very stiff, silty, moist, brown to olive to gray in color. It was visually of high plasticity and considered to possess a moderate to high expansion potential. Claystone was found in 12 test borings. This material was firm to very hard, silty, sandy, with sandstone lenses, and olive to rust brown in color. It was visually of high plasticity. The samples tested exhibited moderate to very high swell (+3.3% to +7.7%) when wetted under a 1 ,000 psf surcharge load. The claystone is considered to possess moderate to high expansion potential • Sandstone was found in two (2) test borings. It was very hard,poorly cemented, silty to very silty, moist. brown to rust brown in color. The material was either non-plastic or of low plasticity. It is considered to possess no to low expansion potential. DEVELOPMENT CONSIDERATIONS Ground Water The major geotechnical consideration to development at the site is the presence of relatively shallow ground water. As shown on Figure 14, relatively shallow (less than 15 feet deep) was found along the western border adjacent to the Beebe/Neres Canal alignment and through the eastern portion of the site along the ephemeral drainage- Relatively shallow ground water was not encountered in • 5 • borings closest to Box Elder Creek; however, ground water levels near the creek are expected to rise during the wetter portions of the year. Dealing with the ground water will require some planning. On the west, the most likely strategy would be to line or encase the canals in order to limit infiltration. The cessation of irrigation may also help, although most of the area is irrigated by sprinklers which do not allow as much infiltration as flood irrigation. The areas on the east likely will be more difficult to deal with. We generally recommend that ground water levels be three (3) to four (4) feel below structures (foundations, pavements, etc.). If the ground water is above this level, special designs may be necessary. These include extensive drainage systems, possibly limiting excavation, stabilization of soils and pavement drains or blankets in order to limit frost heave of roadways. Several types of area drainage systems may be possible(e.g., infiltration galleries, interceptor drains,subdivision • wide area drains, etc.); however, the feasibility of any area drainage system would he dependent upon finding a suitable gravity discharge for a permanent outfall. Active systems (pumping) may be feasible and necessary for temporary construction (e.g., well points to facilitate sewer line construction); however, we do not believe that active pumping will prove feasible for long term ground water relief. Additionally, removal of the shallow ground water may affect previous down gradient water rights. Based upon the size of the site, it may be more feasible to raise the grades in the area of the shallow ground water to allow construction to proceed without removal of the ground water beneath the site. Additionally, in some areas it may be feasible to limit below grade construction(e.g.,parcels with townhomeconstruction on post-tensioned slab foundations)in order to limit the amount of fill necessary while providing sufficient separation from the ground water. • 6 • Excavation and Site Grading Excavation and site grading will involve some challenges across the site. Excavation of the predominant sands across the site should he relatively easy for typical earthmoving equipment However, it may not be feasible to construct relatively steep excavation cuts due to the lack of fines in many of the sands. This will require that excavations (especially trenches) be laid back more than is typical in residential constructions or that shoring be used. In order to provide permanent cut slopes that are stable and erosion resistant, it may be necessary to construct flatter slopes [e.g., 3: 1 (horizontal:vertical) or flatter] than is typical. Fill slopes of 2:1 may be feasible as long as erosion control is completed relatively quickly after completion of the slope. Earthwork operations in the shallow ground water areas may encounter unstable soils under typical earthmoving equipment_ In some areas, it may become necessary to stabilize the soils prior to fill • placement. Erosion control will need to be a priority during and after construction. The sands encountered will be readily eroded by both water and wind action_ Temporary sedimentation basins will he necessary and may require cleaning during construction. Permanent erosion control and seeding should he planned to he constructed as soon as possible after completion of grading. Expansive Clays and Bedrock Relatively dense, dry expansive clays were found in isolated areas across the site. Additionally, claystone bedrock was found below depths of 16 feet in 13 of the borings (see Figure 12). The more expansive clays appear to be present in isolated layers near the ground surface. These • 7 • materials may he mitigated by overexcavation or moisture treatment either during site development or foundation construction. Where site grading brings claystone bedrock near to foundations, construction methods for expansive soils will need to be followed. SITE GRADING Grading of the sites should be able to he accomplished using typical earthmoving techniques common in this area. Some extra work will likely be required due to the cohesionless sands. This will likely include flatter than nonnal excavated slopes and extensive lay back or shoring of trenches. Excavation and fill slopes will need to be properly designed and constructed to alleviate erosion concerns. Areas of instability are expected where ground water is shallow. STRUCTURE CONSTRUCTION • Footing foundations will likely he appropriate for the majority of the site. These will include conventional footings for non-expansive soils and/or bedrock and minimum dead load footings or footing pads for low expansive clay or clay fills. Stabilization of yielding soils may be necessary in shallow ground water areas. Overexcavation or moisture treatment of expansive clays may be necessary where the bedrock is deep. Pier type foundations will be required on some sites where excavation brings the bedrock near to the surface. The piers will be drilled through the overburden and into the bedrock in most cases. Interior floors may be subject to heaving where placed upon expansive clays or claystone. We believe that where footing foundations are constructed, the risk of future slab heave will be low to • 8 • moderate. Where piers are required, the risk of significant heave will be moderate to high. Therefore, structural floors may be necessary where the structures are founded upon piers. Drain systems will likely be necessary for all structures with below grade spaces. Extensive drain systems will be necessary where ground water levels are within three (3) to four (4) feet of the foundations. PAVEMENTS The soil and bedrock found across the parcels range from good to poor for pavement support. For residential and residential collector streets where the sands are exposed, we would anticipate pavement thicknesses near to the Weld County minimums (five (5) to six (6) inches of asphalt). The natural clays will require thicker sections(six (6) to eight(8) inches of asphalt); however, their • low to moderate plasticities indicate that significant subgrade preparation should not be required. Areas where claystone is at or near pavement subgrade will require additional pavement thicknesses (seven (7) to nine (9) inches of asphalt) and will likely require additional subgrade preparation in the form of overexcavation and moisture treatment, overexcavation and replacement, chemical treatment of the subgrade materials with lime, fly ash, etc. or other methods to reduce potential swell and plasticity For arterial type streets, we would estimate that eight (8) to 10 inches of asphalt would he needed on the sands, 10 to 12 inches on the clays and I I to 13 inches on the claystone. • 9 • The sands encountered are susceptible to frost heave. Pavements which are constructed near to the existing ground water will need to be constructed to prevent frost heave. This may require pavement drains or blankets of open graded gravel beneath the roadways. FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATION This report has been prepared for the exclusive use of Gateway American Properties,LLC for the purpose of providing preliminary geotechnical criteria for the proposed project. The data gathered and the conclusions and recommendations presented herein are based upon the consideration of many factors including, but not limned to, the type of structures proposed, the configuration of the structures, the proposed usage of the site, the configuration of surrounding structures, the geologic setting,the materials encountered,and our understanding of the level of risk acceptable to the client. Therefore. the conclusions and recommendations contained in this report shall not be considered • valid for use by others unless accompanied by written authorization from A. G. Wassenaar, Inc. Additional geotechnical studies will be required once actual development plans and the details of construction have been established in order to provide recommendations for the design of the site improvements. Once site grading is complete, foundation and pavement recommendations for construction can be prepared. It is recommended that A.G. Wassenaar, Inc. he retained to provide these studies. It is also recommended that we be retained to provide a general review of the final design and specifications in order that the recommendations presented in our reports may he properly interpreted and implemented. Our firm should also be retained to provide geotechnical engineering and material testing services during construction at the parcels. The purpose of these services would be to observe the construction with respect to the geotechnical • 10 • design concepts, specifications or recommendations, and to facilitate design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. GEOTECHNICAL RISK The concept of risk is an important aspect of any geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must he tempered by engineering judgment and experience. Therefore, the solutions or recommendations presented in any geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as desired or intended. What the engineering recommendations presented in the preceding sections do constitute is our best estimate, based on the information generated • during this and previous evaluations and our experience in working with these conditions, of those measures that are necessary to help the development perform in a satisfactory manner. The Developer and Owner must understand this concept of risk, as it is they who must decide what is an acceptable level of risk for the proposed development on the site. LIMITATIONS The professional judgments expressed in this report meet the standard care of our profession at this time in this location. The test borings drilled for this study were spaced to obtain a reasonably accurate picture of underground conditions to develop preliminary geotechnical information for the site. Variations frequently occur from these conditions which are not indicated by the test borings. • • These variations are sometimes sufficient to necessitate modifications in the designs. Therefore, additional geotechnical studies will be required prior to construction. Our scope of services for this project did not include any research, testing, or assessment relative to past or present contamination of the site by any source. If such contamination were present, it is likely that the exploration and testing conducted for this report would not reveal its existence. If the Owner is concerned about the potential for such contamination, additional studies should be undertaken. We are available to discuss the scope of such studies with you. Our scope of services for this project did not include a local or global geological risk assessment. Therefore, issues such as mine subsidence, slope stability, active faults, etc. were not researched or addressed as part of this study. If the Owner is concerned about these issues, we are available • to discuss the scope of such studies upon your request. • I2 P F m—Z-'- P al • Le 8 - - 1 wo / ii— li— I bm nH —_—• — — • • • y v fl'p o o r. 0 gn G i>-46o 0 • • • • I IF ` R _ 6', q e I I 0 NTI k :1 • P• WCB 49 . m N v1 fl • Fol m Wi I I rip T iri) 7 t, -1. h m I I I I I I . — — --4, J a 0 I F 2-,±14- °n oz B� z a _. m / , i( _I Fg m n n 8 o 41r �_ ;Z e "C) TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO. 1 NO.2 NO.3 NO.4 NO.5 NO.6 ELEV.4803 ELEV.4824 ELEV.4827 ELEV.4823 ELEV.4842 ELEV.4858 • _a p_ — ::j5— 17/12 —12)12 —18/12 :f}�—10/12 --8/12 -10/12 - _ % MC-3 5 -#200-12 -#200-6• 5- - ' NP NP O D E - 18/12 -10/12 -12/12 jj 30/12 -10/12 -•-10/12 - E P - 10 WS<-50 MG-4 MC-3 i• .- , D0-110 '• MC-4 T PH-7,5 -#200-5 -#200-7 MC-6 ; -#200-5 10 - T N - CL-0.0002 NP rr} NP ; CON-1.7 !% NP :y:; - H - fl-7874 • .y. a� 'ti' !, N -- ! 0,10 !% — N F — 19/12 — --25/12 !% 0y� v• d 2 F E — 15 —6/12 -#200-9 •�. O 15- E T - rY- NP 9:-?. A'" - E : !% E T \. !% 010 -35/12 \• -20/12 --32/12 \\ % _ 0, 10 '•2 ,\ i% A; - --: ; 1/4 ;%; '. -25ki -17/12 %; i•j, 10 2s— :"%7 !%' —...--.:5:, 2i i% — - !7. ^ !% J %—23/12 — 30 - - 35 35- -40 40- • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 2 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.7 NO.B Na 9 NO. 10 NO.11 NO. 12 ELEV.4848 ELEV.4827 ELEV.4826 ELEV.4862 ELEV. 4884 • -0 NOT J_. 0- - ACCESSIBLE 6i • Lj i, _ .j. rj — —7/12 8/12 -j -14/12 •—14/12 - —8/12 — —5 MCA aj OD-172 "/" 10 -#200-2 !•/., MC-10 • 5— — 0 NP •''G, CON 1.1 — _ — 'r WS<-50 .9i. ./ — p1---6.9 .:-j 0 — CL-O.0004 r.j — R-11494 0 r.j • D E — — 8/12 -: 7/12 —8/12 — E P .— 10 .:• 18/72 10 NR , -Y MC-5 MG-3 70— P T 10/12 -#200-8 -#200-3 T H MC-3 NP 7[- NP — H • -#200-10 : 5. :-.7.';? _ I NP N — N — -.14:. —10/12 —14/12 F MC-17 0, 10 '::- F E 15— -#200-7 15— E E NP — E T _ • • 0 T _ 70 '/x'01( —6/12 //"��I 14/12 • —21/12 — —20 Vo NR !-. 20— • • _ — L 12/12 —14/12 — —25 10 • 6'"!" 25— — 0 — - D _ - - _ 9 ."j; 16/12 —30 / 30 — —35 35— 40 40 • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 3 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.13 NO. 14 NO.15 NO. 16 NO.17 NO. 18 ELEV.4851 ELEV.4857 ELEV.4841 ELEV.4865 ELEV.4899 ELEV. 4880 • COV -0 0/ 0 - 'NI; - !"%: %; C•;.• .• -- :f":5--12/12 15/12 -8/12 i 1-20/12 J-23/12 j 20/12 - -5 MC-4 • !•%; MC-3 i,• DD-112 #200-10 !•%; -#200-8 /.y. MC-10 5 - NP !'<: •.= NP !%- CON-0.5 - D D E - :-11/12 14/12 -11/12 r!+-15/12 -7/12 �/' 10/12 - p - 10 MC-3 -• r/ DD-109 // DD-105 E T -#200-5 - •:.:,:„, MG-16 • '// tp, P // MC-21 T H - NP ry; CON-0.8 1:--J // CON-0.4 - H :{:: %; // %• / 1 • // N F - 50/11 -16/12 �!:-10/12 // -10/12 - E - 15 MC-3 �/; UC-18.8k 10 // MC-25 _ F E - • -#200-6 ..%; // -#200-9415 E T NP 12%; rr LL-36 - E - 0 "NC; r/ \ P1-21 T �'%; r/ -14/12 \ - r.%: r/ DD-102 \ / !. \ / 12/12 ry;:-::- .1im MC-23 - 20 / DD-106 10 !"/„ // SW-0.4 MC-22 • (� r/ WS<-2.00(,x\ 20- • - 0 / SW-0.0 \ // PH-7.8 / r/ R-803 0008 - •+�-� r 32/12/ .....:2;_ .a //>- 50/9 - -25 . .� 8 fie 25- - }7 • - -30 • 30 - -35 35- -40 40- • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 4 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.19 NO.20 NO.21 NO.22 NO.23 NO. 24 ELEV.4855 ELEV.4855 ELEV.4845 ELEV.4846 ELEV.4874 ELEV. 4876 • COV -0 - // Lj: - �/ • ay: // • rj: 47' j) - ::;-[r-11/12 "-6/12 --11/12 ,..-A-11/12 :-11/12 -23/12 - MC-3 • )• -5 • -#200-6 +. #200-11 5- - NP 22. '..; NP 0,8 +.ji +•.. /: D • • ''i.: D E - 19/12 -10/12 -13/12 ;. =- 18/12 •-19/12 -71/12 - E P _ 10 MG3 DD-120 +,•j: DD-119 MC-5 WS-<50 10- P T -#200-0 ':2- MC-10 !•j. MC-7 -#200-14 pH-6.6 T H - NP � CON-0.7 S-i; CON-04 : NP CL-0.0001 - -%-i +.y, R-70416 H !%Y ry. - N - !%i i-j: !%•.!%•. :i: - N F - 20/12 -6/12 C.C ! .'-c;:•....-10/12 - 13/12 -15/12 - E - 15 !%� iji ,j' D0.102 F E 4. <7.•J ryi I� MC-23 t5 - E ..:, a.. •:•;.t., %. • `.- cc-_47/12 C'%; • -8• - 20 !%i ry, l� 20 .%•i pH-8.4 +.� % 8-v/, CL-0.0004 .....2...., ,� /, /, R-5952 9i; �// // -16112 '- X16/12 26/12 //-20/12 - -25 -- '-: "%• // OD-109 _ MC-18 25 - SW-0.0 - -14/12 - -30 30 - -35 35- -40 40- • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 5 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.25 Na 26 NO.27 NO.28 NO.29 NO. 30 ELEV.4859 ELEV.4853 ELEV.4907 ELEV.4909 ELEV.4901 ELEV. 4856 • -0 ...„ ._. .. . ::::: .. ... __ .• :::: :.:: . . ::::: 0- .. .. 10 ......•• • : . . .. .. ::::: ::::, ....,..„ ... . . ••••• . .... . . .••• . . . ,....• . .. .. . . •• . _ . . ..... . .. .. ./...... .... ....• .... .• • ..... ..... ,.._ •:....,_20/12.•..• -10/12 -23/12 -. r10/12 -22/12 �j--16/12 - -5 MC-4 : DD-102 // DD-92 -18/12 -#200-13 MC4 // MC-19 5- MC-5 NP SW-1.6 (75, SW-32 - - -#200-9 NP • - D - :7- 0.10 : \\\ - - E - - CT 6/12 -10/12 ; Q-8/12 .-13/12 -21/12 D P - 10 ;: • DD-98 _ .\.' DD-104 MC-4 MC-3 _ T �,�, MC-24 MC-10 -#200-12 -#200-fi 10 T H - v., CON-0.3 SW-0.8 NP : NP �S y; H N -" \• ,/• // /, -// N - V�5/12 -15/12 '/• :•a-8/12 // F - 15 S. DD-93 DD-101 ,' //:: • F E '\: MC-27 MC-7 ,/• -11!12 �/ 15 - E r'• i H. CON-4.7 CON-1.7 '/ DD-95 // - E T •/% N.C •/ MC-21 / /.. ;.�. 1/, CON-1.1 ::2 // / �. /, - WS-<1.00(.44 // r /. // '!% NR12 // '7, CL-0.0003 :: ;/-11/12 - 20 �•y // , / DD-108 _ / R-446 // '/ �/ MC-21 20 // // ' // - // // // '/ / - // 71 18/12 - 28/12 '/, -25/12 /i // // -Y5 // '/ y 8 // 7/ 25-•// /// i� ,� 7, // // 7 // // - /,-11/12 V-13/12 //-11/12 - -30 // /�// // 30 - 35 35- -40 40- • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 6 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.31 NO.32 NO.33 NO.34 NO.35 NO. 36 ELEV.4850 ELEV.4853 ELEV.4921 ELEV.4880 ELEV.4858 ELEV. 4859 • _0 0- / 9 \♦ 22/12 18/12 -11/12 :^:r-8/12 11/12• �� 5/12 - -5 DD-100 DD-101 MC-2 DO-103 00.107 OD-116 _ MG-S MC-3 -#200-8 MC-4 : MC-5 MC-9 5 - CON-2.7 CON-7J NP CON-2.5 CON-1.7 CON-0.7 - 7 0 �� 0 / - E - 11/12 - 16/12 -10/12 �ja-12/12 6/12 --- - 11/12 - E P - 10 MC-3 r/ DD-114 T • -#200-26 // MC-11 10- P H - NP F.*: CON-1.9 - H _ I / rK.INI ��S - I N - / '1 1 ry. - N - / 9/12 1 r%' :-29/12 -24/12 F / WS-<50 1 I f•.:•:.,- 15 DD-121 F E / PR-8.0 ;1 11 i- MC-8 75-- E E — / CL-0.022 ,I7t SW-0.8 — E T / R-1414 �I p1 . . - / / 1'I / 7/12 — 13/12 ; 9/12 —20 / �1:1 :� : 9 DD-100 20— 0,8 / 1, MC-2a CON-0.1 U 1; • b �1 �r 34112 1� -+-� _ 16/12 \Vl �' —25O 0.8 1� 25- 11 9 - :Q; 1'1 _ bp — I'1 tea: — - ' -16/12 - - 30 30 - -35 35- -40 40- • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 7 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.37 NO.38 NO.39 NO.40 NO.41 NO. 42 ELEV.4914 ELEV.4940 ELEV.4935 ELEV.4867 ELEV.4871 ELEV. 4871 • COV -0 v.> 0- / L2 - .4 30/12 11/12 -8/12 •• 6/12 25/12 •>-7/12 - -5 %•" DO.106 :Z., DD-94 MC-5 :•>•,. DD-85 MG-3 %; S. MC-24 -#200-24 >1.1.,*. MC-28 5- CON-2.9 '/i CON-0.a LL-26 \ CON-0.9 %•' •••••4•,. `41:, PI-9 • -#200-88 _ - 0 ID E - ,• 26/12 j 12/12 ,j� 12/12 13/12 9/12 - E P - 70 % MC-4 '.% '/, 17/12 MC-20 MC-2 '-\. DD-95 T /••' -#200-39 'Y / i ' , DD-112 � -#200-7 -#200-12 ' " MC-18 10- T H - :•': NP .�i '/. MC-12 NP NP SW-0.0 — T '%; / H N — j: Z; ./— N /.. 18/12 /i '/. 29/12 F :%y 1/, E — 15 %•• -' '/, WS-<50 - F E — %.. ••••.7.., '/, • PH-7.9 15 — E 7/ :Z., '/, CL-0.0061 • — E T _ % : y �/ /; ! R-860 T '•!ice 28/12 ``45/12 14/12 —27/12 7. /� OD-112 MD-112 20- -20 %•' %• � • — /. •yi MC-16 — %•" %j SW-0.0 SW-7.7 '> —25 ,A 10 28/12 50/11 /� // 25 / \ 8 // - // _ df--50/6 Ss 50/12 // 13/12 - - 30 // 30 - -35 35— — —40 40- • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 8 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.43 NO.44 NO.45 NO.46 NO.47 NO.48 ELEV.4863 ELEV.4865 ELEV.4856 ELEV.4917 ELEV_4928 ELEV.4906 S coy -0 // 0- - // /, _ // —•- "-9/12 -j-24/12 10/12 .: r 20/12 ••-20/12 -13/12 - -5 /, DD-113 MC-2 MC-2 /, MC-14 -#200-19 -#200-2 5 - • - � SW-8.9 NP NP - D 0 E - -9/12 -25/12 15/12 '--35/12• -15/12 -15/12 - E P - 10 : MC-2 WS-<50 P T _ -#200-51 pH-6.2 10- T H - NP -CL-00002 T - R-3134 H N - I N - --8/12 11/12 -32/12 -13/12 F • • F E - 15 • :1:;; =-Y- 15- E -:`,7i T • //^ ,/ _ E '/, // T 0.8 .1/ - / ,/: - .4C -18/12 '/, '/,-16/12 - -20 /UC-25.7k i• '/, ' 00-108 • ii '/ 20- MC43 /j' CON-0.4 - 4� // -- 0 'i• '/ - ii // -18/12 . 6/12 \`37/12 // • -28/12 - -P5 Q . \ '/ 4 "./ 25- 8 // / / ` //L 33/12 - 30 '/ 30 - - - 1 - 35 35 - - 40 40- • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 9 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.49 NO.50 NO.51 NO.52 NO.53 NO. 54 ELEV.4869 ELEV.4883 ELEV.4916 ELEV.4945 ELEV.4879 ELEV. 4882 • — 0 n- // :\•: <%; (-2; /, .).` :y• r"%i — // \.\ C7,; r.%, j� — // 'YC . - (-2.,,, C.;. •// •.%y (•2.... — — ./„,-12/12 ,\ 8/12 r/ 12/12 r,%;—14/12 —12/12 ♦♦ 11/12 — —5 // S C%.• DD-99 ,.% % OD-114 // s/.^ MC-4 ¢%i i:2:: MC-15 5— — .,4 9 S S !%y iy1 — D -%y Si:, c/., r,%� O E — -?2 17/12 N. 7/12 r/ 22/12 32/12 7/12 --r,%i E P — 10 0'9 NR \ OD-97 '/l MC-8 i,%i OD-116 MC-3 _ • P T ,..•. MC-18 '/, -A'200-77 ryi MC-10 -#200-3 10 T H - ;"i CON-0.4 '/, LL-33 !-C SW-2.7 NP - _ /r '/, PI-20 r'%; H I .�., '/, WS-<2,000 �j, - N - •/r '/ pH-8.1 r•7 - N 6/12 NR ,// '/„CL-0.0073 .2.%i -13/12 - F /, '/, R-371 {-%i F E - 15 '/, '/, -22/12 2:. 15 - E E ./,.. ,/ DD-106 per - E T 0 •/ '/ MC-17 p' T '- SW-2.0 / - '/r-8/12 % 50p 26/12 - / DD-99 DD-116 MC-10 _ -20 /� MC-24 MC-11 -#200-2820 - '/� CON-0.7 SW-3.3 : NP - /r / 0 _ - "`- '// 50/60 -•" .,.. :-15/12 - -25 /, �� 25- • 7, /l r/ - •/r 12/12 50/3 35/12 - -30 / 30 - -35 35 - -40 40 - • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 10 TEST TEST TEST TEST TEST TEST BORING BORING BORING BORING BORING BORING NO.55 NO.56 NO.57 NO.58 NO.59 NO. 60 ELEV. 4872 ELEV.4869 ELEV.4959 ELEV.4943 ELEV.4899 ELEV. 4887 • -0 0— 77.7 / T / /y. / ,2—. / e.../.7. / i"�. / ii. —25/12 —15/12 —11/12 •• ":;"-20/12 33/12 i�}- 11/12 — DD-98 • OO-94 DD-107 5 / /.,- DO-94 _ MC-11 , MC-5 / MC-7 /.j. MC-5 5 - SW-0.3 CON-5.1 / CON-a5 Vii- CON-53 - / /.,, / /j. / Cc- D / -; - 6/12 -16/12 • •-13/12 / !'�� E - :[:�12112 / 9/12 /,• 12/12 - E P - 10 • MC-5• / DD-98 DD-109 _ T -#200-7 / MC-6 MC-17 10 P H NP T / CON-7.5 CON-0.4 R _ / 1 / 17/12 I N - '/, / DD-101 - N 10/12 >: '/-13/12 / MC-19 _ F E _ DO-103 :i:' �/ DD-113 / SW-0.5 F E ` 15 MC-23 :•` ,�' MC-12 / -#200-76 [ 15- E CON-03 '/, SW-0.0 / NP - E T '/, / WS-<50 T 8 1/ / pH-7.8 '/, / CL-0.0009 :;:: • '/• / R-1237 9 _ - -6/12 -18/12 '/, / 5/12 - p '/, / 6 • - '••' '/, / 20- 0_9 '/, / '/' '7, / ,/, '/ / - - '51, '/, / - /. /, / 10/12 '/, '//-22/12 / 11/12 - - 25 /, '/ / /, 7-j• 25- - ''� // // // - • -18/12 // //-14/12 30 // 30 - - 35 35 - -40 40-' • SEE FIGURE 12 FOR LEGEND AND NOTES TO EXPLORATORY BORINGS EXPLORATORY BORING LOG FIGURE 11 Z. 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'^. z f n m a � 3Z�00' wooa� w m � i� z LL o 0 00 0 ry "" y zO2,5w w i H g g i - 0 a k"'w .. wow<4w <<< :4"':'" 0 jw i c 1 1 " " " " "4, 0 u 1 u 0 9 N 48O _ g688811.1 2 U° .1g8,1'6 z 0 o 11 6 " $1 2 i i i 222229292 z i $ o � g a o o < < a < as o0 0 ww - �,. ,T mo,La3,,= d off - I . I f I I 1 1 - 1 1 1 1 I 1 1 1 ! 1 1 1 I I I r I I l I 1 i I i l I I I I _ _ z .. m E I wmo2 Pl' CI, -E$= "000 c600 I n ' tae op. im8mbn% 4 3640 EU -E"3 V¢ n s=et oy qi o & in A I ] , V I I I ' I I I I I I I I I I 1 I I I I 1 l I ! I I I ' I : ' JillI own�x -z �ww. zm z _i ze • UI 8 � 0 z mU @ ri f m1 1 Lm m m• m2 1 I I 1 I • • I- •g • • J all I m m® er HOM If an / 1 • I Z S I w m m -_I i4 m m Y • ti • ii; m® II-? m hi A V \ 1 k )_ \* ` ; / -- - - CC 1 / I j • 1 \ ; $! ~ $ . / ? s ) ! M . — . - ! ( � p i ( � pr - � — - | ; S \ ( . _ . � � _ &. . � 9 I b - - ® �` .No SS IA' • -I. - \ - J 0 pii a " � /fit tOM . . f S ) (�§ \) I \/ » Nai /§ — . . - - ; ; \ ;• . 9 • d • — _ • ---- , \ 2 / /\ , [� °2 s ` g� � : I ! 4, -----...E-Z-- Z= • APPENDIX A LABORATORY TESTING SUMMARY OF LABORATORY TESTING TABLE A-I SWELL/SETTLEMENT TEST RESULTS FIGURES A-I THROUGH A-29 GRADATION ANALYSIS TEST RESULTS FIGURES A-30 THROUGH A-50 • • Gateway American Properties.LLC Harkis Farms Project Number 80835 C y _ C _ _ L J , V: N N * ! N .u,' ,. Z O O t' 0 0 J : O U O C D . p W Q o O = '^ b y E O O 0 N - V V Q () IY W 2 Z OW ? m -a LU o — 0 w J ' in = v': a` W G r I- 7 07 W r - G. a d a Cka a. a_ a a. a. a. CL o ,r, 7d. - Z Z Z ZZZZ ZZZZZ Z t J ? - N J --) Z Z Z Z Z Z Z Z Z Z Z Z Z 00 C/D C\I H o N ` .r. r C rr, .n N n ao .r. �: O on a A. o . Q I t i11.1 • GO Luc O E¢-• X ± n - o w Li.. N j I Q T ✓. O U Q en _ r Q J o r1 Z P. n -t -1 -a — Q M r vi r-, T 7 ry .7 Tr ,3 m ^ - _- N 0 C` V ry ll h , H N h v. N Y. n T N r c v T T T >, T >, T T >. T u i, T T T T T ? n 7U UI tb Cob . • 04 bb cb c_U Ob T CO 00 d) .)0 d) Ob '-' O J c G C c C C C c eC c c c C c U ,� U Cy rd r„ v j cf.: v) V) to ✓) v) v) v) Cl) 0 Cl) Cl) Cl) al Cl) v) c -- 10"1° v) CT fi 7 : .<- 't o'' R 7 o, C u\ 7 O' <T .s -r 5 v a — C v C C F.4, O• J r.5'IlkN N N Z . O ? O C O Q O O O J . O a O O O U1 < Z i ec O - = O O - _ o- N V V J O 1n N v Q ' U : r w Z > - � N IU ! w O cl z W p - ,n o F 0 . w 0 . Lo x 20 Q so ELI O. r m '0 . N . w y- '• _ a. _ O — 1L Z N Z z z Z Z Z Z • j Cl) _ - Q v, a = ._.1 > `. > > > > > > Iu) E_( J Z M Z Z Z Z Z Z LI . 03 N i'... r••, 1.,.., O v • No x � .o a •,-f - -- a.) 0 _� g ^ nW • N C • _ Q N. fn . -. vt 'Kr r � r O T, r r- Z , q > - • C O c O o O - O O 7 - - - I I P I ZG K v: - r Q . C j - Z - r \ r. N N N M r Vl N CA (VCAr WO1 7 I I E. O — — — — (n N I'I 1/1 O N o o N c o COr c Q a _ Z Z O v 7, L. ), — N N h T ':n 0, . N ,n T N ), :n O 0 ^ __,.. ,J; 7. 7= .E° = ''' ' — ='.. (...)F" be) C DI) W V Ul -O NJ NJ n 711 O11 p DU N 7p .-• - _ pll — c C c c c T co c CJ r C a co v r r. E cco - co VJ (� V7 vJ V) 3 V) Cn [/'1 V; v 7 7 v\ 't 7 O\ O, CN ON V R O• N G•• rt V Q U U 0. ?„ 5._, 0 r x Cr, O - (N r-1 7 v-, '0 r r. 8 Z - - ry N N N N N CI N zG / N 01 .. \ . QJ - \ \ / j 2 � o a (I) < A ' - • fr / . / - / z » 7 E -J ' u ' m\ V- v /• z . .. 2 .- > «2 = , z z _ j 0 3 > J \ H / f 0 u ,, .. . . = s _ co C , t & . / .. , ,. _, iii w - - O- 0- 0- • ( . = z z z z \ z q e E - ..I / . . F. '74 F. 2u > > > > F.--' Cr z z z z \ 03 CA o & . . - , . \ % S - © a = r (1.) 2 \ a } = ` ( 2 � 7 k • \ - , . 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N 00 N 00 N 'Cr O N r,} N 00 00 7 er Q , Cl 1- V c oo J = rn O C O a, v I w - c - - 3 Z O Q ' a s T T. >1 T T T. g. u _r -f, — r" �T, n 7'. J v n r - t_.. -or., T a J DIl '� blJ l Dfl N Gfl �' `� ) O 0 77: --:: ,Th - U r, m = h05 - = o Lo v) v) in v> rn vl o .J ,JJ - - O 00 .'' O - N r`) V 4.-1 .0 r- O0 C' Cl p` Z r1 M v 7 '7 7 .it V' 7 V VI 2 v • v O , DU J CSI to • N N Z O r- c a Q W o O j Q u o 0 0 D p Z Cr O = S J U v, V c V V Q L w Z > r tr.-1 o w - _ ct w I ❑ 6 o - O ' _ _ al x — a CG : w — x r r- N ti) pLo. E- j s o a a a a a r+ x, n - Z Z Z Z 7_ > W Z ', _1 N > > > > > J Z Z Z Z Z CO N H _o P O aH r.� rev r r r V r O O 0 on ac C N Q 0 • m N a C C0Lr, - w • N PI ▪ — v., O r rte, rn en — O v7 rr rr, rn ct v1 ' Q }� 2 L N c•, N rr N O O rn O N r- O tri O G z co 'f o QO - ti _ U) In rr, I r 1 r �7JJ Q : n _ J 7) • .::-/' b ,C .O Y rn c•-, r OC v O, 7 Q 1 ' T T >. T i rJ - T '�_ T 0 _ G . .. 'r .- .- _ >. T r r �' T C v J V 7_ -�_ v v, v> -a c V U in n i, r_ U T r r + rn 7 `t c7, v, v a 7 7 a V 7 t c, 't d C ..r c Cu LI -. O — N r'l VI S.0 r 30 O, C .-_ J •r P Z Vl v, v', v, N '1 vl h rn ,:-,- CO a o C CO \\Z• cc _J• • 0 ) \ \ � \ � � \ \ E , ; . / I 1.6 \ z 0 b 1 - \ H ` � � Z / , 02 cg � W cd / - Q. \ 3 o -- - } in \ ~ ' 5 6 CQ \ \ -- : H -Z / / : 21 % II . ) : < 7 < . : _ _ : z > z \ , K : 2 - - , , _ , , < , 5 4 ® ; : 2 , - , - / / , / 2 - - § N. ? TiIgi E. 2--- o- -4- , e = _ © 0 ‘W A. G. WASSECNAAR, INC. GEOTECHNICAL CONSULTANTS 5 - r r • 4 - _ - 3 SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 . ,/ J J w 1 i W 0 ` 11 f Co 2 , I _i__ WATER ADDED 3 - { 4 5 1 i 1 100 1,000 APPUED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT. 110 PCF LOCATION TEST BORING NO.4 @ DEPTH OF 9.0' MOISTURE CONTENT 6 % • 5 1 1 4 _ f 3 1 - SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 [J w 1 - 0 z w w k1 w 2 WATER ADDED 3 , • 4 , - - - 5 - 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 . SAMPLE DESCRIPTION SAND,SILTY TO CLAYEY DRY UNIT WT. 112 PCF LOCATION TEST BORING NO. 10 @ DEPTH OF 4.0 MOISTURE CONTENT 10 q, SETTLEMENT - SWELL TEST RESULTS FIGURE A-1 IIV A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS 5 I • 4 f 3 I NO CHANGE UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 1 f cn o Z w Lu Li 1 2 _ / H WATER ADDED 3 _- I 4 - — 5 - l I _ l 1 100 1,000 APPLIED PRESSURE-PSF 10.000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 106 PCF LOCATION TEST BORING NO. 14 @ DEPTH OF 19.0' MOISTURE CONTENT 22 % • 5 1 - '' 4 - - - 3 I / SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 I _IL W N 1 } a 0 r • 10 / 1 I w 1 v I rn • 2 / WATER ADDED 3 I . _ 4 I , 5 - 1 _ 1 _ I - 100 1,000 APPLIED PRESSURE-PSF 10,000 100,Q00 • SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT. 109 PCF LOCATION TEST BORING NO. 16!emu DEPTH OF 9.0 MOISTURE CONTENT 16 �/ SETTLEMENT - SWELL TEST RESULTS FIGURE A-2 NIV A. G' ...., INC. GEOTECHNICAL CONSULTANTS 5 _ - - _ i I 1 i 4 h 3 __ I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 J J W co I Z 0 I . , - w ID ID H 2 J WATER ADDED / 3 I I 4 I , 5 _I i + 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 102 PCF LOCATION TEST BORING NO.17 @ DEPTH OF 19.0 MOISTURE CONTENT 23 % 5 i 4 i I I 3 r - I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - J J l I 1 _ -•.. . I _ 1 0 f- 0 T._ , w I 7 I - i ! I E c I 2 - WATER ADDED 3 _ ' - - 4 — i 5 1 - 100 1,000 APPUED PRESSURE-PSF 10,000 • SAMPLE DESCRIPTION_SAND,SLIGHTLY CLAYEY DRY UNIT WT. 112 PCF LOCATION TEST BORING NO.18 @ DEPTH OF 4.0' MOISTURE CONTENT 10 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-3 ,IV A. G. WASSENAA GEOTECNNICAL CONSULTANTSR, INC. 5 - _ - - • 4 1 3 Y - SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - J -J w N 1 ,- — f i - e z o 1 W 1 2 1ku I co 2 WATER ADDED 3 4 I - 5 _ . - - 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY,SILTY DRY UNIT WT. 105 PCF LOCATION TEST BORING NO. 18 @ DEPTH OF 9.0' MOISTURE CONTENT 21 % • 5 T I 4 + 1 3 - I I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 _I 11 -1 i W N 1 i' 1- fl i i 1 Z I` 2 w 1 CO 2 7 0 WATER ADDED 3 4 I I 5 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT. 120 PCF LOCATION TEST BORING NO.21 @ DEPTH OF 9.0' MOISTURE CONTENT 10 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-4 NIV A. G. WASSENAAR, INC. GEOTECHMCAL CONSULTANTS 5 1 • 4 ---- ,• SETTLEMENT UNDER CONSTANT 2 -ii PRESSURE BECAUSE OF WETTING 1 1111 0 ffr Z - 1 N 2 uiiiiiiI .. , IIIII�i��I 11111 3 WATER ADDED �'11 111111 I 1111 4 { 5 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT. 119 PCF LOCATION TEST BORING NO.22 @ DEPTH OF 9.0' MOISTURE CONTENT 7 % O 5 I iI 4 _T r 3 _ .I SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - J i W ae I Z 0 w M U, 2 - I1 WATER ADDED 3 1 4 i k I 5 - - - I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION WEATHERED CLAYSTONE DRY UNIT WT. 107 PCF LOCATION TEST BORING NO.23 @ DEPTH OF 14.0' MOISTURE CONTENT 23 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-5 ‘11k A. G. WASSENAAR, INC. GEOTECHNtCAa_CONSULTANTS 1 I • 4 - - - + 3 - - - - SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - J I S1J 1 _ e 0 Z W M lil g 1 lL CO WATER ADDED 3 4 II - - 5 1 I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 109 PCF LOCATION TEST BORING NO.24 @ DEPTH OF 24.0' MOISTURE CONTENT 18 % • 5 3 - SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING J 2 I 1 / _ - cn o w m L / -- 2 WATER ADDED 3 ,5 1 - 1 - - f 100 1,000 APPUED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,SLIGHTLY CLAYEY DRY UNIT WT 98 PCF LOCATION TEST BORING NO.26(a7 DEPTH OF 9.d MOISTURE CONTENT 24 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-6 �� A. G. WASSENAAR, INC. GEOTECHMCALC0NSULTANTS 5 1 • 4 1 3 , I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 i J J w fA 1 V ll w w -- w /./ly 2 --- ; , WATER ADDED 3 - 4 • 5 0 I I 100 1,000 APPLIED PRESSURE-PSF 10.000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 93 PCF LOCATION TEST BORING NO.26(o?DEPTH OF 14.0' MOISTURE CONTENT 27 % • 5 _ I 4 -- 3 I , _ 1 , l SETTLEMENT UNDER CONSTANT / PRESSURE BECAUSE OF WETTING 2 — , J I J w t 1 -- - e e 0 - { z w 1 Ill El U 2 _ _ . . - - - WATER ADDED 3 , , 4 �T i 5 I - 1 100 1,000 APPUED PRESSURE-PSF 10.000 100,000 0 SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT 101 PCF LOCATION TEST BORING NO.27 @ DEPTH OF 14-0' MOISTURE CONTENT 7 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-7 111\ A. G. WASSENAARs, INC. GEOTECHNNCAL CONSULTANTS S • 4 3 - - I -- N SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING J 2 w cn 1 o I 0 , L _ I z W W 1 Nn 2 • . 1 WATER ADDED III 3 4 5 - - - 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT. 102 PCF • LOCATION TEST BORING NO.28 @ DEPTH OF 4.0' MOISTURE CONTENT 4 % 5 4 3 111111 111111 1 __11 SETTLEMENT U PRESSURE BECAUSE OF WETTING 2 3 1 I1 1- 0Lai ��111111�/%1111 1 1111 ��iiC'I! ■ 111111 1 1111 2 ��111 Ic ��IIIIIIN 11111 WATER ADDED 3 11111 1111 11 . 11111 4 X1111111 X11 I 11111 111 5 ` 111111 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT 104 PCF LOCATION TEST BORING NO.28 Cal DEPTH OF 9.0 MOISTURE CONTENT 1O % SETTLEMENT - SWELL TEST RESULTS FIGURE A-8 ‘Ik A. G. WASSENMR, INC. GEOTECHNICAL CONSULTANTS 5 • 4 3 SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 -J 1 ■ __ Illii�■�/�IIII p �_■ 111 ■�IIIIII■�■�IIIIII W rr��,.11ll 11I1IIIIIlIIIlIIO- _ 2 • N111111 _ IIIIIIH■■111 II WATER ADDED 3 `11111 I1II1II�■,ll 4 ` 111111 ■�111111■■■�11 II 5 1 it I 1 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION WEATHERED CLAYSTONE DRY UNIT WT. 95 PCF • LOCATION TEST BORING NO.28 @ DEPTH OF 19.0' MOISTURE CONTENT 21 % s 4 �.. 3 SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - -J 1 X11111 ��111111■■■ 1 IL p ��11111�■\IIIIII■�■ _ 1111 1 r■'i'��!! �111111■�■� IIIII 2 ■ 1.1�i� �1111111■� tl 11111 WATER ADDED I I 3 1 A I 1 5 1 100 1,000 APPLIED PRESSURE-PSF 10,000 100,0Q0 • SAMPLE DESCRIPTION CLAY,SILTY DRY UNIT WT. 92 PCF LOCATION TEST BORING NO.30 @ DEPTH OF 4.0' MOISTURE CONTENT 19 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-9 'V\ A. G. WANAAR1 INC, GE0TECHNICAI SSE CONSULTANTS 5 - • 4 _ . . _ 3 NO CHANGE UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 -- J J W in 1 aR F 0 Z UI f w k 1 .. W 2 - WATER ADDED II 3 I ` 4 II 5I - I I I II 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 108 PCF . LOCATION TEST BORING NO.30 @ DEPTH OF 19.0' MOISTURE CONTENT 21 % 5 , I 4 3 1 / SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING J Z 0 W 2 W 1 g4 2 ADDED WATER 3 I _ . 4 - 5 - -- 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY DRY UNIT WT. 100 PCF LOCATION TEST BORING NO.31 @ DEPTH OF 4.0' MOISTURE CONTENT S % SETTLEMENT - SWELL TEST RESULTS FIGURE A-10 liklk A. G. WASSENAAR, INC. GEOTECHNYCAL CONSULTADRS 2 , • 1 • 0 _ _ . I _ SETTLEMENT UNDER CONSTANT .----------'-.7 PRESSURE BECAUSE OF WETTING 1 J W 0 2 r i1 Z 3 Z W M W I E J 4 1 - W U 5 WATER ADDED 6 7 _- 1 I • 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,VERY SILTY DRY UNIT WT. 1O1 PCF . LOCATION TEST BORING NO.32 @ DEPTH OF 4.0' MOISTURE CONTENT 3 % 5 I 4 _ - . _ _ F . 3 , 1 SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 ' J J W 1 U, } e I W 0 - I __ U y: // W 1 2 WATER ADDED 1 • 3 . 4 - 1 - - 5 I 100 1,000 APPUED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY DRY UNIT WT. 103 PCF LOCATION TEST BORING NO.34 @ DEPTH OF 4.0' MOISTURE CONTENT 4 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-11 10kA. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS 5 I - • 4 3 .. L _ SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 --- ------. I , J co 1 t 1 _, e z f W w w co 2 WATER ADDED 3 • I , 4 . 1 — . 5 i _ ► 1 I 100 1,000 APPLIED PRESSURE•PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SILTY DRY UNIT WT. 114 PCF LOCATION TEST BORING NO.34 @ DEPTH OF 9.0' MOISTURE CONTENT 11 % 0 5 4 - - 3 , SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 I W 1 co ,_ o V W Ul W W 2 WATER ADDED 3 4 . 5 — - 1 , 100 1,000 APPUED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION CLAY,VERY SANDY DRY UNIT WT. 121 PCF LOCATION TEST BORING NO.34 @ DEPTH OF 14.0 MOISTURE CONTENT 8 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-12 WI\ A. G. WASSENAAR, INC. GE0TECHNICALC0NSULTANTS 5 I 0 4 3 - . . 1 f--SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 Z 0 W M W 1 W i co 2 _ l i - WATER ADDED / i 3 4 1 -, 5 I i _I I I I I 100 1,000 APPLIED PRESSURE-PSF 10.000 100,000 SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT. 107 PCF LOCATION TEST BORING NO.35 aV DEPTH OF 4.0' MOISTURE CONTENT 5 % • 5 4 s 3 • . . 1 / SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 I. -li ccnn 1 F i w 0 i i M I{ w 1 I w -. - 0) 2 . WATER ADDED 3 4 - _ 5 - _ . , I 100 1,000 APPUED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION CLAY,VERY SANDY DRY UNIT WT. 100 PCF LOCATION TEST BORING NO.35 @ DEPTH OF 19.0' MOISTURE CONTENT 24 yr, SETTLEMENT- SWELL TEST RESULTS FIGURE A-13 11016\ A. G. WASSENAAR, INC. GEOTECHNtCAL CONSULTANTS 5 • 4 t 3 SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 _ . I w e. z 0 ' _ ' I w w 1 2 En WATER ADDED 3 , . 4 - --. I - I 5 , - I- - 100 1,000 APPUED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,SUGHLTY SILTY DRY UNIT WT. 116 PCF • LOCATION TEST BORING NO.36 @ DEPTH OF 4.0' MOISTURE CONTENT 9 % 5 4 - 1 3 __ _ _ II SETTLEMENT UNDER CONSTANT 2 / PRESSURE BECAUSE OF WETTING 1[ -J _J El 1 "_. r r , , a , z w w 1 14.1 I c 2 - WATER ADDED f 3 1 - - • 5 - . _ 1 _ 100 1,000 APPUED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,SLIGHTLY CLAYEY DRY UNIT WT. 106 PCF LOCATION TEST BORING NO.39 @ DEPTH OF 4.0 MOISTURE CONTENT 3 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-14 A. G. WASSENAAR, INC. GEOTECHNtCALCONSULTANTS 5 , .� T T • 4 t 3 - _ NO CHANGE UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 r w I Cl) 1 O'Z' II I- 0 - z .. w w Lit / I cn 2 f WATER ADDED 3 f 4 - - - . - f ' 5 L I I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,SLIGHTLY CLAYEY DRY UNIT WT. 112 PCF LOCATION TEST BORING NO.38 @ DEPTH OF 19-0' MOISTURE CONTENT 16 % • 5 I 4 -4 l 3 1 , - SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - w vii 1 7#7„...„-- f r1 fw co 2 - - F . _ WATER ADDED 3 4 ---- 1 i 5 -- - - -- l 1 L 1 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 0 SAMPLE DESCRIPTION CLAY,SILTY _ DRY UNIT WT- 112 PCF LOCATION TEST BORING NO.39 @ DEPTH OF 9.0' MOISTURE CONTENT 12 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-15 WI\ A. G. S GEOTECHWASNICAL CONSUECNAARLTANTS , INC. 8 I1 • 7 6 I SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 5 — I W 4 0 z 3 1 z W 2 W 2 w , I co 1 - WATER ADDED \ 0 i 1 2 I I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAYSTONE,SILTY DRY UNIT WT. 112 PCF LOCATION TEST BORING NO.39 @ DEPTH OF 19.0' MOISTURE CONTENT 17 % • 5 4 . I 3 I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 1-.1 0 1 - W 1 . ._ m -J 1 1 J Ili CAJ 0 WATER ADDED 3 I 4 1 - . . 5 - - I I I I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND CLAYEY DRY UNIT WT. 94 PCF LOCATION TEST BORING NO.40 @ DEPTH OF 4.0' MOISTURE CONTENT 24 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-16 A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS 5 • 4 3 SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING J 2 J w 0 i z w 2 Lu • WATER ADDED 3 . . I 4 5 , I l I I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SILTY,SLIGHTLY SANDY DRY UNIT WT. 85 PCF • LOCATION TEST BORING NO.42 @ DEPTH OF 4.0' MOISTURE CONTENT 28 % 5 4 3 X1111111 NO CHANGE UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2Lu r��i'�111�� IIIIIM��II U 1 cu ii) WATER ADDED 3 4 1 5 100 1,000 APPLIED PRESSURE-PSF 10,000 100.000 • SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT. 95 PCF LOCATION TEST BORING NO.42 @ DEPTH OF 9.0' MOISTURE CONTENT 18 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-17 1 0 v A. G. WASSENAAR, INC. GEOTECHNICALCONSULTANTS i 8 . _ I 7 I I SWELL UNDER CONSTANT • PRESSURE BECAUSE OF WETTING 6 - 1 5 - - I I f 0 Z 4 \ f w I Ill 3 --I- w U) 2 - f WATER ADDED .1--_ 0 - I f 1 1 - , � _ 1 1 L 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 113 PCF • 5 LOCATION TEST BORING NO.44 @ DEPTH OF 4.0' MOISTURE CONTENT 14 % I I I I 4 . _ ... 3 I _ _ , v. SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - I --- 1 w (17 z 0 f w w I I 1 w ci 7 i2 - - --7 WATER ADDED 3 _ _ 4 , ,-_T__._ . . - 5 - 1 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 S SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 109 PCF LOCATION TEST BORING NO.47 @ DEPTH OF 19.0' MOISTURE CONTENT 13 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-1B VII\ A. G. WASSENAARI INC. GEOTECI-NICAL CONSULTANTS 5 --, r • 4 I . 3 - 1 . SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 _ _ _ . 1 J w (0 1 I . e 0 .--... _-. . z W M _ - w in 2 i1 WATER ADDED 3 1 4 ` 5 1 I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 105 PCF • LOCATION TEST BORING NO.49 @ DEPTH OF 4.0' MOISTURE CONTENT 18 % 5 4 .. -. • 3 _ . , I - SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE O 2 1 OF WETTING PRESSURE ! - -J CO 1 0 H 0 I _ . z w m w 1 w w 2 WATER ADDED 3 4 _ ' I 5 - ---- -- 1 - 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 0 SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT. 97 PCF LOCATION TEST BORING NO.50 @ DEPTH OF 9.0' MOISTURE CONTENT 18 SETTLEMENT - SWELL TEST RESULTS FIGURE A-19 ',V A. G. WASSENAAR, INC. GEOTECHNcCAL CONSULTANTS 5 I - • 4 - - - _ 3 _ I / SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - - J / I.1 1 0 r 0 , z w m co 2 i WATER ADDED 3 - - 4 . 1 I E 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SILTY DRY UNIT WT. 99 PCF LOCATION_ TEST BORING NO.50 @ DEPTH OF 19.0' MOISTURE CONTENT 24 % • 5 I ' 4 - , . 3 - - - I - SWELL UNDER CONSTANT / PRESSURE BECAUSE OF WETTING 2 + I _ J J j lU 1 r cn z ' ---. .-------- -7 . w , f 41 cn 2 _ WATER ADDED 3 . . 4 �- — I _ 5 — _ i 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT 99 PCF LOCATION TEST BORING NO.51 aQ DEPTH OF 4.0 MOISTURE CONTENT 4 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-20 IlkA. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS 5 1 • 4 . _ - 3 _ _ _I It 1 SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - - J 1 J W U 1 _ 0 Z0 '—�1 ,_ W 7 + LU W 1 c—.11 co 2 WATER ADDED 3 4 5 I I , I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 106 PCF LOCATION TEST BORING NO.51 @ DEPTH OF 14.0' MOISTURE CONTENT 17 % • 5 _ _ - _ 4 --- 3 I • SWELL UNDER CONSTANT PRESSURE BECAUSE OF OF WETTING 2 • J / ti I cif 1 i— 0 H z W 2 W J I I LU W U 2 — _ _ _ - WATER ADDED 3 _ } 4 _ — -- ( .15 11 1 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,VERY CLAYEY DRY UNIT WT. 116 PCF LOCATION TEST BORING NO.52 @ DEPTH OF 9.0' MOISTURE CONTENT 10 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-21 \VI\ A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS 5 - -1 ` • 4 3 - - - I SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - - r J J w 1 Co e ,- 0 z w w -71 i 2 . WATER ADDED 3 4 . I I 5 - _ - I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAYSTONE,SANDY DRY UNIT WT. 116 PCF LOCATION TEST BORING NO.52 @ DEPTH OF 19.0' MOISTURE CONTENT 11 % • 5 I r 4 I I 3 1i - SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 - J • X 1 _ de f- 0 J Z w ---7 L -J 1 tu r co I 1 2 If WATER ADDED 3 - 4 I - 5 _ , _ _ _— I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 0 SAMPLE DESCRIPTION FILL-CLAY,SANDY DRY UNIT WT. 114 PCF LOCATION TEST BORING NO.54 @ DEPTH OF 4.0' MOISTURE CONTENT 15 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-22 ‘7,7A. G. E , INC. GEOTECHNICALCONSULTANTS 5 • 3 - - - I _ SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 { I -1 l] w CI) 1 L H 0 - z I w 2 iI w 1 I . U) 2 - I WATER ADDED • 3 , - II 4 } 5 . II I_ _ , I 100 1,000 APPLIED PRESSURE-PSF 10.000 100,000 SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT. 103 PCF • LOCATION TEST BORING NO.55 @ DEPTH OF 14.0' MOISTURE CONTENT 23 % 5 - T 4 ' . 3 I SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2-J I , w 1 - - - o Z 0 ._______........"7 I , 1 Ill M Wllj 1 _ f . tg 2 / I WATER ADDED 3 4 ___I __.. I 5 - - I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 0 SAMPLE DESCRIPTION SAND,SILTY DRY UNIT WT. 98 PCF LOCATION TEST BORING NO.56 @ DEPTH OF 4.0' MOISTURE CONTENT 11 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-23 S' \ A. G. WASSECONSNAATRs, INC. GEOTECHNICAL ULANTS 3 • 2 - . 1 - I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 0 I w ---------..--">... .7- - / - f - ;- 2 } Z I w 2 Ili 3 1 r E4 / cn 4 III ` WATER ADDED / S 6 — I • 7 1 I II I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,VERY SILTY DRY UNIT WT. 94 PCF • LOCATION TEST BORING NO.58 @ DEPTH OF 4.0' MOISTURE CONTENT 5 % 5 r - I 4 . I - 4- 3 - - - I / NO CHANGE UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 -- J w 1 . i 77 1 FL 0 J 2 I W w co 2 I WATER ADDED 3 4 , . — 5 - 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 113 PCF LOCATION TEST BORING NO.58 @ DEPTH OF 14.0' MOISTURE CONTENT 12 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-24 W\ A° G. WASSECO NAA LTRs, INC. GEOTEC INICALCONSULTANTS 5 , , • 4 3 SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 1 W 1 co H 0 J _ I Z W M W c -------Y/ WATER ADDED 3 • I 4 I 5 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 107 PCF LOCATION TEST BORING NO. 59 @ DEPTH OF 4.0' MOISTURE CONTENT 7 % • 1 0 , 7 SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 _ J W CO � 3 I z a W 2 W 5 I W co 6 I - WATER ADDED 7 - - — - - I 9 __ _ - - I . . , 9 • ._ _ _ I 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION CLAY,VERY SANDY DRY UNIT WT. 98 PCF LOCATION TEST BORING NO.59 @ DEPTH OF 9.0 MOISTURE CONTENT 6 % SETTLEMENT- SWELL TEST RESULTS FIGURE A-25 ,kA' G. WASSENAAR, INC. GEOTECHMCAL CONSULTANTS 5 - 1 • 4 - _ I . 3 SWELL UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 -J w 1 _ 4 I- 0 z • w 2 w N 2 WATER ADDED 3 - - . 1 4 5 1 II I l 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SILT,SANDY DRY UNIT WT. 101 PCF LOCATION TEST BORING NO.59 @ DEPTH OF 14.0' MOISTURE CONTENT 19 % • 4 3 SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 1 J , 3 0 W L 2 uu111ill _/l ' II //111111 /r Le, 3 WATER ADDED 4 6 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT- 94 PCF LOCATION TEST BORING NO.60 @ DEPTH OF 4.0' MOISTURE CONTENT 5 SETTLEMENT - SWELL TEST RESULTS FIGURE A-26 1K A. G. WASSENAARs, INC. GEOTECHNICAL CONSULTANTS 5 - 1 • 4 1 H . 3 _ _ I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 I I J J W N 1 / 11 i- 0 - - - - z w M Lu Ft 1 ` 2 • { j WATER ADDED II 3 r ' 1 4 - - . - 6 5 - 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT. 109 PCF LOCATION TEST BORING NO.60 @ DEPTH OF 9.0' MOISTURE CONTENT 17 % • 5 - - -- I , 4 . - 3 - - -- I SETTLEMENT UNDER CONSTANT -PRESSURE BECAUSE OF WETTING 2 , J W II -- U) e z 0 w I w J 1 . , t 0 • 2 [- - t 1 WATER ADDED 3 4 5 - L- I - _ 1 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION CLAY,VERY SANDY DRY UNIT WT 113 PCF LOCATION TEST BORING NO.fit @ DEPTH OF 9.0' MOISTURE CONTENT 9 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-27 Vik A. G. WASSENAARs, INC. GEOTECHNICAL CONSULTANTS 5 - - • 4 1 3 - - . . . II SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 -J lL t - 1 e z 0 I z uJ ill w + 2 2/ -- WATER ADDED 3 - . 4 - - _ , I 5 1 1 I 1 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT. 101 PCF LOCATION TEST BORING NO.62 @ DEPTH OF 9.0' MOISTURE CONTENT 20 % • 5 4 _ . I 3 - J r SETTLEMENT UNDER CONSTANT ,/ PRESSURE BECAUSE OF WETTING 2 - I k J ij I . . 01 r 0 • I z w 2 J 1 ("0 WATER ADDED 27 3 r 4 I 5 - - - I I _ 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 • SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 99 PCF LOCATION TEST BORING NO.62 @ DEPTH OF 19.0 MOISTURE CONTENT 24 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-28 • ,K A. G. WASSECONSULTNAARs, INC. GEOTECNNICAL ANTS 5 • 4 I 3 I , . SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING J 2 J w co 1 { e I IL 0 f 1 Z w 2 1 } I Li -------- ---------->IVf co 2 . WATER ADDED 3 - 1 1♦ 4 ! • - 5 I I I _ h 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 SAMPLE DESCRIPTION SAND,CLAYEY DRY UNIT WT. 101 PCF LOCATION TEST BORING NO.63 @ DEPTH OF 4.0' MOISTURE CONTENT 19 % • 5 ' - I I I 4 . 3 -- I SETTLEMENT UNDER CONSTANT PRESSURE BECAUSE OF WETTING 2 / -- _, w 1 1 ' - - I I- z 0 � w w 41 "J 1 2 - WATER ADDED - • • 3 1 _ - 4 __ I 5 -- - - 1 I _ 100 1,000 APPLIED PRESSURE-PSF 10,000 100,000 0 SAMPLE DESCRIPTION CLAY,SANDY DRY UNIT WT. 101 PCF LOCATION TEST BORING NO.63 @DEPTH OF 14.0' MOISTURE CONTENT 24 % SETTLEMENT - SWELL TEST RESULTS FIGURE A-29 1W A. G. WASSENAAR, INC. GFOTECHNICAL CONSUL IANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS SAND GRAVEL CLAY(PLASTIC)TO SILT(NON-PLASTIC) FINE ] MEDIUM 1CAARSE FINE ! COARSE COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 "002 .005 .009 019 .037 074 .149 .297 590 1.19 2.38 4.76 9.52 19.1 76.1 76.2 127 200 100- ,-_J - 0 _ - ____ __- F .__. �_ ,. �- 10 -_I_- - _ -.--_-.-.`_ _ _ A _�-._�-� - 80 20 (, 70 _- , 30 O Z --------.�_.-=_==.._ .__ -=_ -- - --- - z U m - W BO O i IL 0_ 30 .' - - 70 0- 20 80 10 - _ _ 190 o - ---- —� —' too 25hr 7 hr 60 min 19 min 4mil 1 min #200 #100 #50#40#3C #16 #10#8 #4 3/T 3µ' I-I/2' 3' 5'6' 8- 45 nun 15 ram TIME READINGS U.S.STANDARD SERIES 1 CLEAR SQUARE OPENINGS LOCATION TEST BORING NO. 1 @ DEPTH OF 4.O GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 88 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 12 %III -- HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL COBBLES FINE 1 MEDIUM 1COARSF FINE T COARSE DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 019 .037 .074 .149 297 .590 1.19 2.38 4-76 9.52 19.1 39.1 762 127 200 100 I - _—____ __ _--- t 0 T- 70 , I - 30 0 cn" 60 ---� ----..- -- ----- ' -'— ---T—. - t '_ `"__ I- 50 50 2 LU U4C1 .-- - __ --.�- ..—__ —._ --��—__ i _--_.-_—T.----1--- Z CC LL, —..-_ ��_-_.___... �- ____ _ CC a 30 -� �.-- w __ _ 70 a 20 4 80 �__ -- ---.---- ----- -- -T� IO —� ::� C--:'��—. .—.. _-- I ----- ---- -_ -- _ _ = _ _ _ 90 0 -- --_,...—.i. , 100 25 hr 7 Iv W mil 19 min 4 mil 1 min *200 *100 #50#40#30 *16 *10 Al #4 3/6' 3/4' 1-117 3• 5'6' V 45 min 15 min TIME READINGS ( U.S.STANDARD SERIES I CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.2 @ DEPTH OF 9.0' GRAVEL 0 % LIQUID LIMIT NV IIISAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 95 % PLASTICITY INDEX_NP CLASSIFICATION SILT&CLAY 5 % GRADATION TEST RESULTS FIGURE A 30 11V A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SIL 1(NON-PLASTIC) SAND GRAVEL COBBLES FINE I MEDIUM 'COARSE FINE I COARSE DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 _009 .019 .037 .074 .149 297 .590 119 2.38 4 76 9.52 19.1 38.1 76.2 127 200 100 _.._ _ 0 —_-a_----- - — ._._ —� -. -- —. — 1_—_ 20 30 0 __11.1 _ _ --_.:_ _ - __- _ z 0r:r 40 —j 1 — , so W cr - _ _ - 7v a 10 _ — — —1—._ _ 90 0 --7 —T__.-- _,__ --,____,___,,_—— 100 25V 71w 80 min 19 min 4mn I min #200 #100 #50 #40#30 #16 *10#8 #4 3/0' 3/4- I-I/2' 3' 5'6' 6- 45 min 15 min 1 , TIME READINGS ) U.S.S1 AWARD SERIES I CLEAR SQUARE OPFNIN GS LOCATION TEST BORING NO.3 @ DEPTH OF 9.0' GRAVEL_ _ 0 % LIQUID UMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 93 _ % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 7 % • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FWE 1 MEDIUM LCOARSE J FINE I_ COARSE COSdLE5 DIAMETER OF PARTICLE IN MILLMETERS .001 .002 .005 .009 .019 .037 .074 .149 297 590 1.19 2.39 4.78 9.52 19.1 38.1 792 127 200 100 - t. �-- --..�-�_� --�__- . _ r— ...- --'-4. -- 1 -- a 93 __-__---. _ _�-._ _ ___- ,-. -� z70 ,� _ 30 CI ----_ _- ------ . _ i-_ ^-T-- _- - r I - W_ . -.._.. .s '----- 1 --------_._-.- 8D _�—_—._�_ - 4o - _......_:.---r--- -- =- — - —---- -7=....,..--.-i--:...-=.'_=.„-_=_:=.-..---7=7__-' ---1--"--__ soCC T._._.. _ 70 CL _ — 20 0 _ _ - -• _.7.:-- _. __--_T=-'--- __ _ _- '_ -_ - 90 100251w 7 hr 60 min 19 min 4 min 1 min *200 *100 #50*40#30 *16 *10*8 *4 3/r 3/4' 1-1/2' 3 6'6 8' 45 mil 15 min TIME READINGS I U.S.STANDARD SERIES 1 CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.4 @ DEPTH OF 14 0' GRAVEL O % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 91 % PLASTICITY INDEX NP_ S CLASSIFICATION SILT&CLAY 9 % GRADATION TEST RESULTS FIGURE A-31 llIr A. G. WASSENAAR, INC. G E OT ECIiN!CAL CONSULTANTS T • HYDROMETER ANALYSIS 1 SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) - SAND GRAVELFINE I MEDIUM !COARSE Fre 1 COARSE COBBLES 001 .002 .005 .009 .019 .037 .074DIAMETER OF ICL 9 .500E IN WLLTEg3 .297 1.19 2.39 4.76 9.52 19.1 39.1 76.2 127 200 100 0 Bo _— — 1 20 3o in (77 60 ---7.-4=-7=f_=-:`_..__:_— .�— _ _--- — - 11.1 Z` cr Ll ao al -_�_'T- Y _- Z Cr U 7 80 25 ITV 711f 00 min 19 min 4 min 1 min *200 0100 #50 040030 016 01045 04 3Ar 3/4• 1-1/2' 3• 5"6" 8'a 30 00 45 min 15 min TIME READINGS t U.S.S1ANDARO SERIES CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.5 @ DEPTH OF 9.0' GRAVEL. 0 % LIQUID LIMIT NV SAMPLE DESCRIPI ION SAND,SLIGHTLY SILTY SAND 95 % PLASTICITY INDEX NP CLASSIFICATION _ _ SILT&CLAY 5 % �' III HYDROMETER ANAL YSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE ! MEDIUM Si col FINE I COARSE COBBLES R OF PARTICLE .001 .002 .005 .009 .019 .037 .074 590 MIWM9 2.38 4.76 9.52 19.1 38.1 76.2 127 200 100 ._--._. 1i ------_ __ __ 0 10 ---7-2:--------- - _...-- _-� 20 Z -_ - _ — — ------_ - _�-_ --r —_— -- CI) 60 ~ — ._7-_-.._=__L-_7-._--- --7---,-_,_"=" 50 w __ �-. --- _.. __! _ Tia --- rte- LU 10 __ -- _ _._ _ u __�7.. - --:.=.-4-=_.'/-==..=.._::._- --.=.2:.---..= ------::----- 25 hr 7 ti 60 min 19 min 4 ruin 1 min 0200 *100 050 #40*30 •16 +1068 *4 3/W 314 1-1/2' 3' 5.6' r 100 45 min 15 min 71ME READINGS ( U s.STANDARD SERIES i CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.6 @ DEPTH OF 4.0' GRAVEL _ 0 % LIQUID LIMIT NV CSAMPLE DESCRIPTION SAND,SUGHTLY SILTY SAND 95 % PLASTICITY INDEX NP LASSIFICATION SILT&CLAY 5 % GRADATION TEST RESULTS FIGURE A-32 'y;:\ A. G. WASSENAAR, INC. GEO t ECHNICAL CONSULTANTS III HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL I FINE I MEDIUM !COARSE` FINE 1 COARSE COBBLES .001 .002 .005 .008 .019 .037 .074 DIAMETER .OF 297 590 MILLIMETERS 4.76 9.52 19.1 38.1 762 127 200 100 __ 8D __ _ / ± - = -- —— _-- _1�=i —_�._.- C7 r—— --' -- - 2' —c-'-- ----•-- - .. .----[ 120 70 Z - -_-- '- - -- - 7 3D Ut Ut Z — ---- - CC 50 Z -- -- — -.. ----1--- H U40-- - , f _ -- - ---- z j 80 w Q _~_ _ _ .�' ,_;..7.5.1....-......L...... —. .-.=...'="'"---- - r -...- 1 _ 1 U CC LU 2a _- _ - 1-= ..- --- - - - -- 10 -- -- .-_ —�_ __- ,T__ I -. 80 2S hr 71r 60 min 19 min 4 min 1 nth 0200 *100 *50 *40030 *16 *10 08 #4 3/8' 3/4' 1-1/2' 7 r 6' Er 45 nm 15 ruin TIME RFMiNGS , U.S STANDARD SERIES CLEAR SOUARF OPENINGS LOCATION TEST BORING NO.8 ra)DEPTH OF 4.0' GRAVEL 0 % LIQUID UMIT NV SAMPLE DESCRIPTION SAND SLIGHTLY SILTY __ _ _ SAND 98 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 2 % . - HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE 1 MEDIUM /COARSE FINE 1 COARSE COWLES DIAMETER OF PARTICLE IN MJLJMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 39.1 76.2 127 200 100 ---_� �_ _ _--_i -�L- - ---_`—__-= -- `- 0 60 20 -- _ I --y---._ _-;:-.:7..=...—.-_ . - _-- - I- _ - --i-- --.=-. _�_�— -- _1.....7.=_ __--=— 70 —,�.- -� - 7 " `-.-.—_...__ -. __. -``-:a_- __ • 30 O = a __=-__-_=_--_-_—F--- -- _ • i-SO .__—.._.-.. - .—_---.__ _ .-.-.7:-.:-.:Z.77.7_--- ::.=. U 40 --- _ —...._ -_- --.- W ▪ CC ---,_ Lu 80 10 : .. C----•-- - - — -�—— ---_�---i -. 25 fir ?h min 020 80 min 19 min 4 min 1 m0 0100 050 040030 016 010 08 *4 3/8' 3/4- I-117 3' 5'r 8100 46 min 15 min TIME READINGS I U.S.STANDARD SERIES 1 CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.9 @ DEPTH OF 9.0' GRAVEL 0 % LIQUID LIMIT NV *SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 90 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 10 % GRADATION TEST RESULTS FIGURE A-33 '\ A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL 1 FINE I MEDIUM ICOARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.92 19.1 38.1 76 2 127 200 100 --__ l_—. —_ _ —T_ . ----_.:_---_—_= _____T--; U 93 -- ��_— -•- _--.._7.:.:7_7:-_-.— 77:7-__ �_ I 20 0 100 425im 1Snn 60 min 19 min 4min 1,ro #200 *100 #50*40130 *16 010 s8 s4 3/8* 3/C1.1(? T 5'6 r TIME READINGS I U.S.STANDARD SERIES ( CLEAR SQUARE OPENINGS LOCAT ION TEST BORING NO.10 @ DEPTH OF 14.0' GRAVEL 0 % LIQUID LIMIT _NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 93 % PLAS I ICI TY INDEX NP CIASSIFICATION SILT&CLAY 7 % III HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM ICOARSE FINE I COARSE COBBLES 1 DIAMETER OF PARTICLE IN MILOMETERS A01 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.78 9.52 19.t 38.1 78.2 127 200 100 0 .-. —' — •-.--'. ._.:_ r�-- _.-■ -- - — --- -- - - .—�10 - _ — -- • -- - - BO -- — — - -— . — - `i - - - — 40 Q z _=::::.=—_-7.=_I-_. _� r- a 80 100 25 H 7 M BO min I9 min 4 min I min 41200 41100 4150 840.30 *16 11110 NI #4 31ft 314' 1.1/2• 3' 5-8' 8' 45 min 15 min TIME READINGS I U.S S TANDAAD SERIES J CLEAR SQUARE OPENINGS LOCATION TEST BORING NO. 11 qe)DEPTH OF 9.0' GRAVEL 0 % LIQUID UMIT NV CSAMPLE DESCRIPTION SAND,SUGHTLY SILTY SAND_ 92 % PLASTICITY INDEX NP LASSIFICATION - SILT&CLAY 8 % _ GRADATION TEST RESULTS FIGURE A34 '\ A. G. WASSENAAR, INC. 0FOTECHNICAi.CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEI , COBBLES FINE I MEDIUM (COARSE FIVE I COARSE DIAMETER OF PARTICLE IN MIWMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 590 1.19 2.38 4.75 9.52 19.1 38.1 78.2 127 2[X) 100 0 -_._ - _ - _- w - O _ - - -- ---_ - � - 10 - _ --'-'_ __- _ _- - _ _' __iwwww- `��r - -- ------^ _�� _ �� 20 -- '--- - - -_ ._.-� - - wow-- �'-- -70 30 O 65 at CC 50 50 w' -- www��www. _— r W 0 40 60 o 70 CL — .D-= 20 r 60 .■,,,, _ —fi C= __ wwww��nlTi•r�� to = -- — .w_— ` 90 0 100 25 nr 7h• 60 rim 19 ran 4min 1mn #200 4100 #50 #40#30 a19 01008 #4 318' 314' 1-177 3' h'6- r 45 min 15 mm TIMF READ'NCS I US.STANDARD SERIES I CLEAR SQUARE OPENINGS - LOCATION TEST BORING NO 12 @ DEPTH OF 9.17 GRAVEL 0 % LIQUID LIMN NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY _ SAND 94 % PLASTICITY INDEX NP CLASSIFICATION T SILT&CLAY 6 % • HYDROMETER ANALYSIS SIEVE ANALYSIS - • CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL COBBLES FINE I MEDIUM 1 COARSE. FINE 1 COARSE DIAMETER OF PARTICLE IN MRLMETERS .001 .002 .005 .009 019 .037 .074 .149 .297 .590 1.19 2.38 4.78 9.52 19.1 38.1 782 127 200 100 ,�yy�w 0 — -'- - - -- •• _ . � �=T • —. -- ... •---_-- -' _.._ �� — 10 ,- - — -..- - - - �/ _ M 20 —i�_ — _ wwwwr -� - 30 0 CC i- 50 - '-' -" --- ___ _ a �� _ 50 Z .-- _-. -_ --- -- ..-- '- 111 .-_ - - .___ .. -._....._.. ._... w LLI O cc 40 _ - - - S 60 CI- 30 -- '-".- _-. __ __ -_=_1 *L=._ ...._.._... - --. _ - - _ � 70 ..._._. .-.. - --' --- ..... .- ;.- -- - - _ - .--20 80 50 -- --- -- -— '-- --S --- - ' —Tim-_ -- . �•rr� 90 0 — — - - . .._ _ -- 100 25 h7 7 hr BO nin 19 min 4 min 1 min 0200 0100 050 040!30 018 01008 #4 376' 314• I-1/2" 3' 5.5 8' 45 min 15 min I TIME READINGS ! U.S.STANDARD SERIES t CLEAR SQUARE OPENINGS LOCATION TEST BORING NO. 13 @ DEPTH OF 9.0' GRAVEL _ _ 0 % LIQUID LIMIT NV 41SAMDESCRIPTION SAND,SLIGHTLY SILTY SAND 95 % PLASTICITY INDEX NP PLE CLASSIFICATION SILT&CLAY 5 % GRADATION TEST RESULTS FiGUFIL A-35 IftoW A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLAS11C)TO SILT(NON-PLASTIC) SAND GRAVEL FINE 1 MEDIUM 1COARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MWMETERS .001 .002 .005 .009 019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 78.2 127 200 100 -... _ __- _.- ._.- __. ___ ____ ______. - _ 0 90 _ _ _• _ rr_- --_ -__ - tO _ _ - BD 20 - -_--_. -. - -- ------- . . -...-. . - -' T. - _-— t� __ - :— -...-- -' - 30 O— 40 Z so 50 W �_ - .- — - _ �� - +—�.rw��_= Z 0 40 s s — -- -- iia■/f / rlis� _ ■��■_ 00Ul LUCC �.- _ — ._ _ — - - -- _ C_ CE Si i -ice! � 70 a - -- — — _ -- -20 _ 90 to !♦ `_ — 90 ._ --._ --.. =.-, — 0 100 2551 15 m1w 60 min 19 min 4 min 1.1.5 #200 #100 #50 #40430 #16 #10#8 #4 3/e' 3/4' 1-1/2' 3' 5'6' 8' 45 TIME READINGS ( US.STANDARD SERIES 1 CLEAR SQUARE OAS LOCATION TEST BORING NO. 14 @ DEPTH OF 4.0' GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 90 % .PLASTICITY INDEX NP CLASSIFICATION S1Ll&CLAY 10 % • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM [COARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MILOMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 36.1 76.2 127 200 100 0 _ - -.---.-- -_--7.77:- --- ._-_.=. --1-- _------7:- ---- - 9l) 80 _ ._ ._`.-_- - -- _ --.- Y�-.-T-1 --_ .--4 20 C7 70 "` I --- ._.. -------- _- __ _ _ 30 O N --- -__� ----=--___. �..__-_ _ --_�-....-=_7=- ----=----.-- z 80 �! 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OFOTFCMNICAL CONSULTANTS SHYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM `COARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 36.1 782 127 200 ---- - j --- C- —�� 0 -- _-- Iti -- -- - ---T. --=._==-_ __-_-_=_.=_"='_'_ -.-. 708 z 40 50 D: Z — - - U 40 - -- __ — - MOM= eo 1L L11 _— --- ____ -----4.__. =mini CC MINIMMEIMIii 70 O. 20 80 10 _ - 90 - _ ..T—=. �... ., . _' — 0 - - 100 25 in 7 M 60 mh 19 min 4 min 1 min 0200 ♦100 050 4400130 #16 01008 #4 318• 314• 1-1/7 3' 5 6' 6' 45 min 15 min TIME READINGS I U.S.STANDARD SERIES E CLEAR SQUARE OPENINGS LOCATION TEST BORING NO. 17 @ DEPTH OF 4.0' GRAVEL 0 % t IQUID IJMIT NV SAMPLE DESCRIPTION SAND SLIGHTLY SILTY SAND 92 % PLASTICITY INDEX NP CLASSIFICATION _ SILT&CLAY 8 ok • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE 1 MEDIUM rCOARSE FE I COARSE COBBLES IN DIAMETER OF PARTICLE IN MIL MIIETERS .001 002 .005 .009 .019 .037 .074 .149 .297 .590 1,19 2.38 4.76 9.52 19.1 38.1 762 127 200 1000_ 90 _T.:. _ _.�.rr.Tii 20 - .- - - -- -C--- -- - - 70 O ra �� rte. --- — — 30 d 1n 60 ___ _ _ — 40 d d �� —_ — — ----•--- - — _ -- -- --. err ""' 1 j - -- * — — ! SSG CC 50 so 0 40 _ — _.__ -- . .-. .- - - - -� a 70 20 go 10 -- — ■� -- �rre■ 90 — 1D0 25 hr 7 hr 60 min 19 min 4 min 1 mm 0200 0100 050 040030 016 01009 44 3/8' 3/4' 1.1/7 3' 5'6' 6'45 min 15 min I TIME READINGS 1 U.S.STANDARD SERIES I CLEAR SQUARE OPENINGS 4 LOCATION TEST BORING NO. 18 @ DEPTH OF 14.0' GRAVEL 0 % LIQUID l IMIT 36_ SAMPLE DESCRIPTION CLAY,SLIGHTLY SANDY SAND 6 % PLASTICITY INDEX 21 OCLASSIHOATION SILT&CLAY- 94 % GRADATION TEST RESULTS FIGURE A-37 'y:\ A. G. WASSENAAR, INC. CiF.OTFCHNICAL CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND 1 GRAVEL COBBLES FINE I MEDIUM [COARSE FINE I COARSE DIAMETER OF PARTICLE N4 MILLIMETERS .001 002 .005 009 019 .037 .074 .148 .297 .590 1.19 2.38 4.76 9.52 18.1 38.1 782 127 200 100 D ---- -1------__ _ _._ _-_-_,E':-. ..7..._"._..._.__ , -I--.-� .-�_-�,-. 70 30 0 - ----, --- - --- ----- -_------ - -- 1- - Z Cl) fi0 - —.•— -- — - - 40 Q a — 1 -- - -- -- I _ 7--•--- -• �W 50 Z - _. 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G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM ICOARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MIWMETERS - 001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 49.1 38.1 782 127 200 1000 _ Z - 71 U, a. D• z ---- — -- ---*_ - I— Z U 40 ILI - - - _ r�_ �� JO 0. 20 _�� ___' - T_ 80 10 —' '-- -------� I r _T — —___t_==.—_=.___,_______-- "'--�- _--- 1 90 0 - - 254v 7 M min m 19 min 4 min 1 m 0200 0100 050*40030 *16 010 08 *4 3/8' 3/4' 1-l/2• 3' 5'6" 8'1 00 45mn 15 min THE READINGS I U$ STANDARD SERIES CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.230 DEPTH OF 9.0 - GRAVEL 0_% UQUID UMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 86 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 14 % III HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL I FINE I MEDIUM 1COARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MIWMETERS 001 .002 .005 .009 .019 .037 .074 149 .297 .590 1.19 2.38 4.75 9.52 19.1 38.1 762 127 200 100 __ —` _ - J_— _.�_ . 0 1 -- � — — — —.— _ 10 29 Z — 30 0 _ — - z 50 cc —_._— -: -i2i9--1 -. - - 100 25 Iv 7 hr 60 min 19 min 4 min 1 mn 0200 *100 050*40030 016 OW 09 #4 316' 3/4' 1-172' 3' 5'6' 8- 45 min IS nrn 1 TIME READINGS I U.S.STANDARD SERIES ! CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.24 @ DEPTH OF 4 0' GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 89 % PLASTICITY INDEX NP 4,LASSII-ICATION -- _ SILT&CLAY 11 % - - GRADATION TEST RESULTS FIGURE A 39 ,W A. G. WASSENAAR, INC. CEOTECHNICALCONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND (TRAVEL FINE 1 MEDIUM 'COARSE FWE I =vim COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.96 4.76 9.62 191 38.1 762 127 200 100 - _ I 0 imam iminaiifinWE NE 10 '--MEMINIESI Elw2l2=MiSINIVIaMME. nVINIE 20 EM == �� rr�rr�i z 7D __-- M t.�___■t•■ msm-m 30 W _ r 60 �1 � MaiMMIIMIliE-IIIIIIMMIIMMIIMIWI 40 Q a zciaE .z��..� __. w z 50MNITEMII _zm_l�_■ __ ___ = 50 r�rrrr �rr ,_ �_� rrrrrw�r� 030NE rrrr�f wears E1��>_Il =. 70 0 la - -�-zz= - --- 20 �� i��ls 1_��II80 .1�. r�rsrw��rw....�. ir+�rrr=: r,r�w. 0 4251vmin 171w 60 mm 19 min 4 min 1 min #200 *100 *50*40730 #16 *10 08 *4 3/6' 3/4• 1.112• T 5 6• If 1o0 f 1IMC READINGS y U.S.STANDARD SERIES CLEAR SQUARE OPENINGS LOCATION T EST BORING NO.25 @ DEPTH OF 9.0' _ GRAVEL_ _ 0 _ % LIQUID LIMIT NV • SAMPLE DESCRIPTION _SAND,SUGHTLY SILTY SAND 91 % PLASTICITY INDEX _NP__ CLASSIFICATION _- - SILT&CLAY 9 % • , - - HYDROMETER ANALYSIS SIEVE ANALYSIS r CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE 1 MEDIUM COARSE FINE 1 COARSE 1 COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .006 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200 100 _ wi� — - -- --- _=-— �_ _ 0 90 10 irrz= —= --_ -- •— -— = wi ao =, — — T r�r 70 r� r= 30 a Fl go Q -. _ __- ■� 40 G CC 50 50- — ill 0 40 60 O - - Cpl■—_— .—_ _ �. _. =_ w =---• ... _ =-- _ - - --• --- - -- --- — - -- •. - - �!■ 70 0. 20 -- — -- �i■= Bo --rra_ __ -- —rrr,� — --. _-- _— -- Bo o 25 hr 7 h 60 min 19 min 4 min 1 min #200 *100 *50#40,30 #16 #10*8 *4 100 45 min 15 filth :LIB' 3N' 1-1? 3' 5' 8' TIME READINGS U.S.STANDARD SERIES L CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.27 @ DEPTH OF 4.0' GRAVEL 0 % LIQUID LIMI I NV SAMPLE DESCRIPTION _ SAND,SLIGHTLY SILTY SAND 87 % PLASTICITY INDEX NP eLASSIFICATION SILT&OW/ 13 % GRADATION TEST RESULTS FIGURE A-40 VOV A. G. WASSENAAR, INC. GFOTECHNICAL CONSULTANTS r III HYDROMETER ANALYSIS SIEVE ANALYSIS - CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM ICOARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .006 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 191 38.1 76.2 127 200 100 _ - r' _--- - ' - -- /_-L. L 20 -�� -_`T- - ----- --- Z C7) 60 - - _ Q _—_ — — � —.-.-- 40 Q CC V 40 r w 11) CI. 30 70 d —__4__ . . .- , _ I —._-...---__. ...__...—- ... I ------ 20 _ ep — �Y c J i to - r _ - 90 100 25 hr 71r 60 min 19min 4min 1min *200 ♦100 *50 040030 1x16 #1008 *4 3/8' 3/4' 1-1? r 5.6' r 45 mitt 15 min ( THE READINGS I U.S.STANDARD SERIES ) CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.29 @ DEPTH OF 9.0' GRAVEL 88 % UQUID UMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SANG 12 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY % • HYDROMETER ANALYSIS SIEVE ANALYSIS `CLAY(PLASTIC;)Tp SILT(NON PLASTIC} SAND GRAVEL FINE I MEDIUM !COARSE FINE 1COARSECOBBLES 1 DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200 100�_-. _ _ _ -- _ - - - 0 _--L- --- _ 10 BO 20 40 ZE LI 60 0 CC -~� eo 90 25 hr 71r 60 min 19 min 4 min t min #200 *100 *50*40030 *18 *10*8 *4 3/8' 3/4' I-117 3' 5'6' 8't 00 45 min 15 min I TIME READINGS I U.S STANDARD SERIES CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.30 agDEPTH OF 9.0' GRAVEL 0 - % LIQUID LIMIT_ NV •SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY _ SAND � 94 % PLASTICITY INDEX_NP LASSIFICATION - - SILT&CLAY 6 % GRADATION TEST RESULTS FIGURE A 41 Ilk A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSTS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL COBBLES FINE I MEDIUM ICOARSEI FINE 1 COARSE • DIAMETER OF PARTICLE(N MLLIMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.75 9.52 191 38.1 762 127 200 100 0 - --'�-----'--.=---- -=--. — -a_ ----�_--- _-.-- i i TT'—�- ice 10 80 -- __ 7 (J 20 gi= -- el 70 r �_— � _._=.. __ �_ .— -_ ---..__ ' t -C W CO Q �� 0_ 50'"7---' 0 --. �r T 1 _ 50 CC __ —..— �_ - I. . Z - -- BO U 30 . 70 a - -'_ F - - -_ - - � 90 ,o ------- 0 --- -. - I loo 25 hr 71r 80 min 19 min 4 min 1 min 4!200 41100 050 040030 *16 010*8 04 3ff 3/4' 1-112" 3' 5.6 e' 45 min 15 min I TIME READINGS I U.S.STANDARD SERIES CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.32 @ DEPTH OF 9.0' GRAVEL 0 % LIQUID OMIT NV SAMPLE DESCRIPTION SAND,SILTY SAND 74 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 26 % 0 HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL COBBLES FINE ' MEDIUM 1COARSEr FINE I COARSE DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .006 .009 .019 .037 074 .140 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 762 127 200 100 _ o =-- _ _ 90 10- -- __ _'-- r -— -.-. __ � � I -- 80 - S - IIII - .. 20 --- - AM _ ---- I 4 70 - w_ --- -----` - .— Z -1=77- __� - c w -- - - -- —--' _ z 65 60 a _— — ---_ -- ------.�---- Z - I __ -�— — --- 50 LLI 10 GC 6° v a CC — _ __ w _ -- -- '--- — -_ _- -- 70 O. 10 :-..= - - - .—- - -—r � - -_ — 90 0 — D,....:IL.:— - — 25 hr 7 M 60 min 19 min 4 min 1 min *200 #100 1150 040!30 016 *10*6 *4 3/8• 3/4' 1.1/2• 3' 5.6- 8.100 45 min 15 Rln TIME READINGS ( U S.STANDARD SER IES I CLEAR SQUARE OPENINGS LOCATION _ TEST BORING NO.33 @ DEPTH OF 4.0' GRAVEL 0 % LIQUID UMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 92 % PLASTICITY INDEX NP eLASSIFICATION _ SILT&CLAY 8 % GRADATION TEST RESULTS FIGURE A-42 IIK A. G. WASSENAAR, INC. GEOTECHNICALGONSULIAx7S 0 HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SANG GRAVEL FINE I MEDIUM ICOARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE iN MILLIMETERS .001 •002 .005 _009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200 100 _ r—_ __-_`--^�-- -_- _ — __ --- - _ 0 --go _ ___ r --- -_1— ----•---- Lu CC 50 CJ 40LU —. T-_ — w o 30 — --__ ----r —- —— —__ _ CC — • - w 80 — —+---_ .- I Y---� 10 _ 1 ----- -- - 99 251w 7 hr 90 min 19 min 4 min 1 min *200 *100 *50*40030 *16 4 10.8 4.4 3BI 3M' 1.12' 3' 5-r 8--0 45 min 15 min TIME READINGS I U.S-STANDARD SERIES rCLEAR SDUARE OPENINGS LOCATION TEST BORING NO.37Q DEPTH OF 9.0 GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,VERY SILTY SAND 61 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 39 % • w - HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND _ GRAVEL FINE I MEDM ICOARSE FINE I COARSE CO681_ES IU .001 .002 .005 .009 .019 .037 .074DI .149 480E 29 TICL5�MI 1.19 LLIME'iER$2.38 4.76 9.52 19.1 38.1 76.2 127 200 100 __ r 0 — _ !.---- — _ ,z _ Css� ss;■ri s�90 ,o BO 20 70 50 So Cr UJ C) 40 60 lil —— — _ _ .- - — -_ _--- _20 _ -- 80— 10 s� S -- -• _ —C— — — _ —.. _l_ _. s ■s� 9v -�_= -- _ 0 - __ _ — 100 251w 7 M 60 min 19 nin 4 mm 1 min 4200 *100 *50*40030 *16 it 10*8 *4 3/8' 3/4' 1-1/r r 5'6• 8- 45 min 15 min I TIME READINGS 1 U.S.STANDARD SERIES L CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.40(a)DEPTH OF 9.0' GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND_ 93 % PLASTICITY INDEX NP CLASSIFICATION_ L SILT&CLAY 7 % GRADATION TEST RESULTS FIGURE A-43 111V A. G. WASSENAAR, INC. GEOTECIINICAL CONSULT ANTS all HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND Gp r{ FINE I MEDIUM 'COARSE FINE I COARSE 1COB0LES J DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 .019 .037 .074 .149 297 .590 1.19 2.38 4.76 852 191 39.1 76.2 127 200 100 10 70 Id 30 t:1 80 _---� rZ 4o "41r 50 -- • - ---- -- 50 QC w _ -- w 70 CL 20 +0 - 0 ^' 25 of 71w 60 min 19 min 4 rein 1 min —0200 *100 4150 *40030 016 010 08 04 3/6' 314- I.1/2- 3' 5.6' r 700 45min 15 min ' TIME READINGS I U.S.STANDARD SERIES CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.41 (a)DEPTH OF 4.0' GRAVEL_ 0 % LIQUID LIMIT 26_ SAMPLE DESCRIPTION SAND CLAYEY SAND 76 -% PLASTICITY INDEX 9 CLASSIFICATION SILT&CLAY 24 % • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM 'COARSEI FINE I COARSE GOBBLES DIAMETER OF PARTICLE IN MIl 11MI_I ENS 001 .002 .005 .009 .019 037 .074 .149 297 .590 1.19 2.38 4.78 9.52 19.1 36.1 752 127 200 100 rwinii �wT�^C 0 10 so — —___--- r — _ 20 r_rmr O 70 `~ �• — ; —_ —_ rarer______:=7=___ — _Z� to —� 30 C) Z - __- _= . --- -- -• _._r=s j ,. s -ar �� LLI z —-- - -- - r ` i so tr ===- -- ww j -_— .i60 z IL CC Li __ _ 70 _ ________ET _ ..._ _ ____ _ ___ I0 .... ____ __________0 — --, -- • -- -- 251w 7 M 60 min 19 min 4 min 1 men *200 *100 *50*40030 *18 *10 08 *4 --+� 45 min 15 min 319' 3/4' 1-t r2' 3' 5'e' 6- I TIME READINGS 1 U.S.STANDARD SERIES CLEAR SQUARE OPENINGS J LOCATION_ TEST BORING NO 41 (a)DEPTH OF 9 0' GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 88 % PLASTICITY INDEX NP 0 CLASSIFICATION SILT&CLAY 12 % GRADATION TEST RESULTS FIGURE A-44 w\ A' G. WASSENMR, INC. GEOrFCHNICA._CONSUL(ANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE 1 MEDIUM ,COARSE FINE I COARSE COBBLES D.001 .007 .005 ,009 .019 .037 .0741AME7 49 297 590 1.19 4.76 9.52 I9.1 96.1 762 127 200 100 go 80 I 20 --Z ----4--- � 30 p 1A I —, --- -�J__`-'-1 ':_=...--_,..____i___-4......-___.—�_`._- Z T 40 I- �—— - --- - H.=--..._.. .--.,.j - I I- 59 ` ' w so a- tu z w 1- 60 U 0 — _ II -- .7.— , I _L 70 0. 10 -�'r—' —I----- T _ - 90-- — --- 25 lir 7 hr 60 m 19 mil 4 min 1 min 0200 #100 X50 x40030 016 010#t8 04 3A1 3/4' 1.I)2 3' 5.e. 8.IOU min 45 Ruin 15 min TIME READINGS I U.S.STANDARD SERIES I CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.42()DEPTH OF 4.0' GRAVEL 0 % LIQUID UMIT NV SAMPLE DESCRIPTION SILT.SLIGHTLY SANDY SAND 12 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 88 % • • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTTC) SANS GRAVEL FINE 1 MEDIUM rOARSE FINE ! COARSE COBBLES DIAMETER OF PARTICLE IN MLLI.I/ETERS .001 002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 36-1 762 127 200 100 _ 90 MINIM f_ —� �C= __ rr� M.__= 10 8o MM. M �� W _�I! VO z 70 Mr�=ICE M � IEi 30 0 m -- m=--so au mum �' c0 KM -I- _ � r�� U�� CL 50 I 1� `��le= 60 z cc LIJ CC slE= io mu a _ .. --. - 25 hr 7 hr 60 min 19 min 4 min I min 0200 0100 050#40030 4,16 #104,13 #4 3/8' 3/4' I-1/2 3' 5.5 6'100 45 min 15 min TIME READINGS f U.S.STANDARD SERIES I CLEAR SQUARE OPM ENGS LOCATION TEST BORING NO 43 @ DEPTH OF 9.0 GRAVEL 0 % UQUID OMIT NV SAMPLE DESCRIPTION SILT,VERY SANDY SAND 49 % PLASTICITY INDEX NP illCLASSIFICATION SILT&CLAY 51 % GRADATION TEST RESULTS FIGURE A-45 ,W A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON PLASTIC) SAND GRAVEL - FINE I MEDIUM ICOARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .006 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200 100 =_—.__—=._ .— --- ---2 ____._-_— - y —. 0 901 ---------.. — 1----.:410 ..__4/ so .7c- 0 40 -- W 60 0 LE - -- ----T+ ,_ —� 7o a zo _ 45 1w IS mein 60 mill 19 min 4 min 1 min #200 •100 #50 040930 4116 *10 08 #4 3/8' 3/4• 1-1/2' 3' 5 6• Eri 00 TIME HEADINGS S ( U.S.STANDARD SERIES ) CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.45 @ DEPTH OF 4.0' GRAVEL 0 _ % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SILTY SAND 81 % PLASTICITY INDEX NP CLASSIFICATION SI[T&CLAY 19 % • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND i GRAVEL FINE MEDIUM 'COARSE FINE I COARSE. [COBBLES DIAMETER OF PARTICLE IN MILIJMETERS L .001 .002 _005 .009 .019 .037 .074 .149 .297 .590 1-19 2_38 4.76 9.52 19.1 38.1 78-2 127 200 100 _=--"- 1---- _=_I__._ —__ - _ _ =�.--- —_-=_T_ _ 00 90 _ _ ��w�� _ "--i _- - --• --- , - 70 �-_.__{ ---1- -_.-_-___ �- .r.. �..--._ - .. 1 1 1_I 20 05 w ..t�-----:-- ___....--_-==:.:_-- -_ — �� _— — _'--_ ------ 1 z t---- ------ _ 40 Q 1 --Q. 1 -- -.- -- - - _ L.___,_-1 W 50 CC Z = ----- -►— --- — — — — — �= 50 W �T— — �—..-. ___ — --'-- -•- — -- .....—. - z cr —�- --- ---- — - 1� 70 lil 20 ID _ - __ —_ �'� __.__-==-+..—=-_-_=__- 0 251w 71w 60 min 19 min 4 min 1 min #200 9100 050#40030 *16 *1008 #4 3/r 314' 1.1/2 3' r r 8'1 00 45:ran 15nin TIME READINGS t U.S.STANDARD SERIES CtEAR SQUARE OPENINGS LOCATION TEST BORING NO.48 Q DEPTH OF 4.0' GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 93 % PLASTICITY INDEX NP 0 CLASSIFICATION SILT&CLAY_ 7 % GRADATION TEST RESULTS FIGURE A-46 VF\ A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL L FINE MEDIUM ICOARSE FINE COARSE COBBLES DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 98.1 76.2 127 200 100 _ -—---- . z __ _ - .7.777:7_7=-7;— — —_J _ •��__ ...—.� -'I� —_ .-" ILI 30 I cr al v 40 - - z in 25 h 7 M 60 min 19 min 4 min i min #200 #100 #50#40I30 r,s r,0 r8 r4 100 45mn 151i,t1 3/8' 3/4' 1-1l2- 3• 5'8' r TIME READINGS U.S.STANDARD SERIES I CLEAR SQUARE OPENINGS ' LOCATION TEST BORING NO.51 @ DEPTH OF 9.0' GRAVEL 0 % LIQUID LIMIT 33 SAMPLE DESCRIPTION_ CLAY, SANDY _ SAND 23 % PLASTICITY INDEX 20_ CLASSIFICATION__ SILT 8 CLAY 77 96 • T HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)10 SILT(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM IOOARSE FINE I COARSE 'COBBLES D.001 00'1 005. 009 .019 .037 .074 .149 TER OF.2PA7'1.1(,[` .5 0IN MIl1Jy 1.19 2.38 4.76 9.52 19.1 38.1 762 f27 200 100 90 ___ -� _ r -- ------ ------- 0 70 V7 60 aCO a ------__—_--_—_____:.--_—____—__---7.--_=__---_—— —:_—_—_t==.=_—_:_:_—_==._=.1—.=__----.=- .— 4o i- -- — — -- — i— Lu cr fL `�__- --- `� F- LU Ui 20 — - ---_— —1 — -- -- — —, 80 10 _—_S�"� I ---==_=7*=_= .- - - - - ....__-..._ _� —--- - 1 25 k 7 k 60 mm 19 min 4 min 1 rt1111 #200 0100 #50#4f>r30 #16 #10#8 #4100 45 min 15 min ale" 3/4' 1-i/2' 3' 5'C 8' TIME READINGS I U.S.STANDARD SERIES CLEAR SQUARE OPCNNJGS LOCATION TEST BORING NO.53 @ DEPTH OF 9.0' GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY SAND 97 % PLASTICITY INDEX NP •LASSIFICATION SILT 8 CLAY 3 % GRADATION TEST RESULTS FIGURE A-47 'W A. G. WASSENAAR, INC. GEOTECIINICAL CONSULTANTS 0 HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO Srt T(NON-PLASTIC) SAND GRAVEL FINE I MEDIUM }COARSE` FINE I COARSE 1 COBB'ES DIAMETER OF PARTICLE IN MILLMETERS - .001 .002 005 .009 .019 .037 .074 .148 .297 .590 1.19 2-38 4.76 9.52 19.1 38.1 76.2 127 200 100 0 oo __ 10 E ,_.:-_——._ _ -.--_. _- £�T--_,.._=.--,--7===-- _._ - ao —__- 4-7.-.1... � - - 1 -t_-- _- 20 Y---- �� 30 0 Z ==-_ _-_______ ____ _`� -_._--- r CC w -_ .. _- ---- - _ ti _ U cr 20 --— `� — - __ - w �-- e° 10 _ - ■ - -_ ---•- - - 90 o — - _� __— -- C � -- __ �_-25 Iv 7 hr 80 min n 19 min 4 nnn 1 min #200 #100 #50 040#30 #18 #1018 #4 318' 314- 1-11? 7 -100 45 min 15 mil 5'8• 9 ) TIME READINGS I U.S.STANDARD SERIES I CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.54 @ DEPTH OF 19.0' _ GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SILTY SAND 72 % PLASTICITY INDEX NP CLASSIFICATION SILT&CLAY 28 % III• HYDROMETER ANALYSIS SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) S GRAVEL FINE AND I MEDIUM COARSE FINE I COARSE COBBLES DIAMETER OF PARTICLE IN MILLIMETERS -001 .002 .005 .009 .019 .007 .074 .149 .297 .590 1.19 2.38 4.76 9.52 19-1 38.1 752 127 200 100 30 0 co ___ — —— 40 a W 60 0 70 0- -- _ _ 9D — 251- T Iv BO min 19 min 4 min in #200 0100 #50#40#30 #15 #10#8 #4 318 31f4' 1-112' 3' 3.6' 8100 'linen 45 min 15 min 1 TIME READINGS 1 U.S.STANDARD SERIES I CLEAR SQUARE OPENNGS J LOCATION TEST BORING NO.57 @ DEPTH OF 9.0' -- GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION SAND,SLIGHTLY SILTY-- SAND__ 93 % PLASTICITY INDEX NP 0LASSIFICATION _ SILT&CLAY 7 % GRADATION TEST RESULTS FIGURE A-48 ®W A. G. WASSENAAR, INC. GEOTFCHNICAL CONSULTANTS f• ' HYDROMETER ANALYSIS SIEVE ANALYSISCLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE 1 MEDIUM [COARSE' FNC 1 COARSE COBBLES DIAMETER .001 -002 .005 .009 .019 .037 074 .149 OF PARTICLE.590 1.1MILLIMETERS 9 2.38 4.76 9.52 19.1 38.1 76.2 127 200 700 _ 90 20 70 -1 U _ — 30D Z — -- _- — _ ,- , 50 W -_ -- _ - -- _-- = - 60 U 70 a zo ao to ■� _ o 425 Ef 75 hr 60 min 10 min 4 min 1 Min .200 110D 150 140130 #16 11018 .4 3I6' 3l4' i-1R' 3' 5.6' 6.700 TIME READINGS _I U.S.STANDARD SERIES CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.59 @ DEPTH OF 14.0' GRAVEL 0 % LIQUID LIMIT NV SAMPLE DESCRIPTION_ SILT,SANDY _ SAND_ 24 % PLASTIC{TY INDEX NIP CLASSIFICATION _ SILT&CLAY 76 % - ill HYDROMETER ANALYSES SIEVE ANALYSIS CLAY(PLASTIC)TO SILT(NON-PLASTIC) SAND GRAVEL FINE 1 MED41M `COARSE FINE 1- COARSE 001 007DIAMETER OF PARTICLE IN MIWMETERS {coBBIS 005 .009 019 0.37. .074 .149 .297 .590 1.19 2.38 4.76 9.52 19.1 38.1 76.2 127 200 100 -- _--..—go .—.. _ r-.-_—.— 20 30 O z50 -- T.- —� ft LLILUZ 60 O - 30 - —=r —'— - - ----�__._- D 70 0- ao _ I—.--.=—=. _ _=...7- '—_-__•.7.177.*:-7 .1-7. '--— ---— ---------4 _ TO ••-_-. - -- -' .- _. __ _�___— _ _ 90 D- _ "- -- ---'- — -'-.-—--- -- -r- 251w 7 hr 60 min 1911w1 4 men 1 min 8200 1100 150.40130 116 ♦1016 .4 3/6' 3H' 7.112 3• 100 45 min 15 min 5'6' 8' TIME READINGS U.S.STANDARD SERIES I. CLEAR SQUARE OPENINGS LOCATION TEST BORING NO.61 @ DEPTH OF 19.0' _ GRAVEL 0 q LIQUID LIMIT _ NV SAMPLE DESCRIPTION SAND,VERY SILTY _ SAND 63 % PLASTICITY INDEX NP iiLASSIFICATION SILT&CLAY 37 % - GRADATION TEST RESULTS FIGURE A 49 NIF\ A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS • HYDROMETER ANALYSIS STEVE ANALYSIS f SAND GRAVEL CLAY(PLASTIC)TO SILT(NON-PLASTIC) , - COBBLES FINE MEDIUM COARSE FINE COARSE DIAMETER OF PARTICLE IN MILLIMETERS .001 .002 .005 .009 .019 .037 .074 I49 297 .590 1.19 2.38 4 76 9.52 19.1 3&1 76.2 127 200 100 - —__. — _ -r_--T--_-___.- 90 _ - - 10 _.d._a__..__._. .--. ----._.._..—_—....— .....- ,__.—. _....-.._--..— _T.__,_— 80 — 20 — _�_ —Y.--_------ i...---...—__ - 90 70 r ....._-----"t._. ..__._.. ...__,__..— —.---. CO 60 IL • (5 CC CC LU 0 40 BO 0. 20 — e6 to 0 _, 100 25 hr 7 K 60 min 19 min 4 min /min *200 *100 1150►40030 ♦16 010*8 #4 3/8' 3/4' 1.1/2' 3' 5'6' r 45 non 15 roil i TIME READINGS i U.S STANDARD SERIES I CLEAR SQUARE OPENINGS ,_ I LOCATION TEST BORING NO.62 @ DEPTH OF 4.0 _ GRAVEL 0 _ % LIQUID LIMIT NV SAMPLE DESCRIPTION SILT,SANDY SAND 16 % PLASTICITY INDEX NP •CLASSIFICATION - _ SILT&CLAY 84 -- 'ice GRADATION TEST RESULTS FIGURE A-50 ?Cow. W P • nataathif) L C_ f' C C C • N u C u C 4 I < co 3 X 60 Zu a • 0. C < PROPOSED PIONEER EMERGENCY RESPONSE and FACILITIES PROGRAMMING PLAN • The Change of Zone for Pioneer proposes the following recommended course of action for the consideration of the two fire districts that have jurisdiction to serve the Pioneer Development. 1. EXISITNG CONDITIONS: a. Rural fire protection coverage is provided by the Hudson Fire Protection District and the Southeast Weld Fire Protection District. Response times can be approximately 20+ minutes for all fire, medical and other emergency calls (in ideal weather conditions). b. These response times do not meet any known "standard" for response (as defined in NFPA Standard 1720). 2. PIONEER SERVICE PLAN: Phase 1: Initial Development (defined as infrastructure construction phase -workers are on site and the use of combustibles for building construction is under way- no Occupancy permits have been issued, the Model complex is not yet open to the public.) PHASE 1 SERVICE GOAL - Response time 20 minutes 80% of the time Accomplished (by both departments) from existing facilities • Pioneer is committed to supplementing the existing Districts finances (a 2 mill tax levy through the Pioneer Metropolitan Districts). The division of these two mills will be dictated via an IGA between the parties involved. The IGA will be complete before Phase Two. • Phase 2: During the construction period of 500 (permanent) units Occupancy permits are being issued by Weld County. PHASE TWO SERVICE GOAL - The two Fire Districts shall provide coverage in order to meet a response time goal of 10 minutes 80% of the time (24/7). a. Supplemental personnel on site during day time hours. 1. Propose 2 people per day during the work week (10 hours each work day per person, 5 days per week) to assist in achieving the 80% factor at an Estimated Cost = $12-$15 an hour ($1,200 to $1,500 per day) b. Capital needs 1. Facility - Pioneer will work with both Districts to determine an appropriate permanent fire station location. Temporary facilities 2. Equipment - propose one engine on site for this phase initially (discuss use of equipment from either one or both of the two Fire Districts) Phase 3: As the number of units increases (beyond the 500 mark) so does the need for constant coverage (24/7) to call volume PHASE THREE SERVICE GOAL - Respond to fire and other emergency service calls within 7 minutes of receiving the call 80% of the time • One engine with a minimum of three personnel (an officer, engineer and a FF/EMT-P The two departments should consider sharing of resources (aka joint staffing) • Hello