Loading...
HomeMy WebLinkAboutSubdivisionGeotechReport GEOTECHNICAL REPORT FOR: COB TRANSFER STATION Lot 1, Minor Subdivision No. 154 East Griffin Drive - Bozeman, 1V T March 2003 Prepared by: ALLIED ENGINEERING SERVICES, INC . 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 TABLE OF CONTENTS INTRODUCTION........................................................................................................................................................ l SUMMARY OF CONDITIONS AND RECOMMENDATIONS ............................................................................... 1 SITE AND PROJECT DESCRIPTION........................................................................................................................4 GEOLOGY..............._..------.............................................................................................•----.........................................5 EXPLORATIONS,TESTING,AND SUBSURFACE CONDITIONS.......................................................................5 SubsurfaceExplorations...........................................................................................................................................5 LaboratoryTesting....................................................................................................................................................6 SoilConditions.........................................................................................................................................................6 GroundwaterConditions...........................................................................................................................................7 GENERAL CONSTRUCTION RECOMMENDATIONS...........................................................................................7 Strippingof Upper Fine-Grained Soils.....................................................................................................................7 Useof Excavated Fine-Grained Soils.......................................................................................................................7 GroundwaterDewatering..........................................................................................................................................8 SeismicDesign Factors.............................................................................................................................................8 EMBANKMENT FILL SECTION RECOMMENDATIONS..................................................................................... 8 General......................................................................................................................................................................8 Concerns...................................................................................................................................................................8 Mitigation of Differential Settlement Potential.........................................................................................................9 Placement and Compaction of Embankment Fill......................................................................................................9 EmbankmentMaterials.......................................................................................................... .......................... .....9 FOUNDATION AND SLAB RECOMMENDATIONS..............................................................................................9 General......................................................................................................................................................................9 Footings.................................................................................................................................................................. 10 LateralEarth Pressures........................................................................................................................................... 10 FoundationWall Backfill....................................................................................................................................... 11 ConcreteSlabs........................................................................................................................................................ 11 FOUNDATION-RELATED FILL MATERIALS...................................................................................................... 11 Sandy(pitrun)Gravel ........................ ................................................................................................................... 12 WashedOr Screened Crushed Rock....................................................................................................................... 12 On-Site Fill............................................................................................................................................................. 12 FillPlacement and Compaction.............................................................................................................................. 12 ASPHALT PAVEMENT SECTION RECOMMENDATIONS................................................................................. 13 General.................................................................................................................................................................... 13 Recommended Pavement Section........................................................................................................................... 13 Validityof Design................................................................................................................................................... 13 Construction of Asphalt Improvements.................................................................................................................. 13 Recommended Grade of Asphalt Improvements.................................................................................................... 14 Pavement Section Materials,Placement and Compaction...................................................................................... 14 PavementDesign Parameters......................................................................................................I........................... 15 UNDERGROUND UTILITY RECOMMENDATIONS........................................................................................... 16 i TABLE OF CONTENTS (cont.) SURFACE AND SUBSURFACE DRAINAGE RECOMMENDATIONS .............................................................. 16 General................................................................................................................................................................... 16 SurfaceDrainage ......................................................................................................................... 16 SubsurfaceDrainage.............................................................................................................................................. 17 LIMITATIONS......................................... ..................................._.................................... ................................ 17 REFERENCES........................................................................................................................................................... 18 SUPPLEMENTAL INFORMATION 0 List Of Tables Table I —Compaction Recommendations(Application vs.Percent Compaction) Table 2—Pavement Section Components and Compacted Thickness Table 3 —Pavement Design Parameters O List Of Figures Figure 1 —Vicinity Map Figure 2 - USGS Topographical Map Figure 3—Site Plan of Existing Conditions Figure 4—Site Plan of Proposed Improvements Figure 5—Environmental Geology Map Figure 6—Foundation Excavation,Drainage&Backfill Detail for Transfer Building and Structural Embankment Fill Figure 7—Foundation Excavation.Drainage&Backfill Detail for Administration,Maintenance,and Scale Buildings O List Of Appendices Appendix A—Test Pit Logs Appendix B—Laboratory Test Results Appendix C—Important Information About Your Geotechnical Report ii Ado ALLIED ENGINEERING SERVICES. INC_ INTRODUCTION Provided herein is our geotechnical evaluation of Lot 1, Minor Subdivision No. 154, site of the new City of Bozeman Transfer Station. This property lies on the north edge of Bozeman and is bounded by East Griffin Drive, Manley Road and the Montana Rail Link tracks. It is presently undeveloped, encompasses an area of about 15.5 acres, and is located adjacent to the Mergenthaler Building. We understand the proposed improvements being planned for the site include a transfer building that will be elevated on a large embankment fill section; separate administration, maintenance, and scale house buildings; and several thousand square yards of paved access drives and parking areas. Extensive landscaping and perhaps even the placement of earthen berms are expected around the perimeter of the property to help shield the visual impact of the garbage facility. Our geotechnical evaluation consisted of researching available geologic information, conducting seven on-site explorations, characterizing soil and groundwater conditions, and performing appropriate engineering analysis. This report fully documents our work and was prepared to inform the Owner, Architect, Engineer and Contractor of the site's subsurface conditions. It presents several geotechnical recommendations we feel should be considered and implemented during the planning, design and construction of the improvements. SUMMARY OF CONDITIONS AND RECOMMENDATIONS Based on our investigation, the site is underlain by sandy gravel with abundant cobbles beginning between 1.5 and 2.3 feet below the ground surface. With the exception of some minor, thin bands of sand, the shallow gravel deposit was observed to be relatively uniform within our 15-foot deep limits of exploration. According to logs from nearby water wells, this gravel formation, which was deposited in the East Gallatin River and Bozeman Creek drainages, extends to at least the 100-foot depth. Due to the fluvial environment in which these gravels accumulated, they are often interbedded with non-continuous layers of fine-grained materials. Sand, silt and clay seams are shown to exist at various depths on the above-referenced logs. As a result, we fully expect that discontinuous seams of these same materials underlie this property. Three separate layers of soil were found to overlie the gravels across much of the site. These include intermediate layers of native sandy lean clay, organic topsoil, and a surface covering of gravelly fill materials, which remains from past land uses. Groundwater was intersected at the 10-foot depth on the southwest side of the site, but dropped below 15 feet in the northeast corner. The adjacent pond at the East Gallatin Recreation Area is the likely cause of this abrupt difference. In general, soils changed from brown to reddish brown near the seven-foot depth. This color variation may indicate the historic depth of seasonal high groundwater. Allied Engineering Services, Inc. Page I COB Transfer Station Project:01-117 Bozeman.MT March 19,2003 In summary, the geotechnical condition of the property is very suitable for the planned improvements. We understand new site grades, with the exception of the embankment fill area, will likely be designed to match or set below existing topography. As a result, all buildings' exterior footings (except for the portion of the transfer building that is constructed on the embankment fill section) should readily bear on native gravels, i.e. the site's "target" foundation material_ In addition, the shallow depth of the gravels will allow for their use as subgrade support for the access drive and parking area improvements, which will be subjected to repeated, heavy truck traffic. The utilization of the high-strength gravels for subgrade (as opposed to the upper finer-grained soils) will substantially reduce the thickness of the compacted gravel section that is required to support the asphalt and concrete surfacing over a 20-year design life. Our primary geotechnical concern for the site relates to the large embankment fill section and the potential settlement it could induce. We understand the embankment fill will be about 15 feet high and over 150 feet wide. These embankment loads will transmit substantial stresses to the soils far below the site (well beneath the 15-foot depth). We anticipate immediate settlement will occur in the underlying sands and gravels. However, if non-continuous seams of silts and clays are present at some depth within the embankment's area of influence, consolidation of these materials will occur more slowly. Since the transfer building will be partially constructed over the embankment (which could take time to completely settle out) and the native gravels (where settlement should be immediate but is not expected to be appreciable under design loading), we strongly feel there is a significant potential for differential foundation settlement. In our opinion, this issue is very important and needs to be properly addressed during site design and construction sequencing. There are two methods to mitigate the magnitude and consequences of any settlement that may occur as a result of the fill placement. The first is to minimize the height of the new embankment above existing grades; thereby reducing the amount of increased pressure on the native soils. We recommend this be achieved by lowering the design elevation of the transfer building's loading bay and adjacent parking area by at least a couple feet below the current ground surface. Our second recommendation is to preload the embankment area and induce any soil settlement well before the building will be erected. Since site development is not scheduled until 2004, time is available for preloading to be effective. We highly recommend placing the embankment fill section to design heights and widths this summer, thereby permitting soil settlement to occur over the winter months. By sequencing fill placement far enough ahead of building construction, which will commence the following spring, the potential for differential foundation settlement will be greatly reduced. Each of these above recommendations is reasonable and prudent and should therefore be strongly considered. Provided below is a summarized listing of other recommendations/considerations for the site: • Roadway grades should generally be designed below existing topographic conditions, but this is especially pertinent within the large parking area on the southwest side of the site. Allied Engineering Services,Inc. Page 2 COB Transfer Station Project:01-117 Bozeman,MT March 19. 2003 By designing this parking area below existing grade, it will result in a lower elevation of the transfer building's loading bay. thereby reducing the height of new embankment fill above the present ground surface. Soil color changes observed in the explorations at about seven feet may indicate the depth of historic seasonal high groundwater. fn order to the prevent the pavement section improvements, which will be 28 inches thick, from becoming saturated by groundwater, we recommend existing site grades be lowered a maximum of only two to three feet. if additional grade reduction is desired, groundwater should be monitored this spring to better identify the actual depth to which water rises. ■ Another major benefit of lowering the site grades is the amount of native gravel that could potentially be mined from the roadways for use as embankment fill_ The design pavement section is 28 inches thick and must be placed and compacted to the full depth, regardless whether native gravels exist above subgrade elevations. Depending on finished asphalt grades, excavation to subgrade could result in the removal of a significant quantity of gravel. Gravel excavation within the roadways will likely provide the largest on-site source for suitable embankment materials. ■ The embankment fill section must be supported directly on the native gravels. All fine- grained soils above the gravels shall be removed prior to fill material placement. ■ The embankment fill should be constructed with select materials consisting of sandy gravel with little to no plasticity. Based on our evaluation, the native gravels underlying site and the imported gravels in the on-site stockpile meet the criteria. Fill materials that are not permitted include silt or clays, organics, and cobbles larger than eight inches. • Embankment fill should be placed in lifts not exceeding 12" (loose) and compacted to 97 percent of the material's maximum dry density. • All buildings" footings, other than the portion of the transfer building on the embankment fill, should be supported directly on the native gravels or on structural fill bearing on the gravels. Due to shallow gravel depths and the anticipated lowering of site grades, most footings should readily bear on the gravels, with the need for structural fill being limited. Footings underlying the transfer building can be supported on the compacted embankment fill materials. • At a minimum, all organic soils shall be removed from under concrete slabs and all slabs should be supported on at least six inches of crushed rock. For slabs that will be subjected to heavy loading, we recommend the crushed rock bear on embankment fill (unloading bay of the transfer building) or on structural fill that is supported on the native gravels (loading bay of the transfer building). An additional recommendation that should be considered, if it is not already, is to construct the turn-around landing on the top of the Allied Engineering Services.Inc_ Page 3 COB Transfer Station Project 01-117 Bozeman. MT March 19, 2003 embankment fill with concrete. A concrete slab will withstand the lateral forces imposed by the turning trucks better than asphalt surfacing will. Over time, asphalt will tend to tear or rut under the constant turning movements. • Pavement recommendations are based on subgrade support being provided by the native gravels and the placement/compaction of the required gravel and asphalt section to full design thickness (28 inches). If new roadway grades match or are set below the existing ground, the subgrade surface in some areas of the site may end up being below the top of the native gravels. This will require the excavation of in-place gravels in order to place the pavement section to design grades. As previously stated, the excavated gravel is a desirable and cost effective embankment fill material. On the other hand, if grades are raised and the subgrade surface lies within the upper fine-grained soils, these soils will need to be excavated down to gravels and replaced with compacted structural fill. In order to maximize excavated gravel quantities and minimize the need for over-excavation of fine-grained soils,we recommend road grades be designed below existing conditions. • To further increase the amount of gravel that can be mined on-site for use as embankment fill. we recommend all areas of the site that will remain unimproved be lowered as well. Consideration should be given to excavating the shallow gravel reserves in these areas and reshaping them into landscaped depressions or swales. Areas of particular interest are on the south and northwest sides of the site near East Griffin Drive and the proposed stoimwater detention pond, respectively. ■ All native fine-grained soils, including topsoil and sandy lean clay, must be stripped within roadway limits and from under the area of new embankment fill. Anticipated stripping depth ranges from 1.5 to 2.3 feet. These soils should be used for landscaping and, if part of the project, the construction of earthen berms around the edge of the site. ■ Based on the presence of shallow gravelly soils, we do not anticipate any geotechnical issues relating to the underground water and sewer improvements. SITE AND PROJECT DESCRIPTION The project site occupies Lot 1 of Minor Subdivision No. 154, an undeveloped property located on Bozeman's north side along East Griffin Drive. This property lies immediately west of the Mergenthaler Transfer & Storage building and encompasses an area of about 15.5 acres. It is bounded on the south by the above city street, on the north and east by Manley Road, and on the west by the Montana Rail Link railroad embankment/tracks. The East Gallatin Recreation Area lies adjacent to the subject property toward the north. Presently, the site is covered by native grasses and contains no improvements. A large stockpile of sandy gravel is located near its northeast corner. Historically, the site has been used as agriculture/ranch land and for Allied Engineenng Services,Inc. Page 4 COB Transfer Station Project:01-117 Bozeman,MT March 19, 2003 construction/materials staging. Site terrain slopes in the northwestern direction between 1.0 and 1.5 percent and ranges in elevation from 4685 to 4705 feet above sea level. Its legal description is "Section 31, T.1 S., R. 6 E., P.M.M.. Gallatin County, Montana". Site location and topography are presented on Figures 1, 2, and 3. We understand the site improvements will include four separate buildings and several thousand square yards of asphalted access drives and parking areas. The dominant feature will be an embankment fill section that stands about 15 feet in height and has a footprint of approximately 200 x 200 feet. The main transfer station building will be constructed on top of the fill, with a portion of it hanging over the side of the embankment and bearing on the native soils. The other three buildings will house the site's administration, maintenance, and scale facilities. We expect extensive landscaping will be a part of the project as well as a possible earthen berm around the site's perimeter to better obstruct the public's view. Figure 4 illustrates the proposed layout of these improvements. According to information provided by SCS Engineers, the anticipated number of vehicles entering the new transfer facility over the next 20 years is as follows: 9,500 packer trucks/year, 3,900 transfer trucks/year, and 150,000 pickups/cars/year. These figures take expected growth rates into account. It is our understanding the axle loads on the packer and transfer trucks are about equal to H-20 loading. The packer trucks that are in current operation around the city, including those operated by BFI, weigh between 40,000 and 65,000 pounds when loaded. GEOLOGY According to an environmental geology map for the Gallatin Valley, (Slagle, et a], 1995), the site is underlain by Quaternary-aged fluvial deposits from the East Gallatin River and Bozeman Creek drainages (see Figure 5). These deposits are primarily comprised of dense, clayey to sandy gravel with cobbles and contain multiple, non-continuous layers or seams of fine-grained materials, including sands, silts, and clays. Well logs from nearby properties confirm the existence of this interbedded geology up to depths of about 100 feet. As discussed later in the report, our explorations found sandy gravels with abundant cobbles to consistently underlie the site to depths of 15 feet below the existing ground surface. EXPLORATIONS,TESTING, AND SUBSURFACE CONDITIONS Subsurface Explorations Subsurface conditions were investigated at the site on February 13, 2003 under the direction of Lee Evans, a professional geotechnical engineer with Allied Engineering. Seven test pits ranging in depth from 12 to 15 feet below the ground surface were excavated using a Hitachi EX-200 excavator, provided by Kolnik Excavation. The pits, identified as TPA through TP-7, Allied Engineering Services,Inc. Page 5 COB Transfer Station Project:01-1 17 Bozeman,MT March 19.2003 were sited in the area bordered by Manley Road and the edge of railroad right-of-way (200 feet away from the track centerline). The surveyed position of each exploration is shown on the site plans identified as Figures 3 and 4. These figures illustrate the site's existing conditions and proposed improvements, respectively. During the explorations, soil and groundwater conditions were visually characterized, measured, and logged. The relative densities of the exposed soils were estimated based on the ease or difficulty of digging, probing of the pit walls, pocket penetrometer measurements, and overall stability of the completed excavation. Representative soil samples were collected for laboratory testing and geotechnical analysis. Logs for the seven pits are contained in Appendix A. Each of these logs presents a thorough summary of the conditions observed at each exploration location, such as soil description, depth, thickness and groundwater position, if applicable. Other items presented on the logs are diagrams of the soil stratigraphy; sample identification, depth, and type of sample; and laboratory test results. The detail provided on the logs cannot be accurately summarized in a paragraph; therefore, it is important to review the logs when reading this report. In conclusion, we feel our level of investigation was sufficient based on the size of the site, the number of explorations conducted, and the consistent subsurface conditions observed. Laboratory Testing Laboratory testing was conducted on selected samples and included analyses to determine natural moisture content, grain size distribution, atterberg limits, and moisture-density relationships (standard proctor). A complete set of test results, which were obtained in accordance with appropriate ASTM procedures, is provided in Appendix B. The results are also presented on the logs in Appendix A for easy comparison between exploration locations. Soil Conditions In general, the site is underlain by a shallow deposit of sandy gravel with abundant cobbles that is'capped by three separate layers of native and imported soils, located within about two feet of the grounb, surface. Relatively thin layers of sandy lean clay, organic topsoil and gravelly fill materials overlie the gravels in ascending order. A brief summary of the site's soil conditions is provided below. For a more detailed description of these conditions, see the logs in Appendix A ■ Gravelly fill was found to blanket the native soils in six of the seven explorations. These materials extended to a depth between 0.5 and 0.8 feet and consisted primarily of silty, sandy gravel with abundant small gravels and frequent cobbles. The upper couple inches of fill was generally comprised of organic sandy silt with gravels and abundant roots. It appears most root growth is occurring within three feet of the ground surface, with some scattered roots extending to a depth of four feet. Allied Engineering Services.Inc. Page 6 COB Transfer Station Project-01-117 Bozeman, MT March 19,2003 • Organic topsoil is present to depths ranging from 0.5 to 1.7 feet below the ground surface, depending of the presence and thickness of gravelly fill. In general, the black topsoil layer, which is between 0.5 and 1.0 feet thick, is composed of organic clayey silt to sandy silt with abundant roots and some pebbles and small gravels. • Brown, sandy lean clay underlies the topsoil across most of the site. This layer contained abundant roots, some pebbles and gravels, and definite areas of leached black topsoil. The base of this clay layer ranges from 1.5 to 2.3 feet below the surface. ■ The medium dense to dense, sandy gravel deposit contains abundant 6" minus cobbles, scattered S" cobbles, and occasional 10" boulders. The upper eight inches of this formation was generally more silty with smaller gravels. With the exception of some minor, thin bands of sand, the composition of the gravels was relatively uniform to the bottom of our exploration limits (15 feet). Groundwater Conditions The explorations in the site's southwest comer encountered groundwater at a depth of 10 feet. while those on the northeast side did not intersect water within their completed 15-foot depth. This steeply sloping groundwater table is likely caused by the adjacent pond, which lies north of the property. Color and moisture changes were evident in the gravels beginning consistently around seven feet. At this depth, the soils turned dark brown to reddish brown and exhibited higher moisture content. These changing conditions, most notably the soil color variation, may indicate the historic depth of seasonal high groundwater. GENERAL CONSTRUCTION RECOMMENDATIONS Stripping of Upper Fine-Grained Soils All upper fine-grained soils, including the native topsoil and sandy lean clay, should be stripped from within the limits of the access drives and parking areas; and from areas where embankment fill will be placed. It is imperative the new roadways and embankment fill section be supported directly on the native sandy gravels, with no fine-grained soils left in place. The reasons for the mass removal of these materials from under the improvements is because our asphalt pavement section design is based on subgrade support being provided by the gravels; and we do not want the embankment bearing on any settlement-sensitive soils. Use of Excavated Fine-Grained Soils Excavated fine-grained soils will be suitable for landscaping or, if part of the project, the construction of earthen berms along the property boundaries. Allied Engineering Services, Inc. Page 7 COB Transfer Station Projects 01-117 Bozeman, MT March 19,2003 Groundwater Dewatering Based on the anticipated seasonal high groundwater depth of about seven feet, groundwater dewatering should not be an issue for most site excavations, including foundations or roads. Utility installations may require dewatering depending on the time of year construction occurs. Seismic Design Factors One of the requirements of the Structural Engineer may be a determination of the soil profile and a seismic zone factor (Z) for the project area. The 1997 UBC defines six different types of soil profiles depending on the subsurface conditions present. Based on our test pit excavations, the soil profile type under the site is considered to be SD,providing all foundation components bear on either the native sandy gravels, compacted structural fill supported on the native gravel, or on the compacted embankment fill materials. The site is located in Seismic Zone 3 with an associated seismic zone factor(Z) of 0.30. EMBANKMENT FILL SECTION RECOMMENDATIONS General Embankment fill section recommendations are illustrated on Figure 6. Concerns As thoroughly explained in the opening summary section of this report, our biggest geotechnical concern for the site relates to the placement of the large embankment fill section and the potential soil settlement it could induce. What makes this issue critical is the fact that the transfer building will be partially supported on embankment fill and native soils. Due to the height and aerial extent of the planned fill section (15 x 200 x 200 feet), the stress increases caused by the embankment will be exerted on the native soils down to relatively deep depths (well below our 15-foot exploration limits). Based on the site's geologic history (fluvial depositional environment), there is high probability that inter-bedded, non-continuous seams of fine-grained materials (silts and clays) exist at depth beneath the site. If affected by embankment stresses, these seams could settle well over one-inch and it could take months to occur. The time for consolidation of fine-grained soils is much slower than that of settlement in sands and gravels, which for all practical purposes is immediate. Since portions of the building will be constructed on the embankment fill and on the native soils, there is some risk of differential foundation settlement. As stated above, embankment-induced settlements could be significant and are time-dependant. In contrast, the building footings supported on the native gravels will trigger minimal settlements that should occur during construction. As a result of the anticipated difference in settlement magnitude and timing, the building could be adversely impacted. Allied Engineenng Services, Inc. Page 8 COB Transfer Station Project:01-I 17 Bozeman,MT March 19,2003 Mitigation of Differential Settlement Potential There are two strongly recommended methods, which we feel are both reasonable and prudent, to mitigate the differential settlement issue caused by the embankment fill section. First and foremost, the height of new embankment above the existing ground surface should be minimized. Decreased soil stresses will reduce settlement potential. We recommend the finished floor of the transfer building's loading bay be set below existing grade by at least a couple feet; thereby reducing the height of new embankment above the ground. Due to the potential high groundwater table encroaching around a depth of seven feet, we recommend lowering site grades no more than two to three feet. The second mitigation method is to preload the native soils by placing the embankment till section to design dimensions well before the commencement of building construction. Since site development is not scheduled until the spring of 2004, there is ample time available to preload the embankment area and effectively induce soil settlements. We recommend the embankment fill be placed this summer; thereby permitting settlement to occur over the winter months. By sequencing fill placement far ahead of building construction, the potential for differential foundation settlement will be greatly reduced. Placement and Compaction of Embankment Fill Prior to placing any embankment fill, it is essential that all upper fine-grained soils be removed from within the limits of the embankment section and the new fill materials be supported directly on the native sandy gravels. The gravelly subgrade surface should be compacted to 95 percent of the material's maximum dry density before fill placement begins. In general, the embankment should be constructed in loose lifts not exceeding 12 inches that are compacted to 97 percent. Embankment Materials Embankment fill should be a select material that consists of sandy gravel with zero to low plasticity. The recommended gradation of the material should be 100 percent passing the 8" screen; 25-60 percent passing the No. 4 sieve; and 2-12 percent passing the No. 200 sieve. The material should have a liquid limit and plasticity index that does not exceed 25 and 6 percent, respectively. Fill materials should not include silts or clays, organics, or cobbles larger than eight inches. Based on our evaluation, the native gravels and imported gravel (in the on-site stockpile) are suitable materials for use as embankment fill. FOUNDATION AND SLAB RECOMMENDATIONS General Foundation and slab recommendations are illustrated on Figures 6 and 7. Material, placement and compaction recommendations for foundation-related fill materials are provided herein. Allied Engineering Services,Inc. Page 9 COB Transfer Station Project:01-117 Bozeman. MT March 19,2003 Footings Based on the shallow depth of native gravel (1.5 to 2.3 feet below ground surface) and the anticipated lowering of site grades, we expect all buildings' exterior footings will readily bear within the gravels, i.e. the site's "target" bearing material. The only exception should be the portion of the transfer building that is supported on compacted embankment materials, which will provide suitable support as well. If in some locations, footing grades end up being above the gravels due to the raising of the site or the deepening of the gravel layer, all fine-grained soils between the footing and the top of the gravels will need to be over-excavated and replaced with structural fill. The fill, which shall be compacted to 97 percent of the material's maximum dry density, shall have a top width equal to the width of the footing plus the thickness of the required fill, but not less than four feet. Prior to constructing the footing or placing the fill, we highly recommend the excavated subgrade surface be properly re-compacted. As long as the above footing support recommendations are followed, the allowable bearing pressure for foundations is 2500 pounds per square foot (psf). This is in addition to embankment loads. Allowable bearing pressures from transient loading due to wind or seismic forces may be increased by 50 percent. We estimate that the above referenced bearing pressure will result in total settlements of less than '/2-inch, with only minor differential settlements. We should be consulted to review any particular loading conditions that may require higher bearing pressures. Lateral Earth Pressures Any buried foundation walls fixed at the top should be designed for an equivalent fluid pressure of 60 pounds per cubic foot (pcf). Cantilevered retaining walls, which are not connected to the structure, may be designed for an equivalent fluid pressure of 45 pcf. These values only apply to retaining walls with backfill slopes less than ten percent; and to walls that are not externally loaded by surface pressures applied above or behind the wall. The above- referenced design pressures assume all walls are backfilled as described herein. We should be retained to evaluate lateral earth pressures for specific geometries or loading conditions that do not meet the above-described criteria. In particular, we should work with the structural engineer on the design of the foundation wall that backs up to the unloading bay as there will be significant loads imposed on this wall due to heavy vehicles. The lateral earth loads provided are for static conditions and should be factored appropriately to represent lateral earth pressures during seismic events. Lateral forces from wind, seismic loadings, or from earth pressures on the opposite side of the building will be resisted by passive earth pressure against the buried portions of structures and by friction against the bottom. Passive earth pressures in compacted backfill can be assumed to have a maximum equivalent fluid pressure of 280 pcf. A coefficient of friction of 0.5 shall be assumed between cast-in-place concrete and the native gravel, structural fill or embankment material. Actual footing loads (not factored or allowable loads) should be used in calculating frictional resistance to sliding at the Allied Engineering services.Inc. Page 10 COB Transfer Station Project:01-117 Bozeman, MT March 19. 2003 base. The above values for friction have no built in factor of safety, so an appropriate factor of safety for each particular load case should be used in all subsequent calculations. Foundation Wall Backfill Wall backfill can consist of any non-overly wet, on-site fill material other than topsoil. The use of topsoil as backfill should be limited to the uppermost one-foot within landscape areas. To avoid damage to foundation walls during backfilling, only hand-operated, compaction equipment is recommended within three feet of walls that are not buried on both sides. Concrete Slabs In general, topsoil should be excavated from under slabs and slabs should be supported on a minimum of six inches of crushed rock. For slabs that will not be subjected to vehicle-loading, the crushed rock can bear directly on the native sandy lean clay. If fill is required to achieve slab subgrade elevations due to the removal of the organic layer, it can include any permitted, on-site or imported material. All fill materials shall be compacted to 95 percent of they material's maximum dry density. For slabs that will carry repeated, heavy vehicles, we recommend the crushed rock bear on either embankment materials (unloading bay of the transfer station) or on structural fill that is supported on the native sandy gravels (loading bay of the transfer building). Fill should meet the material recommendations for sub-base gravel, as provided later in the report, and shall be compacted to 95 percent. If site grades are lowered as recommended, there will be no need for fill placement since the crushed rock should bear readily on the native gravels. Prior to placing either the crushed rock, on-site fill, or structural fill, the excavated surface should be properly re-compacted. We recommend the design of vehicle-loaded slabs be completed in accordance with the 1984 Portland Cement Association publication, entitled "Thickness Design.far Concrete Highway and Street Pavements". As long as the slabs are supported as described above, we recommend using a modulus of subgrade reaction equal to 250 pci. In addition, we recommend constructing the turn-around landing on the top of the embankment fill section with concrete. Due to the repeated turning action of the trucks, asphalt may tend to tear, rut or break apart long before its design life has been met. Concrete surfacing will be far more durable. FOUNDATION-RELATED FILL MATERIALS We expect there will only be a few types of foundation-related fill materials required for this project. These include structural fill under footings (if footing grade is above native gravel elevations); structural fill under vehicle-loaded slabs (if slab grade is above native gravel Allied Engineering Services.Inc. Page 11 COB Transfer Station Project:01-117 Bozeman,MT March 19.2003 elevations); crushed rock under all slabs; and on-site material for wall backfill and filling under non vehicle-loaded slabs. Provided below are our material recommendations for each of these uses. General fill placement and compaction criteria follow the listing of materials. Sandy (pitrun) Gravel Sandy gravel should be an organic free, well-graded material that has 100 percent passing a six- inch screen and less than 12 percent finer than a #200 sieve. Fines should be non-plastic. Material meeting this specification should be used as structural fi I under footings and slabs. Washed or Screened Crushed Rock Washed or screened crushed rock should be a clean, durable material that has 100 percent passing the one-inch screen and less than one percent finer than the #100 standard sieve. At least 50 percent of its particles shall have fractured faces. This material should be placed under all interior and exterior concrete slabs. On-Site Fill On-site fill should be a select material that excludes organics (topsoil), fat clays and cobbles larger than six inches. These materials can be used as wall backfill or as fill under slabs that will not be subjected to vehicle loading. Fill Placement and Compaction All fill materials should be placed in uniform, horizontal lifts and compacted to an unyielding condition. In general, the "loose' thickness of each layer of fill prior to compaction should not exceed 12 inches for heavy rollers and six inches for hand-operated, walk-behind compactors. The moisture content of any fill material to be compacted should be within two percent of its optimum value. Provided below are compaction recommendations for general foundation applications. These recommendations apply to all fill materials and are presented as a percentage of the maximum dry density of the material being placed as defined in ASTM D-698. A common misconception is that washed or screened, crushed rock does not require compaction. This material, which is not moisture sensitive, can easily be compacted with a vibratory plate or roller(smooth drum). Table 1. Compaction Recommendations (Application vs. Percent Compaction) APPLICATION %COMPACTION Structural Fill Under Footings 97 Slab Support 95 Wall Backfill 95 Allied Engineering Services,Inc_ Page 12 COB Transfer Station Project:01-117 Bozeman,MT March 19,200= ASPHALT PAVEMENT SECTION RECOMMENDATIONS General Our asphalt pavement design was performed in accordance with criteria presented in the 1993 AASHTO pavement design guide and the 1991 Montana Department of Transportation (MDT) pavement design manual. Recommended Pavement Section Provided in the table below is the pavement section components and compacted thickness we recommend for all of the site's asphalt improvements, including access drives and parking areas. This section is based on several design parameters that are thoroughly defined later in the report. Table 2. Pavement Section Components and Compacted Thickness MATERIAL COMPACTED THICKNESS(IN) Asphalt 4.0 Base Course Gravel 4.0 Sub-Base Course Gravel 20.0 Native Gravelly Subgrade Soils Upper 8.0 Inches Compacted to 95% TOTAL SECTION TRICIUiESS 28.0 Validity of Design The 28-inch thick asphalt pavement section presented in the preceding table is valid as long as the following two construction criteria are satisfied. First, the section must be supported on compacted subgrade comprised of sandy gravel (native or imported materials). Second, the section must be placed and compacted to the full design thickness. Construction of Asphalt Improvements As previously stated, we recommend all of the upper fine-grained soils overlying the native sandy gravels be stripped from within the roadway limits. Depending on design roadway grades, in-place gravels may have to be excavated or compacted structural fill may have to be placed in order to achieve subgrade elevations. Fill used to raise subgrade can consist of excavated gravel or imported gravel that meets sub-base material recommendations. Prior to placing sub-base gravel or structural fill, the excavated surface should be compacted to 95 percent of the material's maximum dry density. If soft spots exist, over-excavation and replacement will be required. All fill material shall be placed in loose lifts not exceeding 12 inches and compacted to the above requirements. Based on a representative sample of the native gravels, these materials have a maximum dry density of UW7 pef at an optimum moisture content of 7.8 percent. Allied Engineering Services,Inc. Paoe 13 COB Transfer Station Project:01-117 Bozeman. MT March 19,2003 Recommended Grade of Asphalt Improvements In general, we recommend new roadway grades be designed below existing topographic conditions. This recommendation is based on the 28-inch thick design pavement section and the anticipated stripping depth of the upper soils (1.5 to 2.3 feet). If grades are set above the ground surface, there will likely be a large quantity of over-excavation of fine-grained soils and replacement with structural fill required to satisfy the gravel subgrade criteria. In addition to the constriction expense associated with over-excavating and replacing subgrade, another major ramification of designing the roadway to high is the loss of a potential source for on-site embankment material. By setting roadways below grade, subgrade support will undoubtedly be provided by in-place, native gravels; and a significant amount of gravel could be mined for use as embankment fill during excavation to subgrade. Remember, the second criteria necessary to validate the pavement section is that it must be installed to full, compacted thickness, regardless whether native gravels are encountered above subgrade elevations. Gravel excavation within the roadway limits will likely provide the largest on-site source for embankment materials; therefore, we feel it should be maximized to the fullest extent by the lowering of site grades. It will be less costly to generate on-site embankment fill as opposed to importing it from an off-site source. Based on possible high groundwater encroaching around a depth of seven feet, we recommend site grades be lowered a maximum of only two to three feet. This excavation limit should prevent the pavement section from becoming saturated by rising groundwater. As addressed earlier in the report, the part of the site where maximum excavation should be considered is in the parking area adjacent to the embankment fill section. Pavement Section Materials, Placement and Compaction Since the design daily loading of the asphalt improvements is above 100 ESALS (equivalent single axle loads), we recommend Grade D plant mix be utilized. The sub-base and base course components of the section shall consist of six-inch minus uncrushed gravel and 1-1/2-inch minus crushed gravel, respectively. Both of these gravel courses shall meet the material and gradation specifications as presented in MPWSS, Sections 02234 and 02235. As stated above, the excavated subgrade surface, along with any structural fill that is placed to raise subgrade elevation, shall be compacted to 95 percent of the material's maximum dry density. Sub-base and base course gravels shall be placed in loose lifts not exceeding 12 inches and compacted to 95 percent as well. It is not advisable to place the entire 20-inch sub-base layer in a single lift. We'd recommend that it be stated in the project plans and specifications that the sub-base gravels have to be placed and compacted in two separate lifts. The asphalt surfacing shall be placed in two 2" lifts and compacted to 97 percent of the design mix Marshall. It should also be clearly documented in the plans and specifications that asphalt placement shall consist of two separate, compacted lifts. Allied Engineering Services,Inc. Page 14 COB Transfer Station Project:01-117 Bozeman,MT March 19,2003 Pavement Design Parameters Provided in the table below is a listing of the parameters that were used to complete the pavement design. An explanation of each parameter follows the table. Table 3. Pavement Design Parameters Design Life(yrl: 20 Average Daily ESALs: 113 Design ESALs(20 years): 1,000,000 CBR(%)for Gravelly Subgrade(Native,In-place or Imported). 19.0 Corresponding Resilient Modulus.MR(psi): 12,500 Reliability,R(%): 95 Standard Normal Deviate.ZR: -1.645 Overall Standard Deviation,So: 0.45 Initial Serviceability,pi: 4.7 Terminal Serviceability,p,: 2.5 Asphalt Concrete Laver Coefficient,ai: 0.33 Granular Base Layer Coefficient,a,: 0.09 Base Layer Drainage Coefficient,in,: 0.80 ■ Design Life (yr): Design criterion for project. ■ Average Dail1, ESALs: Multiplied the anticipated number of packer trucks entering site over the next 20 years (9,500/year) by 2 to account for pavement impact upon leaving the site. Multiplied this product by 1.433 ESALs, which is the 18 kip equivalency rate factor that MDT uses for Class 7 trucks. Divided this product by 365. Multiplied the anticipated number of transfer trucks entering site over the next 20 years (3,900/year) by 2 to account for pavement impact upon leaving the site. Multiplied this product by 1.746 ESALs, which is the 18 kip equivalency rate factor that MDT uses for Class 13 trucks. Divided this product by 365. Added the packer and transfer truck values together to get total average daily ESALs. Car and pickup loading was not taken in to account in this calculation since the MDT 18 kip equivalency rate factor for these vehicles is only 0.001, which amounts to < 1.0 ESAL/day. ■ Design ESALs (20 years): Multiplied average daily ESALs by 365 days; then by 20 years. Rounded 816,920 ESALs up to design value of 1,000,000 ESALs. CBR (/)for Gravelly Subgrade (Native, In-place or Imported): This value is based on 12 representative samples of sandy gravel material that were tested as part of other projects. Typical CBR results ranged from 19.0 to 23.0 percent. • Corresponding Resilient Modulus (psi): According to Figure 2.7 in the 1993 AASHTO pavement design guide, this value is equivalent to a CBR of 19.0 percent. Allied Engineering Services,Inc. Page 15 COB Transfer Station Project:01-117 Bozeman,MT March 19,200: ■ Reliability (%): According to Table 2.2 in the 1993 AASHTO pavement design guide, the range for reliability is between 85 and 99.9 percent. 95 percent is a reasonable value. ■ Standard Normal Deviate: This value corresponds to a reliability factor of 95 percent. • Overall Standard Deviation: This value is recommended in the 1993 AASHTO pavement design guide(page l 1-10) for flexible pavements. • Initial Serviceability: This value is recommended in the AASHTO 1993 pavement design guide(page 1 l-10) for flexible pavements. • Terminal Serviceability: This value is recommended in the 1993 AASHTO pavement design guide (page 11-10) for flexible pavements. • Asphalt Concrete Layer Coefficient: This value is recommended in the 1991 MDT pavement design manual (table 3-2, page 37) for Grade A plant mixes(R-value> 70). • Granular Base Laver Coefficient.- This value is reasonable for uncrushed pitrun gravel. • Base Laver Drainage Coefficient: This value is recommended in the AASHTO 1993 pavement design guide (page 11-10). UNDERGROUND UTILITY RECOMMENDATIONS Due to the presence of shallow sandy gravel, we do not expect there will be any geotechnical issues relating to underground utility construction. Pipe support and thrust restraint will be adequately provided by the native gravelly soils; and as long as the gravels are not overly wet, backfill and compaction should go smoothly. Based on a representative sample of the native gravels, these materials have a maximum dry density of 136.7 pcf at an optimum moisture content of 7.8 percent. Particular care should be taken to assure adequate compaction in utility trenches situated under large embankment fill sections. Inadequate compaction could lead to undesirable settlements affecting utilities, as well as overlying pavements and buildings. SURFACE AND SUBSURFACE DRAINAGE RECOMMENDATIONS General Surface and subsurface drainage recommendations are illustrated on Figure 7. Surface Drainage Site grading must establish positive drainage away from buildings in all directions. The final grade of the backfilled soils next to foundation walls should be terminated at least six inches Allied Engineering Services.Inc_ Page 16 COB Transfer Station Project:01-117 Bozeman. MT March 19,2003 below the top of the interior concrete slab or the base of the sill plate. Concrete walks that abut the foundation should have a minimum grade of two percent, while adjacent landscaping (lawn, shrub/flower bed, etc) should be sloped at a grade of at least five percent within ten feet of the wall. In order to further reduce the potential of moisture infiltration along the walls, the upper- most six to eight inches of backfill should consist of low permeable soil. Finally, all roof drainage should be discharged well away from the foundation footprint. Subsurface Drainage The installation of foundation drainage measures will not be required for buildings that are constructed over a concrete slab-on-grade; and they should not be necessary for crawl space foundations that extend less than five feet below existing topographic conditions. However, if site grades are lowered as recommended earlier in this report, crawl spaces will likely exceed the five-foot depth criteria; thereby, becoming more susceptible to moisture problems during periods of seasonal high groundwater. As a precaution, drain piping (4" slotted PE) is recommended be placed along the inside of the perimeter footings and along interior strip footings at an elevation equal to the base of the footing. The piping should be laid level, be properly bedded with at least six inches of one-inch washed/screened crushed rock, and be surrounded by a non-woven filter fabric. A small diameter, sump chamber will have to be installed in the crawl space that is connected to the drain piping. Provisions for a sump pump and discharge piping will need to be made in order to remove water from the crawl space in the event seasonal high groundwater is an issue. The chamber should be perforated or slotted, and backfilled with crushed rock. This will allow it to also act a groundwater collection point. To further provide moisture protection in crawl spaces, we recommend damp proofing the exterior foundation walls; installing proper foundation vents; and covering the crawl space floor with a 6-mil vapor barrier that is secured to the wall. It may be desirable to place a thin layer of crushed rock throughout the crawl space prior to placing the vapor barrier. The rock will raise the crawl space grade above the invert elevation of the foundation piping and provide a permeable layer for moisture to flow toward the sump chamber. For slab-on-grade foundations, moisture problems can be reduced by damp proofing the exterior walls and placing a standard vapor barrier under the slab. LIMITATIONS This report provides our geotechnical recommendations for the proposed City of Bozeman Transfer Station improvements on Lot 1 of Minor Subdivision No. 154. These recommendations are based on previous engineering experience with similar geologic settings; and on the soil and groundwater conditions observed in the test pit excavations. If during construction, subsurface conditions are found to be inconsistent with those described in this report, we should be advised immediately so we can reconsider our recommendations if need be. Allied Engineering Services,Inc. Page 17 COB Transfer Station Project:01-117 Bozeman.MT March 19, 2003 All individuals directly associated with this project site should consult this report during the planning, design.and construction of the site improvements. It should be made available to other parties for information on factual data only and not as a warranty of actual subsurface conditions such as those interpreted herein. We appreciate the opportunity to perform these services. Please call if you have any questions. Sincerely, Allied Engineering Services, Inc. Lee S. Evans,PE Cr ` . Madson.PE Geotechp eal Engineer G -,olec-hnical Engineer ' T ' ��� ANC.•• LEE SCOTT • EV, : cr . � , w . 144 z . LU : or 311�i-3 _ '.-/CENSV '•.s'/pNAL E�• REFERENCES Slagle, Steven E., (1995), "Geohydrologic Conditions And Land Use in The Gallatin Valley, Southwestern Montana, 1992-93, U.S. Department Of The Interior,U.S. Geological Survey. Smboz:�Projects12001101-117\GeotechmcallReport\01-1 17geolechrpt.doc Allied Engineering Services,Inc. Page 18 LIST OF FIGURES Figure I — Vicinity Map Figure ? — USGS Topographical Map Figure 3 — Site Plan of Existing Conditions Figure 4 — Site Plan of Proposed Improvements Figure S — Environmental GeoloD,Map Figure 6 — Foundation E_rcavation, Drainage & Backfill Detail for Transfer Building and Structural Embankment Fill Figure 7 — Foundation Excavation, Drainage & Backfill Detail for Administration, Maintenance, and Scale Buildings /J l o L r-orks,gg � � _ z Willow o .�ta,4anttattan Old Form Rood Creek �► m, �-�, LfvtnQstort °'� H.rrtson ` ; 'P C Res.�o ` A, o N �d NorrisHyaft I' fit Augusta Dr GIt RsaenSNr d a Errnla Lake° Ern a x > 1 2117Y c 3 ° �Chko rid Big Hot spri Commercial Dr. Ctty ai ; 4. Meadow-VV-w- - -v' - u ,r} V 10 0 C j1 ln. Griffin Dr. AREA MAP o Dr. /q/ Area Chamber \ es of Commerce ��6 Ev„r9ree � vW Bryant Tsctwche Lone n PROJECT SITE 9 °°red LOT 1 Dt MINOR SUBDIVISION NO. 154 . \` trch Galloon Birch OQ Gdd6^Rod In .� � .- Q Daisyg a £ Hemlock county j Stevens oo Fairgrounds a^ 3 > Juniper Juniper R r into ,q s o w:ndsor � Tamarack St.if? ^��^Rd 4 LOW St 'e Sr r°E1er Aspen> > d avt�odt �1° m -C Cottonwood St. __ L -_�_ m > Q Q Q> Q > Q Q Q Q Q > 5 ort St. Q 1 To ange m -2 - 0 c`o o h M' > > a m o 0.UFndley �y ,� N F., N N _ ^ Villard St. v Q Q C N I+ > > m > Beall St � M o o o Davis s ? Beall St ao:� Q Q Q Q lamme St. t= Do m 2 ° ° a ro Q Hi9h t c 4x 3 OndM hOil S� � C b s _ w N Street _ Main Streit Main Street °' r abMo It. Street =_ y— -a—ea ,r ------- >—--rW--. > University > ID >u T Q m Fd t Olive St. Q Q' > Q> Q> Q Olive St. t S4uo►e { m Pioneer s Q I b; u a 1 ` s yc r, Shopping ° _ O Curtis St. Co j center — O ao i\ a 1 - e Koch St. '6' > ry L Q > rr 1V Si t✓ o © m ci Ctn. Ct u a of m Q �9e P. NOT TO SCALE BASE MAP: BOZEMAN CITY MAP; BY: BOZEMAN AREA CHAMBER OF COMMERCE, 2000 COB TRANSFER STATION m FIGURE I Civil Engine J2 DISCOVERY DRIVE VICINITY MAP LLC Land Surveying HOZEMAN,MT59718 DRAWN BY: L,IG PHONE(406)502-0221 DATE: 02/2003 ALLIED Gcotechnical Engineering VAN(406)582-5770 BOZEMAN,MONTANA ENGINEERING PROJECT / DI-117 FIGURE 1.DWG it CT 9 ` 4551AT I \\ \ / `�_ ����� ,ll, \• �• r�! - ,`'-�J•r OMt/` e ` ` • _ Cree \� If r E PROJECT SITE LOT 1 - �_ MINOR SUBDIVISION N0. 154 K Ii 179.E7 tj I j Pw -'i I' 35 ON 1 1 ( 47 S7 T,a i;e� I .. .1 1� � :• � I � y •1,.i f 1 Pa♦A d6$AT 1 7 ' r i,�y' �11 � iF9iognd ■ `!9'6` _ - `) l i` ,) )�� '_ `4� , ! F''Iafi�"! 4a6a- \ �` ' J1 ,IA,J'T I �1 � � V ,,. 1 l• i p it r �• 1` '9l ti: 0 2000 4000 6000 SCALE: 1 INCH = 2000 FEET BASE MAP: BOZEMAN QUADRANGLE; BY: USGS, 1987 COB TRANSFER STATION FIGURE 2 LL= Civil Engineering BOZ NON,,%IT 597111 DRAWN BY LJG USGS TOPOGRAPHICAL MAP ALLIED cDDI inn al veying Enginccring P,RiO E(406A��1 DATE: 02/2DO3 BO"GEMXN, MONTAINA ENGINEERING PROJECT 01-117 -- EIGBRE 2.DINGWG CITY OF BOZEMAN \ U LEGEND PROPERTY LINE BM 1217 i II i _ V MAJOR CONTOUR ELEV. = 468357' (HYO ARROW BOLT) ° PROJECT n( MINOR CONTOUR II `• SITE 1 13 ! IL�I 1 __ SEWER EASEMENT -- GAS EASEMENT E �•I, 115 � . lJ Bridger Dr 1i i q - — ROAD EASEMENT bk84-pg365 � — RAILROAD EASEMENT \ SS1 � Gr'Iiln pr. RAILROAD CENTERLINE N -\ •` w ROAD CENTERLINE ,% S BOZEMAN POND eOA�� 0 OVERHEAD POWER _�/+•\ ,� `- �• (O^ +�y0 UNDERGROUND POWER \•\ F �\ •�: I n _ UNDERGROUND GAS •� p = y \ - `� '- •\�•�`� VICINITY MAP UNDERGROUND PHONE �. l•, \--•..� � . \ NOT 70 SCALE RAILROAD TRACKS - ' 'i •�,`� '� WOOD RAIL FENCE 1 W/ SURVCO BARBWIRE FENCE 1 ` \-• �•\ CHAINLINK FENCE �� \` �\ �+ •~~ •'/ `• _ w MO IS REAND w/MC TRAIL \ �V � � 589'ad'08 520.00• wORR150N AND M.uERIE - POND EDGE \ `�. --, -`�;; FN0 96•REBAR SEWER MAIN \ TP-J ?P 4 �'^+ •�.�` w/vnc cAs•oN 575553,W * ( \ N88'34'21•W ND ii. \9A A BM 1216 �� ` '�.- _ 112.58' RfSAR WA 1ER MAIN ELEV s.4690.53' -, w/wc PAVEMENT EDGE (HYO ARROW BOLT) - \, �,,_- GASTON -� SIGN � lam\•,' ,�`'\ S ® SEWER MANHOLE IS l42T Rcren - \, \kfD 6• DG WATER VALVE �'a\ \ Z�ht\' S\' FIRE HYDRANT �O 1�1yT 4c , TP- 1` ACCESS \SfM\T TP-2 SfyENr--- - - --- -- - PHONE PEDESTAL PO • \ G - A IIf'577 US WEST BOX ?Tr `1 1 I] POWER METER ?I7 - 1 MERGENTHALER y IP-7 STORAGE POWER TRANSFORMER PRY VAULT •i�• - 6P i I It TEST PIT ��i BM 1215 MS • FOUND PROPERTY CORNER AS DESCRIBED boy (HYp ARROW 80LT)ELEV OLT) 1 ACCESS �j O SET PROPERTY CORNER %" REBAR WITH 2- ALUMINUM CAP O TP TP-6 w,c WITNESS CORNER �w -1 - � ! ® FOUND U S. PUBLIC CORNER AS DESCRIBED \ , ` AN UTIIDELITY PUBLIC ACCESS AND UTILITY EASEMENT FOR j I I MANLEY ROAD REALIGNMENT 40' o p f Wz p U I � o Or 00 l P 1 t> '_- - GRIFFIN DRIVE REBAR w/7Y•Al CAP MO Z vv--+_.�'_�� •'.�'•'r^"^•"'^^r^'^1,^'r=•'^'• L 40RRtSISON AND MAIfRLE - rg BASE MAP TOPOGRAPHIC SURVEY BY: ALLIED ENGINEERING SERVICES, INC-, 2003 NO. REVISIONS DRAWN P.Y DATE 0 loci 200 300 PROJECT N. 01-117 FIGURE CITY OF BOZEMAN TRANSFER STATION Civil Engineering 32 DISCOVERY DRIVE DATE 03/2003 SITE PLAN OF EXISTING CONDITIONS Land Surveying 13D7.6MAN,MT50 FIGURE 3DwG SCALE 1 INCH 200 FEET ALLIED Gcotcchnical Engineering PHONk I4061 51I2-0221221 PROJECT ENGINEER•LSE DRAWN Br LJG ENGINEERING Structural En ineerin rAx IJI1615,92-577N COB TRANSFER STATION DESIGNED BY.- LSE REVIEWED BY LSE BOZEMAN,MONTANA nFR�ICEs..��. g s EaISTING SITE PLAN L E G E N D / %j SEWER EASEMENT \ WATER LINE - % PREVAILING i �' - _- `- - __--'""• --------------- SEWER WIND \ \. TP-1 % \ GAS EASEMENT \ TEST PIT LOCATION \ i. PROPERTY LINE PROPERTY LINE \\• TP-5 \ `\ MANLEY ROAD EASEMENT \ ADMINISTRATION \ ` BUILDING W TP-4 -1 T! SCALE FACILITY \•'\ \♦ � FEE RECYCLING 3 � \ AREA - TP-7 �\ \`♦ TP 6 MAINTENANCE `F\•. `\ BUILDING \ \• `♦ TP-2 PROPERTY LINE TP-1 \\ `�`♦ ti SF \ \ % R Cf .• y� p RK rJC \ ss- FF X - BASE MAP: PROPOSED SITE LAYOUT - BY: SCS ENGINEERS, JULY 2002 NO REVISIONS DRAWN BY DATE 0 50 100 150 __ PROJECT 0: 01-117 CITY OF BOZEMAN TRANSFER STATION . Civil Engineering g 32D1S RI COVERYD ,-E DATE 03/2003 FIGURE ,/. = ZL— Land Surveyin BOZEMAN•MT 59718 FIGURE 4 OWG 4 SALE: 1 INCH = 100 FEET SITE PLAN OF PROPOSED IMPROVEMENTS g ALLIED Geotechnical Engineering rNONE,aoe,tea 0321 PROJECT ENGINEER:L DRAWN BY: LJG FAX(4061s82-577o SE COB TRANSFER STATION DESIGNED By. LSE REVIEWED BY: LSE BOZEMAN,MONTANA ENGINEERING Structural Engineering SERVICES.ING PROPOSED SITE PLAN d. •JECT SITE LOT 1 � OR SUBDIVISION NO. I �. � � • r •�••f4 . . % "� MAP, 1�.I7.■ .ram v.aas VOW& .��uu��aca0.ao■a. ■� 1� '1.•�.. ........ ji ._.._..... I... • •f .Iee•L■■ 'n-�vrrrrr ;.err -.-.-�, ���� �•* ,..'. � ,� Mon 1� STATIONnu COB TRANSFER BOZEMAN,MONTAiNA a Y ! 0 u U C O a 't d U r cv O` • • N~ - O z a in > N O U N I�• a e - CC 'n 3 0 w U umo �V cvE -aE moff. y e ` oE � oE N �•O V VI n �._ •off N U CD U U — U U N m f ) OO: ° w N Q a Q a p .� U O Ur A Ut U c m mt U o o o o csm °1 L d0 O UC7 inUC� �Q -m CL o c �• 7 C N ELU = 0) D Z m o 01 Ta U .�C L a m D a s F- C F- • N m a a E N m N Q • - x ._ (n m<LC-< T a a 3 fn — p a > Q >, m � � a � YES >' y0 m~ O m a m m - cn cn U a mcm L u c c c c00 c y ° v.? a E O' C N 7 0 CIm E N iVaa_�•- ca C � vA ,,'•�a i~ c. Lp Z OaEcL�n L�Uy 0 �mO — Am�T La�N L yp J �a ` = um ° v � E U O 0 o-0oa ,oO m uN x UU) U O 'o a CDN .2Q ai U jE E Oc O O O O Ua mm d pc C OU > mU aO a w LL m m> C E 0 OC z H 05 U(n mrn rn2u o p'U ta O a O a O..yE aE_ E co o o E Z E = - ,n fnUU -j U ILK L m 00) ' '~I••--r.fiUr,•rrr+l +Cu O O QJ J(n C7LL�F La. 0 F-1 F-1 E om ram• . rn c O ' `° Sao O a O �r�• °c• C C 7 ram+ r�r f0 C7 A U a (7 C N 'as ,t7.•• C V ..T. ° r " •f-1 ���1'..���-jjj+ CD a c N• a � Ea :D cNo L• o p � c > 2� " rnUZ •,� mya � �" CD El ah� N _ t, > Q L � Ed,� r• = c' m to O c.c •.w N cz • :`fig E p o -a c ,c O O)m z 0 a0 a>C N a) a LV ELL rO y `2-0u J C � U m 67 U c p <? �o m O Vi(n a N a p a J m y 4-4 w 1'a x .` - G7 d f0 m {� 1 N O w ) m �� o 00408 Nv1°LmU y U c p `1 aO ao LL "0 7 N�� O a a-0 a �.]. LL C C C « � •� }c ma r toU o o� U m da c CM, m J.Ucu p mm ,� ° a ai _ r. � N m n o n r cz ■ t m 4. �A Z-jjzw a co—c E ` m u) mLO _N— m aci cG cn a) a� E aaN= O a O n. do gu$ rY1 N d V ME O m o Z Q o U R -C9''N E E F+� d 0 z w•• W V F-t N F-J '0 m� v m > 0-0 m `7 y U O — UN 0 a)= HazF- a=.�aC � c zycE m- U _ E J O `1 N c o a F- �p ° d C �p�m N > r m— c U N Cf u'�'p E ' E O m 0 °/ .c C ® L > p N m J-0 7 E :••p• Y a L y O)N y am I a0 3.- a o U o T aF- CL• C L . I+ N � � c d - Q oo ..�• - E c QC7 a > >vCc. as c� M o - o J Q O'm (� `°L 17 m as O L C •••°• E._V O C _- CZC'J(7F-c'4= W ZF- Q Uic InZD '-' 'O 3 O Z ME 7 71 N y i L mop o �ac1 r C P�o c Go z a> N m N 4 U i{'� o0o O m G z c > m c c I a E u a > z > N c a)v c : m UCf) i, I ,� ' o� v c m'N dUz RS C i c 1 :L m� ac -o c c c E , c to O E u 0 0 u a 3. 3 [� �G a) m a+ m m O , O O r{ 1' — C d d m N ° N O p_ c -o E -a E - 1 QO " N e m c 00 v a m ° N N O 5 d o E > o E ; > �., m� y¢� >, E U my - a NUaUi mUaUi m �a co cnF N� �m oCJCU .N-. m - C 11J C ' r cn a+ a H > c c N c a i?,j cn r p ° !n m `° m t a O c y al L c �; cn = - C� o Lacmi cmi }-: ! ca � Ui. `-'vc �N � o>a,0� � c A w o ^' O'C C •• C LL }:1;c ; f ( 7 C 0 m= M C lL— r _C m t U L D. O fn 'a a N m� "- m'a— > — N I) w�i c t Qu a u z 1 LL� c� E E v0 m m m_ , y ° a� u E = u E °' N rn ° c mU0 °d� =J�C9u Lo °' y C C O a) C O d c •'{e / c a+ al ¢LL cn O) •1.�•.;� O > O QUO �UC9 " :k<1^ c x o cnmO • o n ¢ci, {r 2 X a 1 c °0 3a, x o > m F -„ yo ° l0 m Em CD c. .8 LL C C a s'3• •o�, C 7 O O O0 -0 E u0 oN m - w I .E !- N C, a m a) Nu UU cnm -- cud , - 'ocm y E 0¢ O-a°V.O1 E v E d ° d m p (•^7 > v u 'm °' mo ° i 00 LL o u i6 "•E E f°a CLLO 75N C �U � ' c C n uz u m 07, ° m G' aa, d Z o.y a N N�az m NN O cnmO c, O cE m E 3� a M CL(n a) o M # � N °n z C� (n C9 J J¢ a)LL y m to d a E a (� c w o•:a'' N O E 3 d r FEl rc 03 I , � ' Dai �+� mco Rzou mD 3 C p O m J , ' p m y v o; is p p cm QI;�. C.9 iiF zm o ►-mm zLLr- w rna 03 N M O N N D IIII_I o_ C/) 03 - - �J��U- e•U Cam• O� - U III IIII IIII I 1 °a." . .� ` Ln r N m o III IIII IIII{ o *' -°o•o° ° ? � r 1 m LL m �+ III HillI III I o a, o `o•, a+ •� N c m m a i C III IIII IIII 1 m °' a'' ("y� •°o n _ °� O >a > IIIIIIIIIIII cE moo ;�• �' a�,u° m d oo F c So zN z III—IIII aLL mm` � E •o•o,�°�` o a IIII—I c a > > > _ o, o =, - ,o m m CL IIII I � N_ �'M-r O >El El °o c � ; c0 u -� aca ¢ - ,, r, 3 I i�i III IIII ym o o wm� 0 -^ • O° pc acaa � a " w )�m •�yp Ca a s 0 r v i F- — m0)> u a L EmE in- °C9 + w III—IIII �' da o �'• c ru�� O rn I °o:-' IIIIIIIIIIII zOa E •(„ °• �o.� LL -Cal @ N N V� U 6 y N C) Ez III—IIII, _ CL „ '� mm 3 c Ir.77771 O C C U ■ _ �I 4 tA� N� 3 m > _ E N D g w i (rgyTp C _ U V ` 1••�••1 ooa vEd o O N o N N f` p 0 LL x _7 m C N tD o 0 0 U 2' w a Ucn v v d;", mQ c �• am Op — u dUQ� wN Nm _o o o.E j LL y m a 5 a o m # m o w y o z �cn m v a d v dzcn E O c x O NO m E N E c� I m aH_ v dw d rno ¢ E m m m m © ® z 0 -a p a 3 z "oo J E °u 3 ' 0. 3 0 > prn w ° �o .cz .0 O Er m 0 O N N m p p U d YO z 0 0.3 LIST OF APPENDICES Appendix A — Test Pit Logs Appendix B — Laboratory Test Results Appendix C — Important Information About Your Geotechnical Report APPENDIX A Test Pit Logs m 7?-R, 7C1P-2, TP-3, 7!' -6, 7CP'-aS, T P-6, and TP-7 _ e e � ryy L .p O Or o� y y L �f rA ci r! o ° ° O c u C o°a° E E` ..� C N C �, Q r' ;• o o c 0 0 o c n 0 o c E S. y ( ! 0 o C O 0 ° 0 0 ° a o Q 0 0 ° go 9�_ v ' GQ i. r! ° c� a ° n O u ° 0 0 c� o ° ° O c a °? �7 vlv�7ai ,�,// R v ° r W O .�. Z 4� 00 400 O 00 o r� OO C° a o u CA V u C3 J u [� u u O ,,, ° OOD o ° O a o ° OOa o ° 0 a G ° E; 00 �� • o o ° o ° 0 0 0 ° a O v G4 Qn�^ ^ 00 ° Q O O D 0 0 O 0 . O D 6 O ° � r•. U00 Q a o 0 c °O 0 0 ° C, O 0 0 p O o a o 0 O o C. o o O o 0 0 0 C j o 0 C O Q •-� vjj� r� 00 c o 0 ° 00 a ° 0 ° Oa c ° a ° 00 c ° c i° V� ? O O o O o 0 0 0 O 0 ° O C C o 0oo ° C o00 ° V C o 000 0 ° C °Oo Gi 0 O o d o 0 ° ° O a p o°'. 00 . O O v !r a o 0 ° 0 ° 0 0 ° 0 0 a �•' i O o O o ° o O o O o O ° o c Q 0 0 o a ° c 0 O o D 0° p a o 0 4 O c0 CG OO o I-lo 00 ° o 00 0 �100 i' eo o U G ° 00 o c�o�° 0 c a"° Ll Y o > w c a ° ° O D D 0 ° °0 0 O a 0 o p O ° a o 0 O 0 0 0 0 C ' o 0 C p Oa c ° 0 ° 00 0 ° a ° 00 c ° 0 ° Oa a ° ° � 00 p O o ° O d ° ° O Q ° 0 0 000 0 0 C noo 0 0 C C. 000 ° 0 C 000 a 0 C X p W 00 a � � a ^ o p o° 00 . o O o 'er c O Q :-� V Q ' !• ° o c c C o o o o p 0 0 O 7 O OCLO (1,4)Hid34 a .0 00 0 )) v, W W U U C07 ti3'IdWVS 2 LAw Q Q O Oa CU � LI�I3.I.hlOJ g =_ 2131t/M% - a CA Cc 0 L C R R "'� L L tA CA W2 .r 7 6i 00•L to R p .G y oQG flW a ,". 1:. o o o '° d o — L] 'O 00 Q O m y ¢ cm 0. > ° a O rl ° ° R _A z o e i ss V Ou a ° C 6�7 [.� °7 � Z > L G C F +°+ V R i L r Q dD O .O M'j •-• °' r' � � roi y c "'7 .h. h off ^ as a+ wL °' a 3 Ro CL ° ¢ .. Vl Q� cl " O O R �; y w rn C C �. O 7 `� ��.. " � o! >'ra O N R "� wl ..r .'� •O) •° L. L w R !•+ .' f!] L V y VS 'Z ° w G. Q A a� ° "' ° p •o Li La o � � � v M JCL o 'er 3 Ea E. c W q A v" o ° Rd' a �, O ^. _ aia �, �, ,� « ° yam r, G7 � u ° ram-' � • U A�Y U oo �' � dFyLc oop=Rp� � aye = i,) W�� � o L � .a a�'� � = a c L ; a • ... aR. 'Ju fS7 Lr R fA O rn 'C O R n .� L. V L. p0 u < E) O O O y 'ztw f/1 L O } (ff l 0 c o 0 o LJ •E v :: G C i ^ N • . a ° o C E L M oED c0 0 0 0 0 0 ocO ° [ E C) t f ) o 0 o O o G a a ° c l7 0 ° ° .a ^J (yr O R (�' •�. o O o o D e . Q � i a n ° o o° ° , o a ° no ��° D � � U ��• V � O ! V� o G ° �(1 o d ° O o C ° '0 ° C ° 0 ev' 't c o C6 0. 0. GT. 00 N 1 ° o_ o o ° o ° o 0 0 ° `�% o° sT. Q • o �� ° Y' o 0 0 0 �� a 0 ° ° inl z W `J II II II II II ,a D D O C Q D D O C:) C` D D 0 D D 0 Go DO o C DO o 'J Jc o4 o G' o�o.cE � ° ° O O o ° O D c d O o ° 0 tn_•aao,cr L V x r, E-y ti � ! (f, t�U o t✓O o .3'Q"0 0 o U 0 ° C'O o t3'G�° � n n u n li n n � x W z (r o D o b O D D o p O o D 0C) O c o a O C ` o 0'E•E C ,J ° ° ° ° G0 0 ° ° o v Oo c ° ° ° ° Oo ° 'CAto O C? o O F' ? = 0 . oOo o' p °Oo ° V O D DCo ° C i c z S a a v {4 C' Q o ° o a O ° 0 a - c O on ( f c ° 0 o a 0 o 0 0 0 Q •D / f o D ° �� ° { > Q O o 10 o w O H ! ! c D r c 0 0 0 o D D D c O o 0 0 o O "' > O fit o ° c G a F Ems-' O (.L-1)Hld3Q 00 �� C) Z �W <=j M U v ri S:1`IdWdS �^� y s,� �; Q Q O '_ _ m' 0A CA a .LN31.I�IOJ a �_ v ra fl .y O O 6 O EE o 3 ` = i°. "� R �° C OD OD.L •p O . f/) `rz L�L�i 'a W H S pRp O *J C .u+ C .G > it >, Z n 00 CLd f.. GOi d C u a •-� s i _ F- Y y N L « 'O > r C z O p C 00 R O Vl 0� E Z a� .•r G L7 C. R O > >•. 4 O LL. _ o eE r~nc �: � � a ec3y - ate ; ia� d °' > W .. Q v, t«. ai R .7 v 00 as L u E ` n z E O V > L. y v •+ ° Vl i ° O Q h 'C 'p ° y R 00 r= r a. ea 3 '* oo u fl o = '� W Q �- aye °va'� oC� uu $ ye� Ro ° U U � � C 6� •a R >. > V � � '= 7 bll ! .0 >,'L7 O � C ? � p .. iR.. R iv R C� r y Q .--1 1i-1 4 3 o L E• � p C L 3 v u [r» Q 14 CO7 d ..� y L O. �fi 0p R n o0 p O R �p p C C 'p '� C y 'O v 0 i•„•� n V) O L L !� •-� _ O L O O O R u ^' L' R E R W z' (1] R C/� O v, 'C O 3 �. •�+ q R C -- of C/) E �mn y � L II II If IIQO Cd rA 7 ° ° o a E o o o ° D o o c d a• `o •E a �. ! 0 G ° Da ° O G ° a , �?A V aa A nv�.: W i CP O I O Q u° C Q D C Q U° I� D ° '.J I`J ❑ Q00 LQ �a ti G D D D C °p O D C V O D °V p V CP Off,C1ri N G O O iJ ° D O U o D O I] o D "" II 11 II II II 11 II Q a ^ r O ° O O I °Qp ° Q o DQo ° ° G DOo a G O c DQo o ° QQ O v4aEE=c u I o ° o ° O ° ° q o 0 0 ❑ D o y Z p is h N 0o Oo ° o � o ° =au•�U ° D D D c 'O o 0 0 ° O o D c G ;'IJ1 O O ° n ° O O ° ° O ° D o Q ^^O O ° O � ;:, � �,� ,moo o �, po auD o C� o� o npa o° ❑ o G D da i, � �Q p cR x ° ° o � 0 . o D G �^` o Q O o O o � O U ❑ o in c D ° ° G D o D c °C` D D ° G o D o O D D O O ° IA O C O Q' F f 1 0 ° o O o ° ❑ D O c D O ° D N � •.y 0 .I t ' 000 o Ll Q o DC+' o O °Qo o rJ O c. DC�' 0 3 DQo o :o GLl ° W O Q 00 o, on O O o O ° O ' + � J ° ° ❑ o D C O O O O ° D Ovv Otv ° D o O O H W 0 Q 1 <� e Sq'1dWVS y �i� V7_�v Cl inc�lHo� BEY 00 Lca i> atoo a A O i Z C : Q 7 d C r Qq a O O acR 0 y Ci V Q 0 Cl � R '� O 'C v C 00 C •� � •E v, •p' ; N O 4.� q Cd � U � C Q c O N WJ y C� C ' 7 C: c0 y O _ C C rn .. C. rn y L• C H (� 9 O LL a0r 00 c0 W ' � � .....,.Fa L 00 OL r ...., C a. V v •� d ..+. �'' � O d � O C � h O v � �' � L C Qo I a = an O O I U •O �' cu C�' �, rn ., N R .. 3 C LQ C��� C% � R ' � C •�•• � ti" R O E �t: V? O C C_ T7 '0 C .a2 a W u co as e+ cr O La H .y H - n E 5 E ED a: ea C no a o con 0 p QWn O O O U 6J L iC L L O � M C � •�� ,a o � D o D a � � �-- 6� t r1,0 O ° D o (a O ° ° 0 0 ° V �•• t� ° O ° O c o o ° O ° ° D O O W Z Q y p u oDUn t7 d G D 1 O O o Q 0' ° `(`l b U G D�Jr Q m U OD •v r, o ° o c O D a ° a o o C. o O v , L G a O o 0 0 0 o :L3 D v o `n [W D L O C D ° C1 C D L O ° D ° G D D D O 0 0 C o a o O C o a 0 p O o 0 0 0 O D a 0 O O o O O O O O O O O O Q o G DOJ o l7 O o DQo o O r °O'o D !J O o 0 D l O Q O o 0 �1!J D G C ° n o 0 o a x! o C, C ° U o 0 o a �Q � I �. ° D o D O ❑ °° �° D o ❑ D O °° D O Oo G ° o O O ILI7 Q n o o c 0 C o 0 D o c J o 0 0 ° O o`..J o N CO)' O O a D o 0 O o ° O c o o Q O ° ° 0 O D a a G O D '? i-: V• Q tJ ( Oro° nOQ Quo �') O � Quo r^� dQ O°�° � � �� GAD (-1 � Q p � o 00 o �S b ° 0o O p ° l^o o C' C ° 0 o U Q ° c7 YUC o ° o 0 0 '^, ^ O ° ° D O O D C> O ° D O O O eo D Dv D c °0 D D ° G D D C, °p o D D C 0 0 o 0 Q 0 ° 0 0 G O ° D O O O o 0 o b O ° 0 0 Q 1 0° D o O O° c•L o o 0 0 ° o 0 00 0 0 ° OC, OOo o W o Q �� D Q O W C co D o a �1 (J�J o D o D D o ° o 0 0 0 o a o 0 V° ° o ❑ .i VJ �--1 E-. •`i� t 1•a o O O D O o ; O D D O o ° o o D z (� ° = Q 11! o D o c �0 C o 0 n ° ° c O O o 0 O > O 1 1 0 0 ° O O Cl m 1,A)I I.I d3Q °° c �� x Z W s3Iaiwds Q Q O 1.NUXOJ H3.1vm% _ � E c a e 0� E .�.� v � r v, � ►� C � R = tOi, R C/) -a � .�� +y.. _._.. � aii O '� � \.J O R � '> C "' � O •y � C O .: 1� p 00 o �" -. L w .± '� �'w 9L a = Y > E y v R .y .y a: R �' E R L '.'7 ,0 d. y R L' .y i '� 7 �• y S. OD v R Z F.I 9 .0 CLi Ord L y p = O O m L C n O i R L O > C .0 OC ND n « V R O O C r- . E p vRj R .Q 'y Q y io y C.0 e y O O R .0 L fl R O i► _y w C R L C 6C1 h O .OE h G L > cE R '�v R R O >, CIS J E wz 4 V 3 C n O y Lz• R y 3 R .0. i C C n L R C i C Wpm Joao - .. bo .c � flo `v, oHE $ °° o .o O O moo' o rok o000 � Lo00 `' RERE = °uo.CmE ri E� L Q a R M a+ :. R E .. v d E Q � o 0 0 0 «' oLooLo `u aEE � o G'O 4 i •p c ,,;,, C C � A � Lc O O o ° O O o 0 0 0 O o ° �' `• ° C is t o o O a o Q i r10Q G° o r— O 0n� j 1_) OQ O° o O C C oo�r• OQ (, �L u CT u U v CS O� o G ° ( a G ° 00 o G ° ll p G ° 1 \ 0 0 0 ° o ° o nO 0 o Q 0 0 0 c 0 0 0 0 . 0 0 0 0 0 2 W u fQ O t. v o O 0 o O v o O v 0 O v o q o O o 4 c C3 c O Q a Q O •� � o Oo ° a 0 0 Oo � a 0 e rJG ° a ° o OQ O O O 0 0 0 c c00 ° o 00 G o 0 00 a 0 0 0 i,,( tt1 ° pro o � ° 0 G G � o ° 0 O O 00 Oc 00 O 0 00 c 0 0 0 0 0 0 c 0 o 0 O G n o Q 0C l II O ° O •� „� "'+1• r� oo G° ° c^ o Cn o nG �' G° ° 0o o n ° o Fes- L u u U C ,J Ou° �I(`j o G G° � o u° C � Y 0 0 0 ° 0 ° o 0 0 ° o ° o W 0 ° 0 00 COi Y_ o c O o c ° G 0 0 o c o 04) G o 0 o k C Q (r v o 0 O c, o 0 0 O o v o p O ° o o Q O o v o Q p a ° o O a s 0 0 O c a 0 ° O ° a ° o O .Yy O C 0 o O 0 o O C 0 0 'J a .� Q O O D o oU ° O o0 ° G O ° 00 ° O oG o U O c �' ! ° J N i 0 0 0 O 0�--�° j �� O oJ O O O O o { 0z o o c O o 0 0 0 c 'O o° o F-' O � a , a a G7G _ O UA)1I1d34 5 0 W S3]dWVS v:J� V, z�� Q Ol 0� CO 1-y 1N31NOD x 2131vm% Z i+ CCIx •tpn '7R V O R C gyp. �O O •� C O O ? ° d0p�' o d O o L y GQ C U to '7 C 9 V h O > O z C a bD OD y .O. V CO .� O p 7 00 't aj ' N C ci C p N (/� v 4y._. _ + EL.3 6� = 1.� y O .p H L > W Vl 6� W 'L i:+ n a�; i E.n Lpt Ol y Q y W H R A R N R :Q = O W .+. (-•. z '= 0 �' .r.• v L o 'fl y i ..a O CS. >> C ` y o=6 rl a QO C 1.. .p. G C H > w C� O.. O •y 7 O ar'.. C �_ rr •00 O L• �" a'+fq h q V V p Vi y L' p 1 = L it •0 �_ 1 A l 1 = C G 1ri \/ f/l V r+ _ C y �..�i ._ E y ' Az 4 S = In ° = rJr L F .y+ .0 : R � o v 3 .e o p y •L •� .a 'y c a • +-e••• < W- ro "? o M p c = � 'o a,� � _ °OLo �v a' r O m ✓� p L c+ p ! D O ^ O ^ L = y p ar 4 L R = p y ar d O cd o w M L d y E ea E m u C.0 a) E L L L' .Ri 6Ll � •C CS Li°+ � � ' C) 0 c G o 0 0 Q o J'I� rf'� bOa o 0 0 O Co 0 o d �C Oo ° ° o c G O ° o a a C o a w U L O O �0 ° 'J u o Ou oOn d u° i, o Ou oOn z !' o O ° C) ° O ° O o O ° o o O ° o ° 0 0 0 ° Q �� 1 ^ ° 0 O o 0 0 o O o 0 O o 0 0 0 00 ti [il Q O ° c O o o ° G o 0 0 c O ° o o G ° 0 o m O Q O O ° 0 o a 0 , 0 0 C:y O o 0 o p 0 0 0 o p O o O c a ° o O o o ° 0 O o o °c ° o ° ate o a o °c 0 00 0 0 DO o O ° 00 o o O oG o p O o 0 ° 00 a O c o Co ° ° c a O o° ,p v_f' f !o 0 0 °o ° o 0 0 0 0 oa ° o ° O o Q a o o ° O o O o a 0 ° CD 4 Vf DQ Ii i iI�il,fl/If• O C o o0 n 0 icv) �Occ O Oc a O c o a oao o on r Od � d,0 Op a P. O o U Ou° Y ° o ° o ° J� i f l f f�' 0 O o 0 0 0 00 O o 0 0 o O o V 1 o0 0 ° ° O ° 0 0 c o0 ° 0 ° O 0 0 0 C ZI,l, O O o 0 o 0 C 0 o 0 0 O o 0 o p 0 0 0 0 0 p �. Q 0 c a 0 0 00 ° ° ° a 00 c ° 0 ° 00 0 ° 0 ° 00 Cm O y Q F-• !� f G 0 0 ° O 0 0 ° O O o 0 ° O o o ° O 0 N o G o0 o Q O J A r14 ;'i 00 ° O a G W_ LC, Q Q a ° o 0 . n 0 0 0 4j C c« Z Q i''IIJ i 0c0 0 0 0 0 0 0c0 0 0 0 0 0 0 > O C 0 0 o p c fil C'r o a. w •� H O GO Ld)"laga 00 0 `^ w U saldwds LNILLN03 x A31vM% WWIC O 5 a v° '� L' � to p� 3 R � R n �'' '° GO •� « O H ° � �.p � h v N � o « `O0 o h ° V E x LLl W pp O Od C ��.. = G/ '� i,F■ w R C •,` d d i+ .� 00 w w O d y L. 0. n' CI � CO6+ O TJ O O L 'eC7oae=vo � � =_ > Lo3a+ Z > C � y : ya « C7a � �° 00 � O � i > h _ O LL ° p F' .O ° .•Rn �' y 0: d W z Uayi In o > 6 y �° � W x LZ W 'u J z 3 s O �Tr >' p L R Z+ . !/] � •L7 � va � L r� L +:. d(.� '^•• �,> c L aJ y ,O L R W /•� .Ocn �.°. L o .«.. � 0 > d = c C 00.- 0 � ,, I'3 � hQ8 r3o >, ev �i 'N oR aoyea co V O C R dN " 0: y y 3 r+ V V V �°' C h _>`•_ Az 0.� � C = C L � L R � 1 d Fr .yi �..' ' � l7 '�' L v � ' > 'O 7 ° y •L �R.. .O v, C 61 I W m O d 7 > .� un i 0. L rl O oo M p w 9 > ea M, O C C C 'O >. C .O C OD 0 GT. O .ji 9 w O L L C0''�' .Q J a+ O O ° ^' �' O C u d C S O Q O tr e0 (/� O v « VI Lin v C « R ►� X L L L > y O II��\\ O •p LN _ aLi O 'y, L. ❑ o o D V O N Q //��po_q Q o 0 p ° O C lz n Q D D D c O O O 4 O O a D C O O O //�. � 1• D O 4 � O D r Q O c D o O Cti ° ° O G D D 0 Q M y V � ,/•• D p [O a O D ^-� a a D , D C'�� o C D O o a D D a �/ O V O o n � G O J OV° O� ❑ OJo � o �� OV° Lr� o (`�Gv° � c U G ° < F" GL O 00 M W (J Q O D O c D�', O, C ° O O D C, ° D` O D ° G O D D m O O D D o Q p D D o p O o 0 0 0 O o D o O D a o C C. Q D D b0 ° ° D o U` c ° ° o GO D o D D b° Jo O o 0 O o 0 0 0 a 0 0 0 O o 0 0 0 0 0 0 0 O Q O o DO O Q nO O C) O D DO O O DO O J G o O ° I D o ❑ ° D c ,� D D a ❑ J D or�°0 0 ❑ D ❑ O c, O O l7 0 D D D c O o 0 0 o D D c O O o 0 D D D •� r- N , O II c 1 D D Q O C o O O D o 0 O o O O T 1D o O o o D O o ° o O c� o ° D O o a ° 9 O F O O 0 O ►. > • • Q ",-1 V o V u° l,� D �V �Un ,J Y O „° .'� „ D o �ti1 V O y u W o ° D O o O D o (1 o D O o D D o D D c O D o ° D o o✓✓ D c U D ❑ ° G D o ° w .0 Z D D O O O D D o n O D D o a O D D o O O D D o 0 O ba c ° D ° bo ° ° D ° Oo c ° ° ° CIOd o ° O O o O a ° O o ° O O ° O o ° O z o DOo O O DGo o G ° yC C W C4 N d o° [)� o D ° o o O D D on C f° ° o (: 0 O o o D o ❑ D o 4 o D c D o a o 0 0 ❑ y ci O D D c O O O 0 O D D c O D O O D D ►�y (.0.. i O O c D 0 d O O C, c� a W �1 I1.1)Hld�(I oo l W � � V S'-I'IdWVs PalaalloU saldwes ON v v C7 � m � 1P13.I.l�IUJ CU f Q 3Sp � 3c .�p. � Z � R L� L Iwo) r R � u L. �4 E d y rt N I1:r = eV CO Q = +, " CS �' i. = CIO (w 4w h > t •O 1 = — Q L > > L p L " C co i u eC 'C i C/ > C O C•y N L 4 �. R Z L, �' •,R7 i cmp O r+ L e 00 C y i Cz Z V ca O 7 0 cueg . , N CL cc fA C lu 0. v: eo i CO y CO C C O W Q C Gi >> 77 tie00J •� Cd '� ` v '� ` �Or to « '� C Ncr N y 'f Qz 4 : a C v ["'� a 4a; '�' R E. �"'.• ._ ► 'v p p y y :r •a •y e • W�o U1 O O as O i..a rn L G. � 'a � O bD V? O C .0 'O •O i. C � d y O L = .O O 67 p .O. ►"" p ..+ L cp C = O C7 O 1••.id fl � � � c7 � O y 'O f/) L in •.•.O H � nt � u G.G � E QW e O O O APPENDIX B Laboratory Test Results A C-min Size Dns' ibutn®n/At!wbesg Limits (Samples SI-C, S2-A, S3-A, S--B,and S3_3) a Test Resufts—NT L,IEngnrneeni ng& Creosoae nce, Inc, > Moistum—Density RellzidonsYp ( pees S1,-C and Stockpile) _ N Q) (� u Q 00 V 00 i (n v oo (D M o � N m f- N oto w LL) In O (D m M V (n '7 m M d O N N V O �O N ~ N VI V' N O) co V V aD N M N T. N � � co � (� � _0 a� C7 U Z Z Ww N E..� W It V V V (D N N e O r O 1- O a Z M (n v O N c0 (n M V 00 M f- (D O .- W N M V m d O S V N N CO M (QD d O M N co CIO N 2 N 0o V o 07 O LD c0 N N O co N Q N O ccV N N N o cq H 0 N N N O O o c0 (M (Dr M N O O Q uj a N W (n F- O aO O I- M Q1 c n N O N M (DO e (D (o D) I+ a0 N cD V U N (D O (D 1� ^ Q 00 (1'1 M � (O d O f" N N NO lf7 dCD J Z V (n (D 0) N o W m p V N N M M F— N a N d W co (D M co CDo V (n 0) (D (D e L w N (n f- O O I� to. V O !-, Ln Z O O Q) a) D) 00 O to (D O (D r Q In N Q) N V O Q (n NV N N WL r O C N H N N a O Z Z M a U) O � � c UCD,- M u N � () O W C p CD N N c .. W fC to O O 'O N_ O O _ C .. c .. O E °' J .s' E ` m rn E a m o o z o o (� Z E m � ILI CU Z U + + c Z U + + co a� ECD �) o w 0 o o O E � u a� o a`� a� o o O D c c c U N z a m a a m m z d mm o.a�) rn cm m m � w� aia ° C) �o o -1 � o � � U U � � � -1 � o 0 00 N � N O Q kr) N L, .. 00 N O X O rNi Gnu.. Gi 6uissed IU00JOd Qzz `- �' a o 0 0 0 0 0 0 0 o 0 0 o a o 0 0 0 0 0 0 01 N (D M M V' OLO w(� N d ^ (D LO V M N — 00 O O Q) a0 t0 L M N C, Cl) _O ClO CD CD 0 0 6! 04 it— N C; 41 Un C? -— (-- (D (D (D N v N N N > C9 H (D 1 Cl) o Q cu o M N �. d cc C It H O C 0 O 2 V N e- otf 00 L (n n (n C (D 0 C m � N T v f9 M 3k M JC, O rn m ° .. w C: m - o o m fl > N c°i > OEM . a? Y� o � � °' -- (n U = m ._ cC a o r o o z N E m m a o o CN - U O aU � - a �Q d d o O C L •0•O E - U7 N N 7 cD C C 0 a` a (n o (n ln0o z (n � N o ddd ZZZ o EEo Q 00 E J J C �� ^ � E U � �, v O `O N � " m � � o a aJ m N > C-qO Ir H� J Z co Ws 0 0 3 14 .. U� E _ o ;M Ili Q. O a of a ( o w � 1 /A N CO ` � J J cn Fa- o o O YI V o r N LLJ N N LPL M C N N A w H (V T m m Y w Z n cu a� m a�i a�i � ~ � uoi m o 0 0 Q s s a� °? E = u, xapul 4311seld Q •� aacncn00 � 00 0 a) c � o > o r- L kr) C'A 00 >1 00 au z o v Nos ccz 3 a� H(� > Z Z w� N F--i ji ►--i Z_ F--�G >1 O 0 V r N M O n o W r-- o F N C) r V OD N c'7 V O O w o0 N V R tD ,^ d O ro ch O N Mco V/ � M (") N N Q a W U) W ^� C V/ O — L >N Cl � O 3) > > U N � N oo — .. ai 2 > Ncl) w _ `m C a� C m N >. E C U O 0 N UJ O (D Y p p 0 oN w io Xt y 0 ? Q T Z U + + C (Q Z Co N m E w C O C C 0 0 0 O U Q Vl N e1 U U � �— 7 v L L .0 .0 O to 1i. N N Z L f�0 m@ m O m m U (n Q- m to L a C C C > = a- o aaoo � mov � c� v � in � � � oc°no a) oi O •-- V) N e- rq O 00 E J a c "D - Ei ct N a J m N E F- 3 Q 0 a O �t Mmarcd 0 0 ~ O I � � o 0 w i = o O S S � U 0 �I � a+ UI E o J Q z 21 J O IL J a z � � o w ocn ._..� o F— C C J O J �J J a M U J J ^ cn F v o ch U o co � � o cy5 0 o o 0 coN W M moo -` vW �` a w V O N N 07 m 0 m -0 Q Y LL Cc T O w l� Z f9 W m (O N V 0 N O O F N R a(� ~ F- E _ a� N xapuI �i3i;seld a Q aa` cn °cnoo � 00 N > °0° 00 o I�t o a� zz � W� N w �z u �v > zw 0 ICT V (D N m I- V w c M O e (off N In (DM m m M Q1 " m (D m w O (D O N V '^ d V (D O F O N LO (D M O V! a M M N N m a a (`) W � V! O L C-) >u) r O M -Y > > QJ N w (� o L) - ai °' > N W .. > N .. N c"Cn O (n (6 N N N _ (n (n Q L. ' m CDH _ N (1) L f9 >O �, O N co � N O U E a o Z U + + � Z ?j Q � � m *k U D > n w m N Z E m E w a� o � a) o Q o o O Q c � c � U - U) a Z L m m m o) a� cn d � a� a� (n a c c c > d o 2 2 o o o c) 3 U 0 � �n � � � oUS o z O m m to N eM v-- N m -o Q O N E J 11 to C� a , > O _� .0 m L1 o s° Of V zz o z �3 ry z ` 0 0 o x x � 0 r � U 0 J 0 -0 0 a I 0 J --- — 0 Q O Z J J 0 0 LLI H LU � m o U O F- cCN CD a r"o U J 0 - CDMo -6 --- U V o N O r N (O -EAU) M N w Cl) C LLI 2 v O N N N N Q m � O E � u� aY U) a ro o LLI � � Z � m o � �, _ � o � o � o 0 fn avi a�i mcnHv E a� ti xapUI4311seld Q Q aav) cn00 � N s. kn cv v1 00 00 U as Tt p ch Cb G1. Gi. �1 6uissed ;uawad 4--I z Z Z N 000000) 000 0 0 0 0 0 0 0 0 0 0 r MO OOOM CD W,x d 0 co r` In V N N O tD O m (00 M N O • I�z � e O 0000000 z y Ln _ V o0 V N M O V O �W N > Cl) chLL xt at xt xt — — in M d - - t7 — 0 V m M D f0 N n. f-' O (N o e o \J Ci O tG m C) N 0 cn � N � u °' .N U) o N E c c a O 0 0 � O °i a +� c ro i� o N > N cap 4-1 c 0 O i Q� QJ @ > N y e� U a aS p a-- C 0 C M V (V T M �4 4C. # U p� m m 0 C O — W 0 w 0 C —_ Q� H' L u .� O CN N U _a (6 cz N N m w u N ? c Q a > O E c cu Y 0 c c — cC O o = z W E E WCO 00 aui a U E m `o a. a > C o L m 0 a) T C c ILQ. EnU) � oor�' zcDcnlL —�' aaa N zzz o CD y � N O � .. .. M K N cv �_ I W OHO N E J J C pp E 2 � O � � fNC �•� m En rN�, G�1ar�. H� J 0 �11 z 0 CL I x 0 0 x x � M U M c N J z 1O IC O N F- QCD o z CN m o W CN I � F- o W 0 I o A C 67 C O > J O m J r` E M CL CD, V V m c o tom o N O V U) t7 c`l W i !Y C C-4 ^ a � N N W 0 .o N 5 m m E m 0 7 U 'y E N T O W F- co N m � F O (O O m N O O F- E v P xapul 4311Seld Q Q CL0- coQ) Q0 � Job No. 03-310 Date 3/3103 Project Allied Engineering Bozeman, MT Source of Material Lab No. _ Point ID and Depth S2-C, 0.0 Description of Material Poorly Graded GRAVEL with Sand Test Method AASHTO T-99 Rammer Type Manual,5.5# TEST RESULTS ATTERBERG LIMITS Maximum Dry Density 136.7 PCF ILL PL PI Optimum Water Content_ 7.8 % % 140.0 D R Al 'i'39.0 p CURVES OF 100% SATURATION E R SPECIFIC GRAVITY EQUAL TO lt38.0 S 2.60 i �37.0 - 2.70 P 2.80 136.0 d *35.0- P e 134.0 �33.0 c �32.0 0 0 131.0 130.0 5.0 6.0 7.0 8.0 9.0 10 0 WATER CONTENT(Percent Dry Weight) „�. MOISTURE-DENSITY RELATIONSHIP + NTL Engineering & Geoscience Plate No. 1 �_ Great Falls, MT 59405 Job No. 03-310 Date 313/03 Project Allied Engineering Bozeman, MT Source of Material Lab No Point ID and Depth Stockpile, 0.0 Description of Material Silty GRAVEL with Sand Test Method AASHTO T-99 Rammer Type Manual,5.5# TEST RESULTS ATTERBERG LIMITS Maximum Dry Density 134.5 PCF LL PL PI Optimum Water Content 8.8 % % % 0/0 138.0 �\ D — — - R Y37.0 — D CURVES OF 100% SATURATION ft�36.0 OR SPECIFIC GRAVITY EQUAL TO: s 2.60 i �35.0 \ - 2.70 P 2.80 T34.0 u \ n d 33.0 P e 132.0 C • �31.0 i �30.0 0 0 129.0 128.0 4 5 6 7 8 9 10 11 WATER CONTENT(Percent Dry Weight) MOISTURE-DENSITY RELATIONSHIP ^ � NTL Engineering & Geoscience Plate No. 2 K, Great Falls, MT 59405 APPENDIX C Important Information About Your Geotechnical Report ALLIED ENGINEERING SERVICES, INC ImportantInformation about your Geotechnical Report CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise,your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANTS REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. A geotechnical report is based on a subsurface exploration plan designed to consider a unique set of project-specific factors. Depending on the project,these may include:the general nature of the structure and property involved;its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads. parking lots, and underground utilities; and the additional risk created by scope-of-service limitations imposed by the client. To help avoid costly problems,ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise,your report should not he used: 1)when the nature of the proposed project is changed(for example, if an office building will be erected instead of a parking garage,of if a refrigerated warehouse will be built instead of an unrefrigerated one,or chemicals are discovered on or near the site);?)when the size, elevation, or configuration of the proposed project is altered; 3)when the location or orientation of the proposed project is modified; 4) when there is a change of ownership; or S) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors, which were considered in the development of the report,have changed. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical report is based on conditions that existed at the time of subsurface exploration,construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example,groundwater conditions commonly vary seasonally and nearby cuts or fills can affect the stability of sloping terrain. Construction operations at or adjacent to the site and natural events such as floods.earthquakes,or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The consultant should be kept apprised of any such events,and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGEMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken.The data was extrapolated by your consultant,who then applied judgment to render an opinion about over-all subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations,you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. A more complete view of subsurface conditions is often revealed during earthwork; therefore, you should retain your consultant to observe earthwork and to provide revised recommendations if necessary. Only the consultant who prepared the report if fully familiar with the background information needed to determine whether or not the report's recommendations based on those COB Transfer Station Project: 01-117 Lot], MinorSuhdivision No. 154, Bozeman,MT March 10, 2003 conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility to liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical report. To help avoid these problems,the consultant should be retained to work with other project design professionals to explain relevant geotechnical. geological, and hydrogeological findings and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs(assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not,under any circumstances,be redrawn for inclusion in Architectural or other design drawings,because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical report prepared or authorized for their use. If access is provided only to the report prepared for you,you should advise contractors of the report's limitations,assuming that a contractor was not one of the specific persons for whom the report was prepared. and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses arc not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definition clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report,and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. RETENTION OF SOIL SAMPLES The consultant will typically retain soil samples for one month after issuing the geotechnical report. If you would like to hold the samples for a longer period of time, you should make specific arrangements to have the samples held longer or arrange to take charge of the samples yourself. The preceding paragraphs arc based on information provided by the ASFE Association of Engineering Firms practicing in the Geosciences,Silver Spring,Maryland D:AESAdmin\Forms\lmportant Information about your Geotechnical Report.doc Allied Engineering Services,Inc. Page 2