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019 Geotech COB Transfer Station
GEOTECHNICAL REPORT: COB TRANSFER STATION Tract 4-A, COS No. 2153 Red Wing Drive Bozeman, MT July 2004 Prepared by: ALLIED ENGINEERING SE=FtN/10ES. INC_ 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 TABLE OF CONTENTS INTRODUCTION........................................................................................................................................ 1 SUMMARY OF CONDITIONS AND RECOMMENDATIONS............................................................... 1 SITE AND PROJECT DESCRIPTION....................................................................................................... 2 GEOLOGY................................................................................................................................................... 4 EXPLORATIONS,TESTING,AND SUBSURFACE CONDITIONS....................................................... 5 SubsurfaceExplorations........................................................................................................................... 5 LaboratoryTesting................................................................................................................................... 5 SoilConditions......................................................................................................................................... 6 GroundwaterConditions.......................................................................................................................... 7 GENERAL CONSTRUCTION RECOMMENDATIONS.......................................................................... 8 TopsoilStripping and Re-Use.................................................................................................................. 8 Excavationof Native Soils....................................................................................................................... 8 GroundwaterDewatering......................................................................................................................... 8 Moisture Sensitivity of Fine-Grained Soils.............................................................................................. 8 Re-Use of Excavated Materials................................................................................................................ 9 FOUNDATION, WALL AND SLAB RECOMMENDATIONS................................................................ 9 SeismicDesign Factors............................................................................................................................ 9 Potentialfor Liquefaction......................................................................................................................... 9 Footings.................................................................................................................................................. 10 FoundationWall Backfill....................................................................................................................... 13 RetainingWalls...................................................................................................................................... 13 LateralEarth Pressures........................................................................................................................... 14 Interior Concrete Slabs(Non-Traffic).................................................................................................... 14 Exterior Concrete Slabs(Non-Traffic)................................................................................................... 14 Interior and Exterior Concrete Slabs(Heavy Traffic)............................................................................ 15 FoundationMoisture Protection............................................................................................................. 15 FOUNDATION-RELATED FILL MATERIALS..................................................................................... 16 ExcavatedFine-Grained Soils................................................................................................................ 16 Sandy(pitrun)Gravel............................................................................................................................. 16 Crushed(road mix)Gravel..................................................................................................................... 17 CrushedRock......................................................................................................................................... 17 FillPlacement and Compaction.............................................................................................................. 17 ASPHALT PAVEMENT SECTION RECOMMENDATIONS................................................................ 18 General................................................................................................................................................... 18 PavementSection Design....................................................................................................................... 18 Pavement Section Recommendations.....................................................................................................20 Pavement Section Construction..............................................................................................................20 UNDERGROUND UTILITY RECOMMENDATIONS...........................................................................22 SURFACE DRAINAGE RECOMMENDATIONS ..................................................................................22 i TABLE OF CONTENTS (cont.) LIMITATIONS ......................................................................................................................................... 23 REFERENCES........................................................................................................................................... 23 SUPPLEMENTAL INFORMATION ❑ List Of Tables Table 1 —Groundwater Monitoring Measurements for MW-1 (TP-1) and MW-5 (TP-5) Table 2—Compaction Recommendations (Application vs.Percent Compaction) Table 3—Pavement Section Alternatives for Heavy Truck Traffic Table 4—Estimated Unit Prices for Pavement Section Components Table 5—Cost Analysis of Pavement Section Alternatives for Heavy Truck Traffic Table 6—Pavement Section Recommendations for Heavy Truck and Light Vehicle Traffic ❑ List Of Figures Figure 1 —Vicinity Map Figure 2—USGS Topographical Map Figure 3—Certificate of Survey Figure 4—Site Plan of Existing Conditions Figure 5—Site Plan of Proposed Improvements Figure 6—Environmental Geology Map ❑ List Of Appendices Appendix A—Test Pit Logs Appendix B—Laboratory Testing Results Appendix C—Asphalt Pavement Design Appendix D—Important Information About Your Geotechnical Report ii 41 mi ALLIED ENGINEERING SERVICES, INC. INTRODUCTION Provided herein is our geotechnical evaluation for "Tract 4-A of Certificate of Survey No. 2153, " site of the new City of Bozeman Solid Waste Transfer Station. This 28.36-acre property is located on the northern edge of Bozeman, MT approximately 0.5-miles northwest of the I-90 and N. 7ch Ave. interchange. It lies south of and adjacent to Red Wing Drive. As currently proposed, the commercial facility will consist of a large transfer building; office and scale house buildings; a household hazardous waste collection facility; and extensive asphalted areas for access, maneuvering, parking, storage, and recycling. Off-site improvements will include an access road that will run toward the south and connect to Mandeville Lane. Our work consisted of reviewing available geologic information for the project area; excavating 18 test pits around the subject site and along the proposed access road alignment; characterizing soil and groundwater conditions; and performing appropriate geotechnical analysis. This report documents our evaluation and was prepared to inform the Owner, Architect, Engineer and Contractor of the site's subsurface conditions. It presents the geotechnical-related recommendations we feel should be considered and implemented during the planning, design and construction of the improvements. SUMMARY OF CONDITIONS AND RECOMMENDATIONS In summary, the project site, including the proposed access road location, is blanketed by about one-foot of black topsoil, which overlies a 1.5 to 12.0-foot thick layer of stiff to hard, brown, clayey silt to lean clay. Underlying the intermediate layer of silt/clay is the regional deposit of sandy gravel with abundant cobbles. Throughout the majority of the site, groundwater does not encroach within 10 feet of the surface. The only exception is in the low area on the western side of the site where seasonal high water likely rises to a depth of 5.5 to 7.0 feet. Based on our past experience and current geotechnical analysis, the fine grained soils that extend to depths of 2.5 to 13.0 feet are relatively weak materials under saturated conditions and have a high settlement potential under low to moderate pressures. As a result of these soil conditions, all buildings will be required to be supported on improved foundation soils, and the pavement section areas that are subjected to repeated, heavy truck traffic will be relatively thick. Provided below are the two most important geotechnical recommendations for site development: ■ The transfer building must bear on compacted structural fill that in turn is supported on native gravel. Structural fill materials can include the excavated fine-grained soils. ■ Based on the high volume of truck traffic, most of the site's paved areas will consist of five inches of asphalt, six inches of crushed base gravel and 17 inches of sub-base gravel. Allied Engineering Services,Inc. Page 1 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No. 2153 -Bozeman,MT July 9,2004 SITE AND PROJECT DESCRIPTION The project site is "Tract 4-A of Certificate of Survey No. 2153, " a 28.36-acre property located on the north side of Bozeman in between Interstate 90 and Highway 10. It lies approximately 0.5-miles northwest of the 1-90 and N. 7th Ave. interchange in the area generally behind the Murdoch Ranch and Home Store (formerly Big R). The triangular-shaped site is bounded on the north by Red Wing Drive and on the south and west by agricultural fields. It is legally defined as being in the "NW1/4 of Section 36, T.1 S., R. 5 E., Gallatin County, Montana." At present, the property is undeveloped and utilized primarily for the production of small grains. A small cell tower facility is located in the southwest corner and is accessed by a narrow gravel road along the western property line. Four underground utility installations lie within the area of the site. These include water and sewer mains, which run in the north/south direction through the western one-quarter of the property; and two gas lines (including the Yellowstone Pipeline) that cross near the southwest corner. In general, the site topography can be separated into two distinct parts. The western one-third gently slopes in the north/northeastward direction at grades between 1.5 and 2.0 percent and ranges in elevation from 4680 to 4695 feet above sea level (asl). In contrast, the eastern two-thirds consists of a hillside that dips toward the west/northwest at grades between 3.0 and 8.0 percent and varies in elevation from 4685 to 4715 feet asl. From this point forward in the report, these two parts of the site will be referred to as the "flat area" and the "hillside area", respectively. A drainage swale runs in a northwesterly direction at the base of the hillside. Neither the site nor any of the adjacent properties possess any surface water features or wetland areas. As stated in the opening section of this report, a new access road will be constructed between the southwest corner of the property and Mandeville Lane. In general, the proposed road alignment will encompass upland terrain that slopes in the northerly direction at a relatively consistent one percent grade and ranges in elevation from 4690 to 4727 feet asl. The current land use in the vicinity of the road location is agricultural cropland (ie. small grains and alfalfa). Based on the project's Conceptual Design Report, we understand the new commercial facility will consist of a primary transfer building surrounded by extensive asphalt improvements and several outbuildings and waste collection areas. The City water and sewer mains that cross the western side of the site will provide the utility services; while storm water drainage will surface flow to a detention pond in the northwest corner. A new 2900-foot (+/-) roadway, which will connect to the existing Mandeville Lane/Wheat Drive intersection, will provide site access. A description of the on-site and off-site improvements that will require geotechnical-related recommendations are presented below. ■ Transfer Building This building will be a large, multi-level structure that will utilize the sloping terrain of the property in its layout and design. The western side of the building Allied Engineering Services,Inc. Page 2 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No. 2153 -Bozeman,MT July 9,2004 will be located within, but near the edge of the site's flat area; while the remainder will be positioned on the hillside. The approximate building dimensions will be 185 x 200 feet. The majority of the building will be comprised of only an upper level, which is called the tipping floor area; while the western end will also contain a lower level that is used for drive-through trailer loading. The difference in elevation between these two levels will be 16 feet. Due to the sprawling size of the building, the required elevation difference between its two levels, the presence of the on-site utility mains, and the assumption that the lower level will closely match existing site grades; we expect most of the building will be constructed on compacted embankment fill that thins in the eastward direction. The fill materials will be used to raise site elevations and create a level building pad. We anticipate the structural skeleton of the building will consist of steel beams, girders and trusses and its foundation components will include shallow, conventional strip and spread footings. The building's exterior finish will likely be metal or wood siding. Each level will have a thickened concrete floor slab designed for heavy truck traffic. ■ Scale House Building: This building will be a small, stick-framed, single-story structure supported on a shallow foundation. It will be approximately 13 x 21 feet in dimension. It has not yet been decided whether it will be under lain by a crawl space or a slab. ■ Office Building This building will be a 20 x 40-foot, single-story structure that is stick- framed and supported on a shallow foundation. Similar to the scale house building, it has not yet been decided whether it will be under lain by a crawl space or a slab. ■ Household Hazardous Waste Collection Facility: This facility will be a designated area for the sorting, collection and containment of household hazardous wastes. It will essentially consist of concrete slabs and storage containers. Some of the slab area will be utilized for the sorting/packaging of waste; while all containers will be under lain by slabs. The area within the facility that is not covered by concrete will be paved. ■ No Fee RecvclinjArea: This paved area that will house containers for the collection of recyclables. It will also include an area for the storage and distribution of reusable items. ■ Fee Recycling Area: This concrete and paved area will house a variety of containers, bunkers and tanks for the collection of recyclables, wood mulch, waste oil and antifreeze. An aspect of this area that differs from the no fee recycling area will be an eight-foot tall retaining wall that will allow for the top loading of six, 40 cubic yard containers. The containers will sit on concrete slabs at the base of the wall. ■ Scales: Two low profile, above ground scales will be installed next to the scale house. Each scale will consist of a 10-foot wide x 80-foot long concrete deck that is under lain by electronic load cells. The load capacity of the scales will be approximately 60 tons. Allied Engineering Services,Inc. Page 3 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No. 2153 -Bozeman,MT July 9,2004 ■ Pavement Areas: Extensive pavement areas will surround the transfer building and be used for access, maneuvering, parking, storage, and recycling, or a combination thereof. Most of these areas will be subjected to repeated, heavy truck traffic and will need to be designed accordingly. However, a few designated areas, which will primarily be utilized for the collection and storage of waste and recyclables, will receive much lighter loading. As a result, a lighter pavement section will be recommended for select areas. ■ Water Utilities: Water for domestic service and fire protection will be provided through a connection to the existing 12-inch ductile iron main that crosses the site. The utility improvements will include the installation of about 900 feet of one-inch service line, two fire hydrants and two yard hydrants. ■ Sewer Utilities: Sanitary sewer service will be provided through a connection to the existing 10-inch PVC main that crosses the site. The utility improvements will include the installation of about 900 feet of four-inch service line and a small inspection/sampling vault. ■ Stormwater Utilities: Stormwater runoff will surface flow across the site to a detention pond, located in the northwest corner of the property well away from all buildings. It is anticipated that no underground stormwater piping will be required. ■ Off-Site Access Road: The site will be accessed by a 2900-foot (+/-) road that connects to Mandeville Lane at its intersection with Wheat Drive. The road will be centered within a 60-foot wide right-of-way and be 31 feet wide from back of curb to back of curb. Figures 1, 2, 3, 4 and 5 show an assortment of site and project information. These include vicinity and USGS topographical maps, the Certificate of Survey for the subject property, and layouts of the sites' existing conditions and proposed improvements. Please refer to these items during the review of this report. GEOLOGY According to an environmental geology map for the Gallatin Valley, (Slagle, et al, 1995), the site is under lain by Quaternary and Tertiary-aged alluvial fan deposits (see Figure 6). The deposits, which were derived from the Gallatin Range located south of Bozeman, primarily consist of a 100 to 200-foot thick layer of sandy gravel and cobbles interbedded with thin seams of sand, silt, and clay. Due to the historic fluvial and eolian activity in the valley, these sands and gravels are typically blanketed by 1.0 to 15.0 feet of silt and clay (ie. floodplain and windblown deposits), depending on the location. These fine-grained, near surface soils are usually capped by less than one-foot of topsoil. Underlying the alluvial gravel formation are consolidated beds of Tertiary- aged materials, which are generally considered to be "bedrock" for the area. As discussed in a Allied Engineering Services,Inc. Page 4 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No. 2153 -Bozeman,MT July 9,2004 following report section, the shallow soil stratigraphy we observed in our on-site explorations was consistent with this geological summary. EXPLORATIONS, TESTING, AND SUBSURFACE CONDITIONS Subsurface Explorations Soil and groundwater conditions were investigated at the site on January 23 and 30, 2004 under the direction of Lee Evans, a professional geotechnical engineer with AESI. Eighteen test pits, ranging in depth from 7 to 14 feet below the ground surface, were utilized for our evaluation of the subject site and the access road alignment. All pits were excavated using a JD 310 backhoe, provided by Townsend Backhoe. Thirteen of the pits were sited around the property near the anticipated building locations (TP-1 through TP-13); while the other five were spaced along the proposed road location (TP-15 through TP-19). Note: The TP-14 location was omitted during fieldwork and therefore not explored. Of the 13 on-site pits, five were positioned in the flat area of the property and eight on the hillside. The surveyed location of each pit is shown on Figure 4 (with respect to the existing site conditions) and on Figure 5 (in relation to the proposed site improvements). As part of our explorations, we installed two monitoring wells on the west side of the site in the TP-1 and TP-5 locations. These wells, which consisted of a 10-foot length of perforated, four-inch PVC pipe wrapped in a non-woven filter fabric, were used for groundwater monitoring later in the spring(see the groundwater conditions section of the report). During the explorations, subsurface conditions were characterized, measured, and logged. The relative densities of the soils were estimated based on the ease or difficulty of digging, probing of the test pit walls, pocket penetrometer measurements, and overall stability of the completed excavation. A total of 50 representative soil samples were collected for laboratory testing and geotechnical analysis. Logs for the 18 test pits are contained in Appendix A. Each of these logs presents a thorough summary of the subsurface conditions, 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, pocket penetrometer measurements and laboratory test results. Please be aware that 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. Laboratory Testing Laboratory testing was performed on select samples and included analyses to determine natural moisture content, gradation, atterberg limits, in-place unit weight, compaction (standard proctor), California bearing ratio, and consolidation (settlement). A complete set of our test results, which were obtained in accordance with appropriate ASTM procedures, is provided in Appendix B. In addition, the moisture content results are shown on the test pit logs in Appendix A. A discussion of our results is included in the following soil conditions section. Allied Engineering Services,Inc. Page 5 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No.2153 -Bozeman,MT July 9,2004 Soil Conditions In general, the soil conditions that underlie the subject property and access road alignment are very comparable to the site geology as described earlier in the report. They include about one- foot of black, organic topsoil overlying a layer of tan, clayey silt to lean clay that, depending on location, ranges from 1.5 to 12.0 feet in thickness. Beneath the fine-grained soils and extending to the bottom of our test pit excavations is the regional deposit of sandy gravel and cobbles that exists throughout the Bozeman area. Except for the variation in thickness of the intermediate silt/clay layer, soil conditions were found to be quite similar across the project site. The thinnest layer of silt/clay (1.5 to 2.5 feet) occurs in the flat area of the property and gradually thickens in the eastward direction with the rise of the hillside. According to our explorations, the lower part of the hill, between the elevation of 4685 and 4695 feet, contains anywhere from 2.0 to 10.0 feet of silt/clay; while the upper part (> 4695 feet) has a thickness between 6.0 and 12.0 feet. As for the access road, the silt/clay layer in this area ranges from 6.0 feet to over 10.0 feet in thickness. Provided below is a summary of the topsoil, silt/clay, and sandy gravel materials we encountered in our explorations. For a more detailed description of these soil conditions, please refer to the test pit logs and laboratory test results in Appendices A and B. ■ Native Topsoil: Topsoil consists of slightly moist; soft to stiff; black to dark brown; organic clayey silt to sandy silt with abundant roots and some pebbles. ■ Silt/Clay: The intermediate fine-grained soils are comprised of slightly moist to moist; stiff to hard; dark brown to tan; clayey silt to lean clay with some minor sand. In general, most of the site's silt/clay soils were in a hard condition as evidenced by the large number of pocket penetrometer measurements that exceeded 4.0 tons per square foot (tsf). Please be aware that this soil type will decrease in consistency with increased natural moisture content (which typically increases with depth). This was observed in a few of the test pits where elevated moisture conditions resulted in pocket penetrometer measurements between 1.0 and 3.0 tsf. We anticipate during wetter months (such as the spring season) more of the site's soils will be in a stiff to very stiff condition as opposed to the hard condition they were in at the time of our winter explorations. The upper 6 to 12 inches of these soils are contaminated with leached topsoil, while the lower 6 to 12 inches are imbedded with small gravels. Orange mottling (discoloration), which is typically an indicator of seasonal high groundwater, was not observed within the soil profile in any of the test pits. Thus, it appears that groundwater does not encroach within the depth of the site's silt/clay soils. According to our laboratory testing, these soils have an ML to CL classification, range in natural moisture content from 6.0 to 30.0 percent, and have a maximum dry density of 103.0 to 105.0 pounds per cubic foot (pcf) at an optimum moisture content of 16.0 to 20.0 percent. In addition, they have an in-place dry density of about 80.0 pcf, possess a Allied Engineering Services,Inc. Page 6 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No. 2153 -Bozeman,MT July 9,2004 California bearing ratio of between 2.0 and 3.0 at a maximum dry density of 95 percent, and have a high consolidation potential under moderate loading (1000 to 3000 psf), especially if they become saturated. ■ Sandy Gravel: The granular deposit contains slightly moist; medium dense to dense; brown; sandy gravel with abundant 6" cobbles and scattered 8" cobbles. In general, the upper one-foot of this material is relatively silty and it increases in density with depth. Very distinctive orange discolorations were observed at various depths within the soil profile in most of the test pits on the west side of the property. These color changes, along with the fact that the sandy gravel became more "dirty" at corresponding depths, may indicate the presence of seasonal high groundwater. The beginning depth of the soil discoloration (below the existing ground surface) in TP-1, 3, 5, and 6 was 7.0, 5.5, 6.0, and 7.0 feet, respectively. Subtracting these depths from the surface elevation of the pits yields potential high groundwater elevations of 4677.0, 4681.5, 4679.5, and 4677.5 feet. According to our laboratory testing, these soils have a GW to GP classification, range in nature moisture content from 3.0 to 7.0 percent, and have a maximum dry density of 132.0 to 136.0 pcf at an optimum moisture content of about 6.0 to 8.0 percent. Groundwater Conditions During our explorations, groundwater was encountered in only one test pit (TP-11), at a depth of 12.0 feet below the ground surface. This pit lies near the bottom of the hillside. Based on site topography and the presence of orange discolorations in the pits west of TP-11, we anticipate the flat area of the subject property experiences the shallowest groundwater depths (see above). Seasonal high water potentially encroaches within five to eight feet of the surface in this area. Our recent monitoring measurements from the two, on-site wells substantiates this assumption. Table]. Groundwater Monitoring Measurements for MW-1 (TP-1) and MW-S(TP-S) DATE WELL GW DEPTH CASING GW DEPTH GS GW (TOC) HEIGHT (GS) ELEV ELEV 5/19/04 MW-1 Dry @10.00' 2.20' Dry 4684.00' Dry 5/31/04 MW-1 Dry @ 10.00' 2.20' Dry 4684.00' Dry 6/14/04 MW-1 Dry @ 10.00' 2.20' Dry 4684.00' Dry 7/7/04 MW-1 Dry @ 10.00' 2.20' Dry 4684.00' Dry 5/19/04 MW-5 9.15' 1.50' 7.65' 4685.50' 4677.85' 5/31/04 MW-5 9.05' 1.50' 7.55' 4685.50' 4677.95' 6/14/04 MW-5 8.53' 1.50' 7.03' 4685.50' 4678.47' 7/7/04 MW-5 8.60' 1.50' 7.10' 4685.50' 4678.40' Allied Engineering Services,Inc. Page 7 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No. 2153 -Bozeman,MT July 9,2004 GENERAL CONSTRUCTION RECOMMENDATIONS Topsoil Stripping and Re-Use On average, the topsoil layer that blankets the site has a thickness of approximately one-foot. All organic soils should be adequately stripped beneath embankment fills, footings, slabs, walls, and pavements. Final site grading (in landscape areas) and the reclamation of disturbed construction areas are the only recommended uses of this material. Excavation of Native Soils The excavation of native soils for buildings, roads and underground utilities can be accomplished using standard construction equipment. We do not expect the fine-grained or gravelly soils will present any excavation difficulties. Groundwater Dewatering As stated in the earlier groundwater section of the report, the flat area of the property(to the west of the hillside) likely experiences the shallowest groundwater table. Orange discolorations in the soil profile indicate that seasonal high water may rise to a depth of five to eight feet below the ground surface. In contrast, groundwater beneath the site's hillside and access road areas is not expected to encroach within ten feet of the surface. With the exception of the utility installations on the west side of the site, most of the earthwork that is required for the project will either occur at relatively shallow depths or in areas where groundwater is deep (> 10 feet). We anticipate that groundwater dewatering will only be required for the west side utilities and only if they are installed during the spring of the year(during high groundwater season). Moisture Sensitivity of Fine-Grained Soils The fine-grained soils that underlie the site and extend to depths ranging from 2.5 to 13.0 feet are moisture sensitive materials that will be problematic during construction if they are naturally overly moist or if they become excessively wetted by precipitation. Under dry to slightly moist conditions, these soils will be workable and suitable for earthwork construction. However, with only minor increases in moisture, compaction of these soils can be difficult, if not impossible, until they are adequately dried. The air drying of fine-grained soils requires time, warm weather, and often scarification. Exposed soils should be protected against precipitation and infiltration by grading them to properly drain and by sealing critical subgrade surfaces with a smooth drum roller (especially following each day of construction). Excavated and fill surfaces should never be left in a rough condition with undrained depressions. In order to prevent unnecessary delays, construction should be completed efficiently and wisely. If these materials do become wetted, it is better to be patient and allow them time to dry than proceed and "fight" compaction problems. Allied Engineering Services,Inc. Page 8 COB Transfer Station(Mandeville) Project: 01-117.1 Tr. 4-A, COS No. 2153 -Bozeman,MT July 9 2004 Re-Use of Excavated Materials Since gravel depth ranges from 2.5 to 13.0 feet across the site, we anticipate most of the native soils that are excavated for this project will be fine-grained materials (ie. topsoil or silt/clay). (The only exception likely will be the underground utilities that are located on the west side of the subject property. Due to their required installation depths and the thin layer of fine-grained soil in this area, the lower portion of the excavated trench materials will be sandy gravel.) See the appropriate preceding section for acceptable uses of topsoil. Based on the assumption that most site improvements will closely match existing grades, coupled with the expanded thickness of the site's "heavy" pavement section, we expect a large quantity of intermediate silt/clay soils will be generated during construction. According to our laboratory testing, these soils should have natural moisture contents at or below their optimum value for compaction. As a result, most of these soils should be readily re-useable as compacted embankment and structural fill (under footings, slabs, walls, and pavements). Their maximum dry density will likely range from 103.0 to 105.0 pcf at an optimum moisture content of 16.0 to 20.0 percent. For earthwork quantity calculations, we recommend using a 25 percent shrink factor for these soils. Finally, all overly moist, fine-grained materials should be used for site grading in non-critical areas. FOUNDATION,WALL AND SLAB RECOMMENDATIONS Seismic Design Factors One of the requirements of the Structural Engineer will be the soil profile for the project site. Under the 2003 International Building Code, the on-site soils will be classified as Site Class D, provided all foundation components are supported in accordance with our recommendations. Potential for Liquefaction At this time, there is no universally accepted criterion for judging the susceptibility of a given soil to liquefaction. However, the soils most susceptible to liquefaction are loose, saturated, uniformly graded, sand and gravel deposits. In general, liquefaction typically occurs in these soils when dynamic loading (usually from earthquakes) temporarily creates excess pore water pressures and decreased effective stresses. In the most critical state, effective stresses become zero and the soil temporarily "liquefies" and loses all shear strength and is subject to "flowing". The sandy gravel that underlies the site is relatively well graded; and generally medium dense to very dense. Given the gradation and density of the gravels, it appears they are not susceptible to liquefaction. While empirical methods exist that relate standard penetration test results (N- values) to liquefaction potential (Seed and Idriss, 1982), we feel that additional evaluation of this geotechnical aspect is unnecessary for this site. This professional opinion is based upon our confirmation of the actual site conditions; and from our general knowledge regarding the unique geological conditions that must exist in order to allow the liquefaction phenomena to occur. Allied Engineering Services,Inc. Page 9 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No. 2153 -Bozeman,MT July 9,2004 Footings According to our laboratory testing and analysis, the fine-grained soils that underlie the site and extend to depths between 2.5 and 13.0 feet are susceptible to undesirable settlement under low to moderate foundation and embankment fill pressures. The magnitude of the settlement potential increases significantly if the soils were to ever become saturated either due to high groundwater, leaking water lines, or poor surface water drainage. As a result of these soil conditions and the risks they present, we are requiring that foundation support improvements be completed under all on-site buildings, regardless of size or location. The implementation of our recommendations, which are listed below, will reduce the potential for settlement to within acceptable standards. To eliminate confusion with respect to our recommendations and to which structures they apply, we address the transfer building, and the flat and hillside areas of the site, on an individual basis. General foundation recommendations for the site are provided at the end of this report section. ■ Transfer Buildinjz: The transfer building will be a large, sprawling structure that will utilize both the flat and hillside areas of the site in its layout and design. As a result, it will be underlain by as little as 2.5 feet of fine-grained soil up to as much as 10 to 12 feet, depending on the final building location. Based on its location as currently proposed, we anticipate the average depth of these soils within its foundation footprint will range from six to eight feet. The building will primarily be constructed on an extensive amount of embankment fill material that is placed to create an elevated, level building pad on the sloping terrain. Due to the variable thickness of the underlying fine-grained soils, the required placement of a non-uniform thickness of new embankment fill, and the fact that the building will likely bear on a combination of embankment fill (overlying fine-grained soils) and native gravel, we feel there is a significant potential for differential settlement without proper design. Our recommendations for minimizing settlement concerns follow. All fine-grained soils must be removed down to native gravel within the entire foundation footprint, as well as from the area surrounding the building. At present, we recommend excavating the soils to a distance of at least 15 feet outside the footprint in all directions. Depending on the final design of the building, this distance may be modified accordingly. Following the removal of these soils, the excavated gravel surface must be re-compacted. Structural fill materials shall be placed in lifts and compacted to an unyielding condition beginning at the excavated gravel surface and extending up to the bottom of footings. Thus, in essence, we are recommending that the embankment fill section, which underlies the majority of the building, bear directly on native gravels. As discussed in greater detail in other sections of this report, we expect most of the fine-grained soils that will be removed from the foundation excavation, as well as from other road construction areas, will be readily re-usable as structural fill under the transfer building. Other acceptable alternatives for structural fill include sandy(pitrun) gravel and crushed (road mix) gravel. Allied Engineering Services,Inc. Page 10 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No.2153 -Bozeman,MT July 9,2004 Based on the construction sequence for the embankment fill section as described above, we anticipate all the foundation components within the tipping floor area of the building will most likely bear on fine-grained, structural fill material that in turn is supported on native gravel. Provided all footings (within the tipping floor area) are supported as described above, the allowable bearing pressure is 2500 psf. 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 3/4-inch with only minor differential settlements. Note: If a higher bearing pressure is required, footings will need to be supported on a specified thickness of granular structural fill. Due to logistics, the drive-through trailer loading portion of the building will be located within the flat area of the site, which is underlain by native gravel beginning at depths of 2.5 to 5.5 feet below the surface. Since this will be the heaviest part of the building (due to its increased height), we recommend that all foundation components in this area bear directly on native gravel and/or on compacted, granular structural fill material that in turn is supported on native gravel. In order to provide higher foundation bearing pressures, structural fill alternatives must be limited to sandy (pitrun) gravel or crushed (road mix) gravel. Thus, fine-grained soils or crushed rock are not acceptable for use as structural fill under footings in this area. Provided all footings (within the drive-through trailer loading area) are supported as described above, the allowable bearing pressure is 3500 psf. 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 3/4-inch with only minor differential settlements. ■ Flat Area of Site: These foundation recommendations apply to any structure, other than the transfer building, that is constructed in the flat area of the site. The fine-grained soils in this area range from 2.5 to 5.5 feet in thickness. As a result, the native gravels are at a reasonable depth for foundation support. In order to avoid the possibility of supporting the buildings on a combination of gravels and fine-grained soils, and the differential settlement issues that may occur because of it, we recommend all foundation components bear directly on native gravel and/or on compacted structural fill that in turn is supported on native gravel. Acceptable structural fill materials include excavated fine-grained soils, crushed rock, sandy(pitrun) gravel and crushed (road mix) gravel. Provided all footings (within the flat area of the site) are supported as described above, the allowable bearing pressure is 2500 psf. Allowable bearing pressures from transient loading due to wind or seismic forces may be increased by 50 percent. We estimate that Allied Engineering Services,Inc. Page 11 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No. 2153 -Bozeman,MT July 9, 2004 the above referenced bearing pressure will result in total settlements of less than 3/4-inch with only minor differential settlements. ■ Hillside Area of Site: These foundation recommendations apply to any structure, other than the transfer building, that is constructed in the hillside area of the site. The fine- grained soils in this area range from 7.0 to 13.0 feet in thickness. As a result, it is not an economical option to support the building(s) on native gravel, nor is it required. Due to groundwater depths being in excess of 10 feet, we anticipate the upper soils will remain in a relatively dry and stable condition, and provide adequate foundation support for lightweight structures. To control settlement potential, we recommend all foundation components bear on a minimum of one-foot of compacted structural fill that is supported on re-compacted, fine-grained subgrade soils. Acceptable structural fill materials include excavated fine-grained soils, sandy(pitrun) gravel and crushed (road mix) gravel. Provided all footings (within the hillside area of the site) are supported as described above, the allowable bearing pressure is 1500 psf. 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 and differential settlements of less than 3/4-inch and '/z-inch, respectively. Note: If a higher bearing pressure is required, the thickness of structural fill will have to be increased accordingly. ■ General Foundation Recommendations: All foundation components must be supported on compacted structural fill or on native gravel. Absolutely no footings shall bear directly on in-place, fine-grained soils. Prior to structural fill placement, the excavated subgrade surface must be re-compacted. We recommend the surface be compacted with a self-propelled roller of sufficient size. By using a heavy compactor, it will affect a greater thickness (depth) of soil and induce more immediate settlement during construction. Therefore, a portion of the settlement potential (which is greatest in the soils located closest to the footing) will be removed before the foundation is poured. Structural fill must be placed in horizontal lifts and compacted to an unyielding condition as prescribed in a later section of the report. Depending on the number of interior footings within the foundation footprint, particularly in a crawl space application, it may be advantageous to consider over-excavating and replacing this entire area with structural fill. It will likely be more economical to dig out the whole area as opposed to over-digging only the footing locations. Assuming the thickness of required structural fill ranges from one to three feet, the width of the foundation over-excavation should extend at least two feet beyond the outside edge of the footings, at a minimum. Based on previous experience, we have observed that it is very difficult to obtain adequate compaction of the structural fill with a large roller next to the Allied Engineering Services,Inc. Page 12 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No. 2153 -Bozeman,MT July 9,2004 edge of the over-excavation. For this reason, it is highly recommended that the width of the over-excavation be increased in excess of the two-foot requirement. For slab on grade applications, perimeter and interior footings will most likely be over- excavated on an individual basis (rather than excavating the entire foundation footprint). As a rule, the minimum required width of the over-excavation at the base of the structural fill (W) is equal to the width of the footing (B) plus the thickness of the structural fill (H); but it shall not be less than four feet wide. Thus, for a 16-inch wide footing supported on 12 inches of structural fill, the required width of the over-excavation is still four feet. We recommend that individual footing over-excavations be made wide enough to permit the use of a self-propelled compacter. As stated above, a large compactor will induce more immediate subgrade settlement as opposed to lighter, walk-behind equipment. Foundation Wall Backfill Wall backfill can consist of any non-overly moist, on-site excavated material other than topsoil. The use of topsoil as backfill should be limited to the uppermost six to eight inches within landscape areas. In order to avoid damaging foundation walls during backfilling, only hand-operated, compaction equipment is recommended within three feet of walls that are not buried on both sides. This backfill recommendation is applicable to all standard walls. For special cases, such as the 16-foot tall wall between the tipping floor and trailer loading areas, select backfill and the installation of drainage provisions will be required. The purpose of these items is to ensure that the wall is backfilled with high strength materials (which will subject the wall to less lateral load than a weaker strength material), and to prevent the build up of hydrostatic pressures behind the wall. Our recommendations include backfilling the wall with compacted, sandy (pitrun) gravel along its full height and length to a width of at least 10 feet (as measured horizontally at the base of the wall). The pitrun gravel should be a clean, Y-minus material with less than 5 percent finer than a #200 sieve. An approved, geocomposite drainage barrier should be installed on the back side of the wall and connected to a four-inch drain pipe that is daylighted to drain. To achieve adequate compaction without damaging the wall, temporary bracing may be required for increased structural support. Retaining Walls Similar to other foundation and wall improvements, the eight-foot tall retaining wall in the fee recycling area shall be supported and backfilled as follows. It shall bear on compacted structural fill that in turn is supported on native gravel. Acceptable structural fill materials include excavated fine-grained soils, sandy (pitrun) gravel and crushed (road mix) gravel. It shall be backfilled, drained and braced in accordance with the recommendations for the 16- foot tall wall, with the exception that the minimum width of select backfill shall be five feet. Allied Engineering Services,Inc. Page 13 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No. 2153 -Bozeman,MT July 9,2004 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 foundation and 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. 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. All design values listed above are for standard walls that are not backfilled with select materials. The design of the 16-foot tall foundation wall within the transfer building, as well as the eight-foot tall retaining wall in the fee recycling area, will be complex given the significant loading imposed on the walls from heavy traffic. We will work with the structural engineer on the design of these items during a more advanced stage of the project. A coefficient of friction of 0.5 shall be assumed between cast-in-place concrete and compacted, structural fill under footings. Actual footing loads (not factored or allowable loads) should be used in calculating frictional resistance to sliding at the 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. Interior Concrete Slabs (Non-Traffic) In general, organic soils must be stripped from beneath interior concrete slabs and the excavated subgrade surface re-compacted. Any non-organic, embankment fill material can be used to raise slab grades provided it is properly placed and compacted. At a minimum, all slabs must be underlain by six inches of compacted structural fill and six inches of crushed rock. As discussed in a following report section, the alternatives for structural fill under slabs include excavated, fine-grained soils, sandy(pitrun) gravel, or crushed (road mix) gravel. Exterior Concrete Slabs (Non-Traffic) Exterior concrete slabs should be supported on either native, non-organic, subgrade soils OR on compacted embankment fill that has been properly placed above non-organic, subgrade soils. Within the City of Bozeman, the standard section for non-traffic slabs is four inches of concrete overlying three inches of crushed rock. In order to increase the drainage capacity under the slab Allied Engineering Services,Inc. Page 14 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No.2153 -Bozeman,MT July 9,2004 and decrease its frost heave potential, we recommend the crushed rock layer be thickened to six inches. Subgrade, fill, and crushed rock materials should all be adequately compacted. Interior and Exterior Concrete Slabs (Heavy Traffic) All interior and exterior concrete slabs that will be subjected to heavy traffic loading shall be supported as follows. First, organic topsoil should be adequately stripped and the subgrade soils re-compacted. If slab elevations need to be raised, embankment fill materials shall be placed and compacted accordingly. At a minimum, the uppermost 12 inches of material underlying slabs must consist of compacted, granular structural fill. We recommend using crushed (road mix) gravel for the full thickness of structural fill. Heavy traffic slabs should be designed in accordance with the 1984 Portland Cement Association publication, entitled "Thickness Design for Concrete Highway and Street Pavements". Provided slabs are supported as described above, we recommend using a modulus of subgrade reaction (k) equal to 100 pci for concrete slab design. This value is based on one-foot of granular structural fill overlying subgrade or embankment fill materials, having a soil strength of 2.5 percent (CBR). According to our laboratory testing, the site's fine-grained soils, which will either provide the subgrade support or be used as embankment fill, have a CBR value of 2.5 percent. Foundation Moisture Protection We recommend the foundation walls of all buildings that will contain floor coverings be damp- proofed, regardless of their location on the site. This will prevent soil moisture from traveling through the walls and into the crawl space or under the slab. In addition, and as described in other report sections, we recommend wall backfill be placed in lifts and adequately compacted, and final site grading establish positive drainage away from the buildings. Absolutely no surface water should be allowed to accumulate against or flow along the exposed foundation walls. Based on our explorations and subsequent groundwater monitoring results, it does not appear seasonal high water will be an issue at the site, especially if new site grades match or are set above existing ground elevations. The shallowest groundwater table occurs in the flat area of the site and is expected to rise to within approximately 5.5 to 7.0 feet of the surface. In the hillside area, orange discolorations in the soil profile suggest that groundwater is at least 10 feet deep. Due to the depth to groundwater, shallow crawl space applications should never be at risk of flooding. Even though water problems are not expected, we do recommend some precautionary drainage provisions be implemented to protect the crawl space against moisture. These include: ■ The crawl space should be properly vented. ■ A 6-mil vapor barrier should be installed and adequately secured to the footings. Allied Engineering Services,Inc. Page 15 COB Transfer Station(Mandeville) Project: 01-117.1 Tr. 4-A,COS No.2153 -Bozeman,MT July 9,2004 ■ It may be beneficial to place a thin, three to four-inch thick layer of crushed rock throughout the crawl space over the native soils but under the vapor barrier. Typically, vapor barriers are placed under interior concrete slabs for moisture protection. However, since the majority of the site is under lain by a deep groundwater table and the flat area is only seasonally impacted by shallow groundwater conditions (not continually), we do not feel a barrier is necessary. Therefore, we do not recommend one be installed. FOUNDATION-RELATED FILL MATERIALS As discussed in an earlier section of this report, there will be a few types of foundation-related fill materials required for this project. These include embankment fill and granular structural fill under footings, slabs, and walls; crushed rock under slabs; and wall backfill. Provided below are our material recommendations for each of these uses. General fill placement and compaction criteria follow the description of materials. Excavated Fine-Grained Soils Based on the relatively dry condition of the near-surface soils, we expect the non-organic clayey silt that is excavated during foundation and road construction can be re-used as engineered fill. Provided these soils are near their optimum moisture content for maximum compaction, they can be utilized for embankment or structural fill under footings, slabs and walls. If they are found to be too dry or too wet upon excavation, they will need to be appropriately moisture conditioned or dried in order to achieve proper compaction. According to our laboratory testing results, their maximum dry density will likely range from 103.0 to 105.0 pcf at an optimum moisture content of 16.0 to 20.0 percent. For earthwork quantity calculations, we recommend using a 25 percent shrink factor for these soils. Due to moisture sensitivity issues, all fine-grained soils that are placed and compacted in critical areas (such as under foundation components) should be closely monitored by a qualified earthwork inspector. All excavated soils, less topsoil, can be used for wall backfill as long as they can be adequately compacted. Finally, overly moist soils should be used for site grading away from buildings. Sandy (pitrun) Gravel Sandy (pitrun) gravel is a granular structural fill alternative for placement under and/or behind footings, slabs and walls. This material should be a non-plastic, well-graded gravel that has 100 percent passing a four-inch screen and less than 12 percent finer than a #200 sieve. A pitrun product that works very well for foundation applications is the 3" minus gravel from TMC in Belgrade. It should meet the material and gradation specifications as presented in Section 02234 of the Montana Public Works Standard Specifications (MPWSS) for sub-base course gravel. The pitrun used directly behind walls should have less than 5 percent finer than a#200 sieve. Allied Engineering Services,Inc. Page 16 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No. 2153 -Bozeman,MT July 9,2004 Crushed (road mix) Gravel Crushed (road mix) gravel is a granular structural fill alternative for placement under and/or behind footings, slabs and walls. This material should be a processed gravel mixture with 100 percent of its fragments passing a one-inch screen and between 2 and 10 percent of its particles finer than a #200 sieve. It should meet the material and gradation specifications as presented in Section 02235 of the MPWSS for crushed base course gravel. Crushed Rock We do not recommend the use of crushed rock as structural fill under footings unless the rock will bear directly on native gravelly soils. For fine-grained, footing subgrade situations, one of the above-referenced structural fill alternatives should be utilized. We expect crushed rock will mainly be used on this project as fill under slabs and in foundation and wall drainage provisions. It 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. This product needs to be manufactured by a crushing process and 50 percent of its particles must have fractured faces. Rock that contains abundant spherical particles is not an acceptable material for foundation support applications. We recommend using bedding or concrete rock. Fill Placement and Compaction All fill materials should be placed in uniform, horizontal lifts and compacted to an unyielding condition by vibratory means. A common misconception is that crushed rock does not require compaction. This material, which is not moisture sensitive, can easily be compacted with vibration. Loose lift thickness prior to compaction is dependant on the size of the compactor that will be used. In general, loose lift thickness should be limited to 12 inches for self-propelled rollers, 8 inches for remote-controlled rollers, and 6 inches for walk-behind plate compactors. The moisture content of any fill material to be compacted should be within two percent (+/-) of its optimum value. Provided in the table below are compaction recommendations for general foundation applications. These recommendations apply to all fill materials and are presented as a percentage of the material's maximum dry density as defined in ASTM D-698. Table 2. Compaction Recommendations (Application vs. Percent Compaction) APPLICATION % COMPACTION Embankment Fill Under Footings, Slabs and Walls: 97 Granular Structural Fill Under Footings, Slabs and Walls: 97 Embankment Fill Behind Foundation and Retaining Walls: 95 Granular Structural Fill Behind Foundation and Retaining Walls: 95 Allied Engineering Services,Inc. Page 17 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No. 2153 -Bozeman,MT July 9 2004 ASPHALT PAVEMENT SECTION RECOMMENDATIONS General The asphalt pavement section that was designed for this project was completed in accordance with input parameter criteria presented in the 1993 AASHTO pavement design guide and the 1991 Montana Department of Transportation (MDT) pavement design manual. Pavement Section Design Most of the pavement improvements that will be constructed as part of this project, including access roads, parking lots, and areas used for general traffic maneuvering and facility operation, will be subjected to repeated, heavy truck traffic. We expect there will only be a few locations, namely the no fee recycling and household hazardous waste collection areas, that will almost exclusively be used by light vehicles. Depending on the layout of the facility, the fee recycling area may be another location impacted primarily by light vehicles. As a result of the different traffic loadings, we recommend two pavement sections be implemented for the project. One is a "heavy" section and is applicable for all areas that will routinely receive truck traffic, while the other is a "light" section for designated areas that will see infrequent truck traffic. By utilizing the light section in the appropriate areas, substantial construction cost savings could be achieved. However, please be aware that since these two sections are significantly different with respect to total section thickness, as well as asphalt thickness, it may be more cost advantageous to limit the use of the light section to relatively large areas only. Changing the section for small, isolated locations will make earthwork construction and pavement placement more difficult (due to differences in subgrade elevation and asphalt thickness) and potentially more expensive. Provided in Table 3 are four pavement section design alternatives for heavy truck traffic areas. These alternatives are identified as #1, #2, 43 and #4 and vary with respect to the required section components and associated compacted thickness. Each alternative was designed using identical input parameters with the only differences being asphalt thickness and full base course gravel depth (ie. there is no sub-base course gravel component in the section). As a result, these alternatives present "equivalent" pavement sections. Alternatives #1 and #2 include sub-base course, six inches of base course, and four and five inches of asphalt, respectively. In contrast, alternatives #3 and #4 are comprised of base course only with four and five inches of asphalt. The primary basis of our pavement design is the site's soil conditions (subgrade strength) and the anticipated truck traffic loading at the facility. According to our laboratory testing results, the intermediate fine-grained soils, which are expected to provide subgrade support across the site, have a CBR strength of 2.5 percent. Based on our truck traffic analysis, we have estimated the facility will be subjected to 500,000 ESALs over the next 20 years. We feel these soil strength and traffic loading values are reasonable, and therefore, used them in our design. For a detailed review of our design, along with a full explanation of each input parameter, see Appendix C. Allied Engineering Services,Inc. Page 18 COB Transfer Station(Mandeville) Project:01-117.1 Tr.4-A,COS No. 2153 -Bozeman,MT July 9 2004 Table 3. Pavement Section Alternatives for Heavy Truck Traffic COMPONENT THICKNESS(inches) #1 #2 #3 #4 Asphalt Concrete: 4 5 4 5 Base Course-Crushed Gravel: 6 6 21 18 Sub-Base Course-Uncrushed(Pitrun)Gravel: 21 17 0 0 TOTAL SECTION THICKNESS: 31 28 25 23 As shown above, the total section thickness for the alternatives ranges from 23 to 31 inches. In general, the two base course alternatives are five to six inches thinner than the corresponding alternatives (with respect to asphalt thickness) that contain a sub-base course component. The main advantage for selecting a base course alternative is that there would likely be less required excavation to achieve subgrade elevations. However, depending on finished asphalt elevations (in relation to existing grades) and the thickness of topsoil stripping, this is not always the case. Typically, the disadvantage of using base course sections is that they are often more expensive due to the material cost difference between crushed gravel and uncrushed (pitrun) gravel. In order to evaluate which of the four alternatives is the more economical section (less earthwork costs), we performed a cost analysis on a square yardage basis using unit prices obtained from recently bid projects. Tables 4 and 5 present the unit prices we selected and the resulting pavement section costs. Based on our analysis, alternative#2 is the most cost effective section. Table 4. Estimated Unit Prices for Pavement Section Components COMPONENT UNIT PRICE Asphalt Concrete(4"Thick): $8.00 SY Asphalt Concrete(5"Thick): $9.00 SY Base Course-Crushed Gravel(Small Quantity): $18.00 CY Base Course-Crushed Gravel(Large Quantity): $17.00 CY Sub-Base Course-Uncrushed(Pitrun)Gravel: $11.00 CY Table 5. Cost Analysis of Pavement Section Alternatives for Heavy Truck Traffic COMPONENT COST($/Square Yard) #1 #2 #3 #4 Asphalt Concrete: $8.00 $9.00 $8.00 $9.00 Base Course-Crushed Gravel: $3.00 $3.00 $9.92 $8.50 Sub-Base Course-Uncrushed(Pitrun)Gravel: $6.42 $5.20 1 $0.00 $0.00 TOTAL SECTION COST: $17.42 $17.20 $17.92 $17.50 Allied Engineering Services,Inc. Page 19 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No.2153 -Bozeman,MT July 9,2004 Pavement Section Recommendations Based on our cost analysis of the four alternatives, our assumption that differences in earthwork costs between the alternatives will be negligible, and the fact that a five-inch thick asphalt mat will provide more durability for the heavy truck traffic, we recommend using alternative #2 for the site's "heavy" pavement section areas. This is a 28-inch section consisting of five inches of asphalt, six inches of base course gravel, and 17 inches of sub-base course gravel. For the paved areas of the site that will be primarily subjected to light vehicle traffic, as well as infrequent truck traffic, we recommend using an 18-inch pavement section consisting of three inches of asphalt, six inches of base course gravel, and nine inches of sub-base course gravel. This section is based on the same input parameters as the "heavy" section, with the exception of the traffic loading value in which we used about 50,000 ESALs. Based on previous experience, we feel this is a reasonable pavement section recommendation for"light" areas. Provided in Table 6 is our recommendations for heavy and light pavement sections. Table 6. Pavement Section Recommendations for Heavy Truck and Light Vehicle Traffic COMPONENT THICKNESS(inches) Heavy Truck: Alt.#2 Light Vehicle Asphalt Concrete: 5 3 Base Course-Crushed Gravel: 6 6 Sub-Base Course-Uncrushed(Pitrun)Gravel: 17 9 Stable Subgrade: Compacted to 95% Compacted to 95% TOTAL SECTION THICKNESS: 28 18 Important Note: Our design sections are suitable provided the subgrade soils are dry, stable, and can be compacted to 95 percent of ASTM D-698 prior to the placement of sub-base gravel. Based on the relatively dry condition of the site's upper fine-grained soils, we do not expect there will be subgrade moisture problems, even during the spring season. However, if unstable subgrade conditions are an issue, either the overly moist soils will need to be scarified and dried OR the sub-base component of the pavement section will have to be thickened to adequately bridge the inferior soils. Depending on the level of severity of the soft subgrade, additional sub- base thickness could range from 6 to 12 inches. A woven geotextile fabric (ie. Mirafi 60OX or equivalent) will also be required to separate the sub-base gravel from the soft subgrade soils. Pavement Section Construction According to our explorations, the site is blanketed by approximately one-foot of black organic topsoil, which overlies 1.5 to 12.0 feet of brown clayey silt. Since new site grades are expected Allied Engineering Services,Inc. Page 20 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A, COS No. 2153 -Bozeman,MT July 9, 2004 to match or be set above existing ground elevations, we fully anticipate fine-grained soils (that are either in-place or placed as roadbed embankment fill) will provide the subgrade support for most pavement section areas. In general, the native silty soils are relatively dry and stiff near the surface but become softer with depth as the moisture content increases. As stated above, we do not expect the upper silts will be overly moist during any time of the year; therefore, we feel they should be able to be compacted with little trouble during construction. Please be aware that the site's fine-grained soils are extremely moisture sensitive and can become quite problematic if they become wet. During spring construction when rainy weather is probable, construction sequencing is critical. All exposed silt surfaces should be sealed with a smooth drum roller and graded to drain following each day of construction. Do not leave soils in a "rough condition" as this will lead to surface water impoundment and infiltration. Prior to the placement of the design pavement section, all organic topsoil should be removed and the excavated subgrade surface re-compacted. If subgrade elevations need to be raised, any on- site material other than topsoil can be used as roadbed embankment fill provided its moisture content is near optimum for compaction. The maximum dry density of the silt will likely range from 103.0 to 105.0 pcf at an optimum moisture content of 16.0 to 20.0 percent. For earthwork quantity calculations, we recommend using a 25 percent shrink factor for fine-grained soils. Following compaction of the subgrade surface, it should be proof-rolled with a heavy piece of equipment, such as a loaded dump truck or filled water truck and approved by the engineer. Any isolated soft spots that are observed will need to be sub-excavated and replaced with compacted fill. Due to the anticipated dry and stable condition of the fine-grained subgrade soils, a woven geotextile separator fabric should not be required for pavement section construction. If it is found that widespread, unstable conditions exist (ie. the subgrade surface is overly soft, prone to rutting or pumping, and cannot be compacted to 95 percent of ASTM D-698) the subgrade soils will either need to be adequately dried or the sub-base gravel component of the section will have to be increased accordingly. Depending on the severity of the soft subgrade, the sub-base gravel may have to be thickened by 6 to 12 inches. In addition, a woven geotextile fabric (ie. Mirafi 600X or equivalent) will need to be placed over the soft soils. The fabric will prevent the movement of sub-base gravels into the subgrade and also the migration of fines into the pavement section during periods of extreme wetness and heavy construction traffic loading. Prior to fabric installation, the subgrade surface must be smooth and free of ruts. The engineer should be informed about the unstable subgrade conditions and consulted regarding the thickness of additional sub-base gravel. We recommend including bid items for geotextile fabric and sub- excavation in the event that these items are needed. An estimated quantity should be selected for these items that ensures realistic bid prices are received. The sub-base and base course materials that comprise the granular parts of the pavement 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 Allied Engineering Services,Inc. Page 21 COB Transfer Station(Mandeville) Project: 01-117.1 Tr.4-A,COS No.2153 -Bozeman,MT July 9, 2004 presented in MPWSS, Sections 02234 and 02235. The placement and compaction of these materials shall also be in strict accordance with the above referenced standard specifications. UNDERGROUND UTILITY RECOMMENDATIONS In general, the subsurface condition of the project site does not present any issues that will require special geotechnical-related provisions for the installation of the underground utilities. All utilities should be installed according to Montana Public Works Standard Specifications and the City of Bozeman Modifications to these specifications. Based on the assumption that new site grades will closely match existing grades, we expect the utilities will be supported on sandy gravel in the flat area of the property and on silt/clay throughout the hillside. Since groundwater does not appear to encroach within the intermediate fine-grained soils (due to non-existence of orange mottling); we anticipate these soils will be in a relatively dry and stable condition, and suitable for normal pipe support and thrust restraint (ie. concrete thrust blocks or mega-lug joint restraints). The near surface soils should not be in an overly moist condition at any time of year; therefore, trench backfill and compaction should go smoothly. As addressed in an earlier report section, groundwater dewatering may be required on the west side of the site, particularly during the spring season. Based on previous experience, the native gravels likely have a maximum dry density of 132.0 to 136.0 pcf and an optimum moisture content of about 6.0 to 8.0 percent. Our laboratory results for the fine-grained soils yielded a maximum dry density of 103.0 to 105.0 pcf and an optimum moisture content of 16.0 to 20.0 percent. SURFACE DRAINAGE RECOMMENDATIONS Final site grading must establish positive drainage away from the buildings in all directions. The finished grade of the backfill soils next to foundation walls should be terminated at least six inches below the base of the sill plate for both crawl space and slab-on-grade applications. Impervious surfacing that abuts the foundation, such as asphalt drives or concrete walks, should have a minimum grade of two percent; while adjacent landscaping areas should be sloped at a grade of at least five percent within ten feet of the wall. 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 topsoil. All roof drainage should be discharged away from the foundation. Finally, retention or detention ponds that are installed for storm water runoff control should not be located next to the buildings. The distance between buildings and ponds should be maximized; but, at a minimum, they should be separated by at least 50 feet. The purpose for keeping the ponds away from the buildings is to prevent the saturation of the fine-grained soils under the foundation. Allied Engineering Services,Inc. Page 22 COB Transfer Station(Mandeville) Project: 01-117.1 Tr. 4-A, COS No. 2153 -Bozeman,MT July 9,2004 LIMITATIONS This report provides our geotechnical recommendations for "Tract 4-A, COS No. 2153", site of the proposed City of Bozeman Transfer Station. These recommendations are based on previous engineering experience with similar geologic settings; and on the soil and groundwater conditions observed in the on-site 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. 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. `2_-e_� s Lee S. Evans, PE C adson, PE Geotechnical Engineer Ge c ical Engineer °•° ONTA.V* ° • Z7,—S 4__ * LEE SC07T '• E '','�a ; 144� , W ' Q . -7NN �g� ••••••••' 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. Servboz:\Projects\2001\01-117 COB Transfer Station\Geotechnical(Mandeville)\Report\01-117.lgeotechtpt.doc Allied Engineering Services,Inc. Page 23 LIST OF FIGURES Figure I Vicinity Map Figure 2 USGS Topographical Map Figure 3 Certificate of Survey Figure 4 — Site Plan of Existing Conditions Figure 5 — Site Plan of Proposed Improvements Figure 6 — Environmental Geology Map � lancfs 44 Errs take Eml �A CMC * IF i C7" AREA MAP >dYe y[ Street � GSId fartl9 PCCtd PROJECT SITE ° TRACT 4—A OF CERTIFICATE OF SURVEY No. 2153 ;9 ruvtta gar, I vdaron's GuVb Orville Way b Rawhide Ridge Colt rnercial Dr, g Boc>iFlitl �'° N Meadow ._.... rs Baxter Lane Mandeville Lm �`' Griffin Cyr. Bozeman Wheat fir. Area Chamber of Commerce eY Tkho6w tares "" Grp Sryttr-t o Cw Band a i dridRer Peoks `own Center �r N Maplewood Covered Wagon � o rs' *Ili s a:t to o Gallatin Birch c ?. Afl r St Hemlock County �`°`' gStevens � ;Fairgrounds rC �. 3enier Juniper ar. sf __ TGrnarack t. jw NOT TO SCALE o o U BASE MAP: BOZEMAN CITY MAP; BY: BOZEMAN AREA CHAMBER OF COMMERCE, 2000 COB TRANSFER STATION (MAN D]EVILLE) FIGURE 1 1 .,. Civil Engineering 32 olscoveav oalvF KWO VICINITY MAP �� Land Surveying PHONE(BOZEMAN.MT597B DRTE: 4/ 04 ALLIED FAX(40)582-52-ozzl DATE: 04/2004 BOZEMAN, �IONTANA ENGINEERING Gcatcchnical Engineering F.axlaoFlsazsno ENGINEERING PROJECT/: 01-117 FIGURE tdwg PROJECT SITE <; - �� TRACT 4—A OF h� CERTIFICATE OF SURVEY No. 2153 Nia. 4 a 1 E � r t fir$ -- 47'ij'' m RT 5 77 K I . t< Sxru4e'mr4 t ` r .o , e_ t —a 3 0 2000 4000 6000 SCALE: 1 INCH = 2000 FEET m V V BASE MAP: BOZEMAN QUADRANGLE; BY: USGS, 1987 0 / COMB TRANSFER STATION ,(MANDEVILLE9 FIGURE 2 �7 y�,y Civil Enginccring 32 olscoveav oerve 'LJS'GS TOPOGRAPHICAL MAP z�`� Land Surveying PHONEBOZEM.406)T 597185820221 DRAWN 4/ 04 ALLIED PHONF.6)582-82-0221 DATE: 0#: 01-1 �3 1a�f 'fir Gcotechnical Enginccring FAX(aoal ssz-s77o B©ZEMAN, A,7flN 7A N ENGINEERING PROJECT /: 01-117 1'Yl l�l'V 11�1e1 C� _ FIGURE 2.dwg L,J Z < _ „p- cr go v <Q z ,k`� P,nU9 Ec yw� vso LLJ v O Q O\ E a Vj U m o c37 o^ Ji�77 u ads e�o u �� �•" ~ M ~ _ o 0 9�mrn I grl r°= o C.7 mi3 z< w ,Rti iLLo< : b Gov H 6= O Q aw < ozi u v" g o F� 'o N # emu •� cai z - V ..Q 2_ 3 zo O �E 4- SL N O d �o sci '" W O \ry`V // /3.�L.YyZ'KN u c o x Y Y •o'o o I o r rr 1 / iV O` O ?V3n o _o� O IJv F�1 O W W (,/) V 4/ h p8 / chi ri 'caN Q o wW PP ryo LgH �Y / / Z -3 - w ly .� •„-�5._ �fi 5�a YE 20i SE - Q = o s Cw a' tea .. // a^ .; I bt.' E; p �oba�-�; Lea s a 4. U CM Q W / / .6e"S I `sSR8 "' o •ya� •.�..'z of tir4`y E5 _ Y � ^� w W o Z �zz e°nn a N U) N w zoo 11� Sys 5•ceiTT�P E° o ...ls �- \ os• 9!g _Sm o �GF' $FS o i6 i ofr 12E T •`• Z ozi - o o Q wpm �� oS��ox9v B 9� _ Z — — 1 lea IJrw �vlsa3tro W zI pd AVMH Q } Most •ys.orm s . - - I _ c 9i -' I - W / Ig I gl� 5 =fi hfie-=y�a5o $• •es _ gs I =o a zrc: 4 wN `��� 1� �S n 88 53�_��-��O •E O �So r �z_ c 5 Q' d m _ `y Y' 7 I n ; "� g�o;9`i.a� o_• •8 • ' 'yR 'may oe A� -°v4� ;N /� - l" 1': ti_ o •� -la o 71I 9 �� ;� r %o�.,E° oa;� a F Y ri .6iR f— _.fig /!pp�r�f ��,9�ppi m'o oNg I„ Q -O a'm g oNN ~wn ~ Qrc� s n os'8WWWs:nRea°�W• - t i _s � a �qgo 6 111 0 E= E I s o 3E = 4�� 1 1 1 ��. �-�='��'s$:S3aRr�R_ � as§• b r .a o, - b =� 3E o I& u, 8vt i I —z o / - N I 'I I�1 / O \U m ✓ TP-19 ./ WHEAT DRIVE f� d f / fil Ln 1I 10 / La •. ti moo j / LEGEND PROPOSED ACCESS ROAD LOCATION 44 / ' 4725 INDEX CONTOUR 0 150 300 450 •/• \ _ CONTOUR MINOR (1' INTERVALS) /'••• , —•—•—•—•— BARBWIRE FENCE / SCALE: 1 INCH = 300 FEET CHAINLINK FENCE • —'—,—'— SEWER MAIN ...... --- WATER SERVICE •:?t ..._....._.... ... --- WATER MAIN OVERHEAD POWER TP 9 -- - -<—�� UNDERGROUND GAS /•' : --rP-7 —• UNDERGROUND FIBER / - - - -----•---•— ROAD CENTERLINE •/ _ - - EDGE OF PAVEMENT t :� _. .......... ... ... /....: ' TP�10 EDGE OF GRAVEL ..._...... ..._....______ TOP BACK OF CURB // . F.� ` 16 �s SEWER MANHOLE S ...... .. _...TP-.t ® PRESSURE RELIEF VALVE _/ ,, \•. .. _.-- -....._.__ -..--. w D4 WATER VALVE / ;r FIRE HYDRANT n POWER POLE / ® ELECTRICAL PEDESTAL ••:%•, .._. - TP-12 ® TELEPHONE PEDESTAL _.-- • BOLLARD / _.. .__... - _ _ .... .... 0 TEST PIT - - / � PINE TREE / �� 4690 - TP-3 P11 -.. •. _"`-\-`.`-^� EDGE OF BUSH AREA \ _. - - --rAA .., NOTE: / �,' ELEVATIONS BASED ON NAVD 88 VERTICAL DATUM NAVD 88 VERTICAL DATUM Ix rnn, TP 5 TO CITY VERTICAL DATUM SUBTRACT 19.32' .z3¢a U0.Y1: a (M I L IN ED) ; ONI 0RNG WELL STALL DEPTH TO NATIVE SANDY GRAVEL -� — —, —— — BELOW EXISTING GRADE 4 d TP-1 = 3.0' TP-10 = 7.0' i TP-2 = 3.5' TP-11 = 3.0' i / - O 0 m s TP-3 = 2.5' TP-12 = 11.0' / G `0 �TP-4 = 5.5' TP-13 = 10.0' .' / ou __. ;'/:i % ��� rP-5 = 3.0' TP-15 = 7.0' /!• 46gO (MONITORING WELL INSTALLED) rP_2 / �✓ oo TP-6 = 4.5' TP-16 = >10.0' �' TP,-1 _ TP-7 = 8.0' TP-17 = >9.0' TP-a = 9.0 rP-18 = >a.o' TRACT 4-A OF CERTIFICATE OF SURVEY NO.2153 TP-9 = 13.0' TP-19 = >7.0' 0 50 100 150 • NOTE: TP-14 LOCATION WAS OMITTED BASE MAP: TOPOGRAPHIC SURVEY DURING FIELD WORK. BY: ALLIED ENGINEERING SERVICES, INC., 2004 SCALE: 1 INCH = 100 FEET NO. REVISIONS DRAWN BY DATE • PROJECT q: 01-117 FIGURE J SCALE AS NOTED COB T NSFE'�' S�'�TgON ( ANDEVI�- -E) Civil Engineering 32 DISCOVERY DRIVE DATE: 04/2004 SITE PLAN OF EXISTING CONDITIONS Land Surveying BOZEMAN, 59718 FIGURE 4DWG 7 A/C q� ALLIED Gcotechnical Engineering PHONE(406)582-0221 PROJECT ENGINEER:LSE DRAWN BY: KRE BOZEMAN,MONTANA ENGINEERING Structural Engineering FAX(406)592-5770 COB TRANSFER STATION DESIGNED BY: LSE REVIEWED BY: LSE —.....7 EXISTING.SITE PLAN ` \ LEGEND \..46 I \80 4725 INDEX CONTOUR CONTOUR MINOR (1' INTERVALS) `,' c24" RCP x X— BARBWIRE FENCE CHAINLINK FENCE SEWER MAIN 4680 .. WATER SERVICE w WATER MAIN . . -` .` OHP OVERHEAD POWER 46.52.18',AS BU1LJ G UNDERGROUND GAS N .\ F UNDERGROUND FIBER -• -•••. -�- �- -—-— ROAD CENTERLINE \` EDGE OF PAVEMENT / y, \,`. N ———————— EDGE OF GRAVEL .`. ....... . TOP BACK OF CURB fro \ SEWER MANHOLE ® PRESSURE RELIEF VALVE D4 WATER VALVE .• / �`, - - TORM`PON FIRE HYDRANT K - TP 6 �. n POWER POLE ` `. O ELECTRICAL PEDESTALo ` ® TELEPHONE PEDESTAL _ . . • • BOLLARD O' TEST PIT PINE TREE i ol �h ....._- `♦`� EDGE OF BUSH AREA TP 10 SFE TRAILER OT I TP-4 TP 12 \ „ A " STOWER,'VEHI j 1 4698 MANEUVERING TP-8 4682 }Fcco TP—9 , ,A� Teti R CYGYJNG 4�>o \. ctiF c TP—11 OFFICE FACILITY. TP—S 4698 \ \._... CIUTY T \ \�\ AINER S GETP 13 \ TP-2 46.� \ DEPTH TO NATIVE SAND'GRAVEL , — _ - - C (BELOW EXISTING GRADE) — — _ _ SOS 469 . -- � TP-1 = 3.0' TP-10 = 7.0' 0. _ _ _. ....._ \�♦ _ _ _ _ . . TP-2 = 3.5' TP-11 = 3.0' _.._. R \.'\ ':: TP 7 .: CELL: -� . .. TDWE r _ _ TP-3 = 2.5' TP-12 = 11.0• :,. .._ . .•..... a. TE . .�.\ ` ` �" \` - • 10 TP-4 = 5.5' TP-13 = 10.0' ,� / - '•, .. _ �' � � � / � -� '. `. t HH A .' TP-5 = 3.0' ' TP-15 = 7.0' ..... ,., ,. � ....• '�•.. . .` - :". ._ _ . ` ' o ��-\ � 5 TP-6 = 4.5' TP-16 = >10.0' 469 - . . . . . . 63 - - TP-7 = 8.0' TP-17 = >9.0' asaie" ....i / - - .. . /• . . . ...I `•�♦ HS TP-8 = 9.0' TP-18 = >8.0' .K.,a,-. - � •� \ ` a TP-9 = 13.0' TP-19 = >7.0' `\ - ♦ • NOTE: TP-14 LOCATION WAS OMITTED - DURING FIELD WORK. BASE MAP: PROPOSED SITE LAYOUT BY: SCS ENGINEERS, APRIL 2004 NO. REVISIONS DRAWN BY DATE 0 60 120 180 PROJECT N: 01-117 FIGURE J COB TRANSFER STATION (MAND VILLE`y � Civil Engineering ;2 DISCOVERY DRIVE DATE: 04/2004 SCALE: 1 INCH = 120 FEET SITE PLAN OFPROPOSED ®VE ENT� l Land Surveying 80ZEMAN,MT 59718 FIGURE S.DWG ALLIED Geotechnical Engineering PHONE(406)582-0221 PROJECT ENGINEER: LSE DRAWN BY: KRE FAX(406)582-5770 COB TRANSFER STATION BOZEMAN,MONTANA ENGINEERING Structural Engineering DESIGNED BY: LSE REVIEWED BY: LSE PROPOSED SITE PLAN •€f';:, .tr Q,- to 4 • `r.,y _ ,Pit 0 ,1 8 L :4 1 T3 t'r' s O PROJECT SITE TRACT 4---A OF { "" CERTIFICATE OF SURVEYi #` No. 2153 sx 10a. ` r° 220. ?? 1� Park 191 4 , r., 110 167.7 000 r 10,1 4 300 { 5 5 n r 0 6000 12000 18000 LEGEND QTo = ALLUVIAL FAN DEPOSITS (QUATERNARY/TERTIARY) o SCALE: 1 INCH = 6000 FEET N Qol = FLUVIAL DEPOSITS (QUARTERNARY) 0 Ts = LACUSTRINE & FLUVIAL DEPOSITS o UNDIFFERENTIATED (TERTIARY) V BASE MAP: GEOHYDROLOGIC CONDITIONS & LAND USE IN THE GALLATIN VALLEY, s SOUTHWESTERN MONTANA; BY: STEVEN E SLAGLE, 1995 COB TRANSFER STATION (MANDEVILLE)][ ]FIGURE 6 °w�ri BOZEMAN,MT 59718 DRAM BY: KWO Civil Engineering 1z olscoveav nerve � ENVIRONMENTAL El��AL GEOLOGY A� 1Land Surveying rn0NEf40al592-oxzi ALLIED DATE: o+/zoo+ Gcotcchnical Engineering PROJECT /: 01-117 ENGINEERING g g FAX �O�iI.`�Ia��, �IOI�TTAI®TA �. FIGURE 6.d.g LIST OF APPENDICES Appendix A — Test Pit Logs Appendix B — Laboratory Testing Results Appendix C — Asphalt Pavement Design Appendix D — Important Information About Your Geotechnical Report APPENDIX Test Pit Logs ❑ Explanation of Soil Classification Nomenclature ❑ Test Pit Logs TP-I TP-7 TP-13 TP-2 TP-8 TP-15 TP-3 TP-9 TP-16 TP-4 TP-10 TP-17 TP-5 TP-1 I TP-18 TP-6 TP-12 TP-19 (Note: The TP-14 location was omitted during fieldwork) Order of Classification Terms: USC Grain Size Relative Density or Consistency, Color, fines < #200 (.08mm) Minor Constituents (12-50%), Slightly = 5-12%, sand- fine #200 - #40 (.4mm) MAJOR Constituents (>50%); - medium #40 - #10 (2mm) Trace Constituents (0-5%); -coarse #10 - #4 (5mm)gravel- fine #4 - 3/4 -inch Moisture Content; -coarse 3/4" - 3" Other: Grain Shape, Organics, Cement., Structure, Odor... cobbles 3" - 12" (Geologic Name: Fill, Weath. Till, Till, Alluvium...). I boulders >12" Relative Density or Consistent Coarse-Grained Fine-Grained 5 Torvane.tsf P. Pen.. tsf blows/ft Density blows/ft ConGist .n .v shear strength unconfined Manual Penetration Test 0 - 4 Very Loose <2 Very Soft <0.13 <0.25 Easy several inches by fist 4 - 10 Loose 2 - 4 Soft 0.13-0.25 0.25-0.5 Easy several inches by thumb 10 - 30 Medium 4 - 8 Medium Stiff 0.25-0.5 0.5-1 Moderate several inches by thumb 30 - 50 Dense 8 - 15 Stiff 0.5-1 1 -2 Readily indented by thumb Over 50 Very Dense 15 - 30 Very Stiff 1 -2 2-4 Readily indented by thumbnail > 30 Hard >2 >4 Difficulty by thumbnail Moisture Content Structure Dry--Absence of moisture, dusty, dry to the tout Moist--Damp but no visible water Stratified--Alternating layers of material or color >6mm Wet--Visible free water, from below water table Laminated--Alternating layers <6mm thick Id. of Fine-grained Soils w/ Manual Tests Fissured--Breaks along definite fracture planes Slickensided--Striated, polished, or glossy fracture planes Dry Strength Dilatancy Toughnness Blocky--Cohesive soil that can be broken down into small ML None to low Slow to rapid Low, can't roll angular lumps which resist further breakdown CL Med. to high None to slow Medium Lensed—Has small pockets of different soils, note thickness MH Low to mod. None to slow Low to med. Homogeneous--Same color and appearance throughout CH High to v. high None High TABLE I Soil Classification Chart Soil Classification Criteria for.Assigning Group Symbols and Group Names Using Laboratory Tests" Group " Symbol Group Name Coarse-Grained Soils Gravels Clean Gravels Cu>4 and 1 5 Cc:s 3' GW Well-graded gravel" More than 50 2 retained on No. More than 50%of coarse frac- Less than 5%fines' 200 sieve tion retained on No.4 sieve Cu<4 and/or I>Cc>3£ GP Poorly graded gravel" Gravels with Fines Fines classify as ML or MH GM Silty gravel'" More than 12%finest Fines classify as CL or CH GC Clayey gravel"•cx Sands Clean Sands Cu>—6 and 1 5 Cc<—3E SW Well-graded sand' 50%or more of coarse fraction Less than 5%fines° passes No.4 sieve Cu<6 and/or I>Cc>3f SP Poorb graded sand' Sands with Fines Fines classify as ML or MH SM Silty sand" Mort than 12%fines° Fines classify as CL or CH SC Clavev sandG"' Fine-Grained Soils Silts and Clays inorganic PI>7 and plots on or above-A-lint' CL Lean clavx•'-"' 50-c or more passes the No.200 Liquid limit less than 50 sieve PI<4 or plots below-A-lint' ML silt''', 3 organic Liquid limit—oven dried<0.75 Organic clav'ti-` Liquid limit—not dried OL Organic silt--" 0 Silts and Clays inorganic PI plots on or above`A-line CH Fat clay"" A Liquid limit 50 or more m V PI plots below-A-lint MH Elastic silt"-L" organic Liquid limit—oven dried OH Organic<0.75 clay`11-' Liquid limit—not dried Organic silt'c'-"'Q Highly organic soils Primarily organic matter.dark in color.and organic odor PT Peat "Based on the material passing the 3-in.(75-mm)sieve. (13.z "Ifsoil contains 15 to 29%plus No.200.add-with sand- if field sample contained cobbles or boulders. or both, c Cu—D.o/D,o Cc- add`with cohbles or boulders.or both-to group name. D,"x D. or-with gravel.-whichcver is predominant. " Ifsoil contains 2-30%plus No.200.predominantly sand. 'Gravels with 5 to 12%fines require dual symbols: If soil contains—> 15%sand.add-with sand-to group add`sandy-to group name. GW-G M well-graded gravel with silt name. If soil contains 2 30% plus No. 200. predominantly GW-GC well-graded gravel with clay If fines classify as CL-M L use dual symbol GC-GM.or gravel.add-gravelly-to group name. GP-GM poorly graded gravel with silt SC-SM. "PI z 4 and plots on or above'A-line. D GP-GC poorly graded gravel with clay "If fines are organic.add-with organic fines-to group o PI<d or plow below`A-line. Sands with 5 to 12%fines require dual symbols: name. r PI plots on or above'A-line. SW-SM well-graded sand with silt If soil contains 2: 15 15%gravel.add-with gravel-to group 0 PI plots below-A-line. SW-SC well-graded sand with clay name. SP-SM poorly graded sand with silt 'If Attertierg limits plot in hatched area soil is a CL-ML SP-SC poorly graded sand with clay silty clay. Reviewed By: L s E-, 41en oq— a C Q� � 1•' f'`jl" J•' r `fr� bD � i � :i !'� i f ❑ ❑ c C1 O a o ❑ ❑ ❑ W lf� M V1 CDC D ° A A A O N o a ❑ ° o P. I I I II O zCA ,;++,J •i1,+f,f . DD o�4 � 0 O �Ua�� o � xW aaa � � � o ° 0gd oa0 ° Q 1 ! I `r j' 1 ! f `j r' ❑ b C7 0 ❑ ❑ o D 00 �~1 N M � W r J o ❑ c D ❑ ❑ ° O ❑ b ° �J�J� ti ,', frjrl',', rrjr� o D�oa a 0 ° D0DCD Q a ' + ref 'i '±i�f ❑ ❑ c o a 0 ❑ 0 b rV+ a> O D o � 0go 0 ° 0 Z b o U : �r f :i : �r f ❑ ❑ c � ❑ ❑ ° 4 ❑ ❑ ( , '. P o Q ° D. o D ° v o Q cl •}�^•, H o 0 +r 1' i,(+rf l' ° D0 13 I—I � 1•! f `(f 1 '! r `I f' � O O o Q °o a �l D ,� ;� al M > O i I r f !• i:I r 0 a O a ❑ O D ° b a � o�� '•! f �rl' '•! r `!t' ° o ° � ° � � WOE {z1 w �7 E- O M� W CLA)H LdHG N v �0 00 0 O O SH-IdY U U � T,�i Y V�J[�S N U N N .LI�I3.LN0� a � e 2IUVM% z > o 0 cl o -d eq ci CC ..iC. V O .O .a �" Y. O n•a CC V W L. v, � 0 ° � aW cd d w ea clM6 00 � . : Wz =_ U o �, ce � � �; o '� o � w. � o a� 88 �+0= 0 :S •° a � °' a� � �D � � O �..., N,� w W C O L, � O G L iS .� +:+ � O V� V] � t/] Z M 4c Q V] O (n Z i bA V U Z i i �W N O O O Reviewed By: q— c en a 4 N L H h A A A 0 0 0I-I� � yam„ o 0 ° ❑ ❑ W � � IOA ri L N cj �f�1_rl�il; f if r'_t ',' if'�" C} �Q o ❑ O o O © o ❑ o [� W W V A C [~ el Fcn CA ° D ❑ O D E' ot 1 . C) ri', 1 i t;�11 i t ❑ ❑ ° [� 'rl� l + 'fl I'' frrl ❑ ❑ Oo o ❑ o o ^� NM W 111 l"'!l l"' f+rrl OQ o a ❑ Q a a ❑ OHO o ❑0 O ❑� O O o � � J f i�i 1 i � t;�1 1 i 1 ❑ ❑ o °a Q a D D ❑ ❑ 0 rl' I I 'rl' I+' f 'rl' o o ❑ 0 o 0 .' r" 1 ""J. 7 D C Q ❑ 0 0 ❑ ° D ° I " N J ;..i i,"J :i t•i,+J O C> f o CC) o a a d a a LID FI i i 1 6) O ❑ ❑ ❑ o O ❑ Q U Ji '! O o ❑ a o ❑ o C) O ri I'ri111 , �ri I'ri'1�� �Ii I11 a = ❑ ° ° Qa ❑ ° ° D A VJ r?' 0" o ❑ Q� O❑ o ❑ Qua y d `J Q 1. +•a i i l r J. :.1;1 I r f, !• o ° O ❑ ❑ o a O❑ 0 W Cd 1 C/� N if I!ri��; r if J,r"'1� r i''" ❑ (DO❑ QIrl ,` rifl!I`, ifrl; o 00 Q ❑ 0 o M W 0 ID CD W o (LA)HI&ICI 00 o N Q SH IdINVS N ^ U U C7 IIUVAb % z N z Ca F. '^ � � f:"i H � •� C L Tr rl � Sr-+•' � y CC 00 o h Q b0 n C VO L O O. C p bL 00 E .... O Z7 L c� ° O. O '3 O. O '> O ❑ O O O d. A m d rG (~ O C rn GA � .� YO, (, •� n' C�C ° � .O .O � O C A e e w (, o y .G C > n y a> i C Q 00 E a o � u •o � � a � ° in � � � � E c�•o C o � a ens E " •>, U Q �1 Qz i �" .-' S L" � r:+ �v: r�i: c� C � M �°+ � L � GJ Gl b�A �" O � � � � '�' � •n U C w bA � MCA � �-°i � p � O c.`„". �•C � O O O •O ° � � t~ O b�A +�+ a! � � f-' 0 y � ° yI? I? . . 2 F�1Z /1 CA ° !A Fr 1 u C� F� 1 1 1 1 1 ,�W N O O OM Reviewed By: L S E 4/2g t o q— a a � � f ,fr; J' f (�r, o ° O ❑ as o az n A o °� zr vA 0 0 ❑ ❑ b � W � o N f rr' i'J' f ' c o o a a 6 ❑ b p F � ' � � rO1 � � r! � a❑ ❑ � o C� C� F+1 V '� o O Q U o 00 a .--i N ; rfrlJ', frfrl a 0c a o o a W W f `f j' , f `r a ° a Q °a oo p rp ❑ 0 a o ° o � a> O o o P o V T d o Qcd f r r J l l f r r r ° c a ❑ o a ° Q ° % Q"O e° E.y rr'y � Ir 7 i� +r 1 0 0 ° ❑ ° o � •v^i C� F+\J f `rrf' ° Qo o ❑ o 0 W Vi {� O o P o [} Q P P a � CSC ? e ?: c o ❑ o C? ° a ❑ o O C kn A Q � f''f 1' !•1,f r f�' °� o ° ° O ° o ° ❑ � °O V] i:+ � � � W C, _ ° O C/] N r'i! J'�i r+r�1,• ° ��❑p o O 0 ° o p o U O W o ° Z r. is r ❑ c O a o o ❑ ❑ ❑ pD ^ O W F^-�{ : c� a ❑ Q o a ° IL z co ° � W WQJ f rr' f rr' W iJ :i :!��' : ° O � o � W a x r. ' H o 0,A)H.LdaG cv 00 o c•: xx �w sd'Idwvs J J d d O w as a INaINOO e 'daIVM% 00 cl o .o o ^o o c � in o hQ.l ° •� � p, � o y � °° ° � o � p A > r rn W Q W W cl � v' C Q l W_w ui C/� 0 w � eS � +�•' �°-i �+ O w 00 w � aAo a'Wz � Q �� O `� •in z r .� � � �V] C� •E Z V1 � � V] z �� � V •� z r r r r � O (� �W N O O �M Reviewed By: LSG 4/2g�o9- c M ^" � +V•' �i � � VO) �Ofi O '� O N L Eo yr n A A n O O GTi O W O cn O O o� a (I rr(rl rrrJ r 'IrrJ„rrrl a W nnnnM O wWo �7ttRd � L M V r 1•.rI1'i r r 1•f i''i r i I1 ff', i �•f ii r r i i _ ° ❑ c� tl O (� ai n n n n � � `��' '•'.r,`I!' '•!'.rr��{' �.i.r',I!' ',' O�, Q°o nn� � [ay C% I,7 I'a I•.3 I•� I,7 � O R1 ZJ ' I i ' ! i,•r ' J :i :+ r I a o Gp a �3a q x W C'O'O'(5 v U Q r r i r i i t r r o ❑ .. .. .. .. .. 1•.Ii' i r 1.•r,'�I, I i 1.r'' ; I ( 1.r','i; I r +'.D ❑ a o a ❑ V r - r r - r C7 0 r r r i r( b Q �•'� N M I V) � U U I, ! •'' r I. ;:i :'i ,'I !', 1'J :i :'. f'I O D D o C)' O o ° 'a Orr Jli'!� rrr l .ri ij rrr i !i �Ir f .ri.i� rr 11 0 ❑ ° ° �� c o ❑ ° ° ° ❑ ° 4 ti A••i Q ({! O� o0 4� Oa Co 0 o O a «S r J••1'', , r r !•_r•'i , r r I•ri1'i , r 1.1•'i r{ 1• ° ° o ° p ° o V o ° o ,� O o 0 D ❑ p D D D .O .0 rrlli'i � rr+1•lii � r CVcl ri'ii ' ir1'.ri'i � ri+J " ❑ c� o M O o ❑ U r�' i r rj' r r ' i ' r rj' r (J' O o n G) d ❑ � o,��y•� duo n a C}u° V ❑ U i'} C��' "a E"r [� � r'+•fi�, , � r+1•ri' , � rr�•'ri�'i , � r++•.rig' , �i!•.❑ ° o 0 0 0 0 0 �" •v, � !� !r •r r i , � a o D o �i w rrl' '•' r '!I' '•! r '�I' ?•:' r `!I' ' 'r `!I' O ❑ D ❑ ° °00❑ D ° O cl ❑ D D o C O r++'r i'',ji +l �fi'�i trr 1•_fi'i; +;•.r i�.!; i'r•� o ❑ ° a �a c o ❑ o �❑ ° a ❑ D cl O A E* FBI a a CCA (' (' '� r ,( ;'J r r a ❑ Oro o O a o 3 a W rf Do o Q D Do, a ° 0 DOS ❑ � �' O V r 1j, ;.+ ' I ,.+ I " ;.+ ' I ° O a C o O Q ° W a; W i , 'i Q o H O O C/] N 'r7•.fJ,,!i r '+�,•ri1!i ° ❑ o ❑ o ap o ❑ d Q CAv+ -- Q �"� , � � , ?� ❑ D D ° O o 0 0 ❑ D ►� 'C Fes•. F- z !. ; J '' 1 J '.' '' r I ;'.p 0 o o D O D f; , r ! f i I;rf , r 'IrI' r r 1, a ° a c 4 0 Q a s � V] ° r--1 r I' r r r' r (J' I r r' r r w 1-0-1 ' ' � ' • ' � a w�, W H o N W W �o 0 �.Ld)H.Ld3Q oo 4q� U U C7 S3"IdY�IdS � � 4 INUNOD � � W N91VM% y v L > L S ¢ y Q C7 U W acl rp � C y u � C h � w ��9 'C7 F •o � c ° two 0 �-1E .• � ¢ yoo C7 � 'o � ? � O o A I� i Off. w+ 4 U U ' N C _7' C �••, R V� O Ge .U. b�A �' R2 .0 w S' O �' ce rn W L L o CJ o ce W x ces '°'- E > .. � � � r..' L a... .. "LS E•, .O 4.0+ � 'O ^^^ � ri, u L. rW p..i u d - ee o o L y ^O CDC O O ce W a o u •o E o a � �n Gem c� - C ce 'v .0 U ee .c aao � o w, � o a, EEc�.., W w . c o 0 w ew C° �n +� O o y 0 0 o in c p U ar' O O o � A 0 3 Z r an �r%� 8 Zv� v> > v� Z Va+ a � oR; Azn r� r r r r r r R 00 4 r r r ti Reviewed By: S t ; q-l2 e(v¢ rn .� A A A l It o o ❑ o o ❑ O O o ❑ ❑ o W �1 V1 if I'r'''i i f (J+''❑ �° O O P o o 0 ❑ ° O O P a o W A A A O (~ N [~ �.� l ! I 'r r' ! ! ( �!j' o ❑ ° ° o o� o o Q � o ❑ ❑ ❑ p 0.r � II II II Rj O � W O� oUnO � O� o�fQ 1 O WW aaa FJ. J; aUD U9 O ❑ Q 9 V VO O r r ❑ o r—, O0 �I! r� ?'-fir !i +� ?'� o ° o ° o 0 0 ° o❑ o 0 V O O O U h �" �'! I r�r;l'' ( r�r; O ° o /-1 O o p ❑ o O ❑ O e�q en w P O (D O O P O P P O ..� 'r r .r r O ° a ° o O o ° ° o C7 ❑ ° D o C� Q � Q r r �❑ D ❑ O ❑ D D i••� OHO D d� D ❑ OO C D0 o o °p" c, °Q� o H o o 4 O O _ O r r 6 0 ❑ O D ❑ O ❑ D O ry r.! I r r j' r ! ( �r�° � ° 0 0 0 ° o P � b o ❑ aO o o ❑ ❑ o P a p d O ❑ ❑ P o r i1 i f (J i1f!i f (�r' ❑ Q O a o o r OM ❑ O o P P o w U T1? I `r r11, r( o ❑ ° ° D °V a a a ° O C C a RI O o o Q ❑ O O v, ;-: ;. ++'f :i'!!+;f o ouo�n o a �� � o o� p n a •� �� .o o O ago ° d 0 O aUo ca Z P:r r ; o P P o o d CS o P a c�C O ij r r P O O P I r O ° ❑ ❑ o C� ❑ c ❑ o C7 ° o ❑ o O C i (/] p o .� l'r r ( r!r'❑ d o o ❑ Q C} o o . Q o o ❑ O O ° °� o o °� o O O ❑ Cl N it r ( ! �f'lirirl� o op oQOo � O V x �� W ! r r D a ❑ ° o o ❑ D ° ❑ ❑ a ° z u — ,7 O 0 „'r r'f : ,:'+ r'J a o o ❑ o o ❑ O O O o ❑ ❑ o y bA O W O 0 0 0 'o CD ° O 0 P a o �j G� G o � C� w+ ° a❑ p ° D °dam P a ❑ wove a w a w O • ' • ' C7 r~ x N O GLd)H Ld3Q N v Do o N W SJ IdINVS ¢ x U U 0 .LNJ.LNOD a 'dJI AN% cl 6 cl u cl ea o c O Q � b OS � � p ►� CL� .Qvu O V� 700 ,� •d E"+ O >~ .� M Y, (� 7 �, `••' CC O ❑ O .a C r".a C A 5 w O �+ 1 .' �' t Yam, C� 7 C u O >✓" y Q (Y e as G, � c , o-4 � � EeReoa °D � � �GcoeE a� � � w Q r �+ C +� rn v. GJ ❑ ^C3 r �, L ,n u bA... O ;a C � d p O O O cLC p Qw m Q O O O Reviewed By: L c a ry v� W 4 4 4 O � 0000i r v� U 61 ! r r I r I r Z n n n n 4 l � 1 f' t+ �r'!'r' � it !l' D o ❑ c 0 o b O a w O O O O �~-I � N r"' Gzr i%l " ` l' !;ii%'l I J• !:�i�',r " ❑ o ° ° 0 C) o ❑ o Z W 7 0 n n n A .4 FrA rr; n ° o aVa oaVo no E. Q o a o o W o OU❑ o � f? a w aaaa o r ! t ; ❑ b pp ii; l .f' ii i , I'i; i ;1,f,, ; i t ° 6 .0o ° o ° o o U 0000 r I r r r7 o b O N M 7 U o ❑ ❑ c °O ❑ ❑ ° D o ❑ U ,! + r Ji,!,I l'J. +:�j,•'l I,j �;;'l I+J ° ❑ Q o ❑ a C) O o ❑ 0 0 Q a i'I; j i•r fi'1; r l I�i i + fi,I; i'l ° ° p o a ❑ o a Dp ❑ a ° o ri Qo O Q a o Q0 �� o 0 <D d ap0 y o ❑ ❑ ,I�%'l "+J ❑o 00 ° O �❑ ° �a o CC Lf�l o O o �!r,.r''i; f i'r'•f''i; �';,.fr ; f �'l 1' o ❑ o ❑ ° q o ❑ o ° - .0 ❑ p � flj'1.' rrr1� o ( O Q o a a f 0 oA D ❑ D 0 O b O O ❑ ❑ ❑ O C7 0 o ❑ O cl T i i i t ri i i , r i i i t o a o o a a U firjl , + r�f !', rr�'rll , fiffl 0 ° 0 � 0 o C7QC 0 n n D 0 n o A a ^ i%r I J ,li%'7 r'J ;I„'l `!J :I�.''7 "+f �U❑ C ❑ ff�° O ° U Qum ° ❑ t,'/�' 1,7,tr`��' �,!.+ `�1 � !.rr`�l' ❑ ❑ ° t oQ ❑ ❑ ° 6 ❑ ❑ Q C) ° o CJ ,rJ I�i l, a o D a p D ❑ p O [� r C/� a00 a s O� o o ° 1000 �_ Q j :ilrl � :irlJ :i + f C7 oa o0 � 0 DO 000 . Cn FLU ��y v Cy i'i , ri'r,.r i'' , r (J l,.r i'' , � ('l,'r(i , � iJ r1 o a ❑ �D ° oq D ° b ° v x C 1' ❑ ❑ D O b ❑ ❑ ❑ �' W ° p O a O C) o ❑ a C cu 0 jJti � O (IJ)Hld3Q N 00 o cv 0 Q Q Qox mom c,ox U U C7 S3'Idwvs � � a .I.N3.LNOD N31VAk% a + o ¢ r7 (P bA s0, k C L 0 C. _� � c a CC ^-' � 'd � •� ,.��.' i O '� CO". � �+ 'b j i w � 'O O � n m a a E"" rn L vi r°n V C L O Q .� '� ❑ y v' ci es CC°) 0cj r� .� n �-. L i L Vi GJ r}' "Ly r°+ •� 6J Lf i .. L"' V V L ° I-� E"� Q' Ll Q� C 0 .. O w+ h y a> v O �ip7'p•�" O i Oi 'O O •• �' y C W O Cl c�eoo zR'iA0 0 w m O O OM Reviewed By: ,LSb a a °' tx voi voi voi von voi voi o cn N H ri w do A AV A VA ' Vo V7 � � Ifjlnlnln y„ n r r r r fx AA AA A A r 000000 a :7 r J :7 ` J. :1 ` J• !;! r J• I ,'7 J' .I !' ! J, Z � � 7 � cr •v � 7 '^� M ' ' W A A A A A A GC ri''i r r 1'1i1 f r 11 Ji'i t r 7'Ji r 1'Ir r r 7 �i1 f r 1'.!i1 r 1'I C} A C �Q L ! ' ?! r ' "! i! r ' el :i ! p J :•i ! 1 J :iJ! . 7 J :i ! . 7 J• ;i ' i J ;i ! 7 J :i 7 0 If !� i1r! i ; ij ,fi'i; i + fi i; i ? fi ii ii 0000000 -- h ' ffrf' 7, � NM 7 vi Ole W Irr; frf'? 1i' rrf'l'If 111! ; rrf+ li'!; r+f'JIi !; rrfJ -ri'!i 'rfJ� �� 0O0 ° Q f `rrf7 p a o :i i 7 J• :i 7 J. :i 1 J• :i . + J• ri i J• :i 7 :i i 7 a oq �° ° o p O 11.r1i; � ' 1!rl 'I 17rf � ' lrli' i r I lr'fii; r ' 1!,rl:i; o 0 G) :i � rJ :i ! i1J :i i + J i ' J• ;i ! + p f• :i :,� i J, �;' '.+ r J, a o ° !'ri''i; f 1'Ir i1 i� f lli1 i ; 11,I Q 0 O ° o O n f rrrl,; •• :i ! i i J i,i !� 7 J i ! � 1 J :•i !,. 7 j i ! � i J ''i !�� , J ;('!�; , J 4 ° ° ° o � ° o C o ,i111+ , f ! J J • ❑ ❑ 1'r! 0�O A V� Z frr�' i frr 1 fifl fJrJ�' �' :frlj' 1 frr' frr{ rti n ;il,' prJj ;i !'+ 7'J+ :il+ i'J+ ;i :'' lJ+ :i !!� 7'Ji !�+�JJ, i !�+ i'J. � -00 O❑o ° O � W ►may 1 N '•r'�1 i ' 1,-rJ!i r 1'-r,''!i r �,rJ' i r i,-r,'' i t �f?,•rJ!i r �f 7 •r1' i �J!' C) ° `--'(� C. p W C f ° ° O C)O :i i 7'J :i i 7r J :i i 7'J :i i 1'f• i i F'J• ;i i�'J. I i i 7'J, � o ° � O Con a N •rig!; f l ri'if � J'ri'�!; f llfi; f � ri'�!; f 1'!i'i� f 7'!i,�i; f 1' � d b Q'j d W O • �, f J �+. f f, r�, r� ,, f r , , r r r a w h O c� UA)HUT1 N o0 o cu W S3'IdWdS pa;aapo3 saldmuS oN d d 2IUVAN% W c i a o c o O d eLe w5 � Q g a � cA00 V ", •O O C y 'C O O A en wj cz � FC ccl E L �+ �+ h W I wzy W p Or p O00 w u C Z �Or Or Or 00 Or Qr O � Cm Qu �b.A afxCC� Aan Qy Q O r �C7 p �fsz1 N O O O Reviewed By: 2-s A A A A A = = In O A A A O O rA r-q A A A A j; .j, 000000000- - - - - 00 u u C) 0 C> 0 0 o cd j 0 fd f cl zs J O U D ;r f r j j Cc, cn cl J. P 09 j r 0 cd r D 4a ,> r" .. > 13 ray N 0 , I I ( " I f I' , ; ( ( I ( " a o if. f-) I '. .) I I �I'.Jfjl, f �r cQy n (I cn 0 CIA)HIdUCI 00 S911dwvs oo ao a Co d oo n u u Q�)s En fA al C) IN91NOD 'd 9 IVAk% + �o W5 ci g Qm Q = ;. CJ r. (A C) 4wo Q = 0c) rA 'A gz > Cl C9 Q (A cqs > Q cm m Qn Z �t U cd Cd ce C's .2 0 0 cl u C, C4 cc r4 W 7 z > 0 Reviewed By: LSE ; q f 28/v�-- 0 ca y OOOO V) OOON lOj1 'M2� n nCd O � OOOOp 000 N Inll1 � j.i''i j: „ n n n m m � n n Q NO 0000Noo NO r" N tntnkn r.+ F7" ;' i%1 ` J; ,' %!` f; �%1 r J; •: ;;1 ' J. •: i:1 ` J; i%1 f; ,' ,`C, � of � r!' � � [h .-"kn AA [� n n n n N n A n II II a pa q • a "7 II II II II II II II II II z ;.i : ,,l ;,i : ip'J, tlil: �lrf ..i;: ;,'r ;.`;; ;,r�, i;;•� !'f. �:i xW .. aaaaaaaa .. .. .. O ! i'li { rfl,riI� { f`1 fi'if {r!!'r; ,� � lri',� I fJ!•ri'I; � rJ! r, V /� OOOOOOOOON U h { 'I 'I '1 ('{''1 ('{''I ('{''I e�q`en ��It\�kn\\0 tl - 00 U .',':�l ,'J •.�+:',I '+! f' ,''1 ' 1. ••:�i,'•I I'J• ,:Ii%'! ''J• ,:� .''I ''J• •� � O Q i 1 f r r O llri � ' 1li'!i {' ! ri''irrllri ir �l1ri !i ' 11ri11� � � 1'ri ' 1RI lri,I� lril� r1 0 O Q f '!r' :i i ! J ri . ! ! :i , + f :i + ! r :i , ! f :i ,! `, :i , ! 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'� CL p yam„ YO. eOC O C i ��, m° a w � •rOi, �' ca O a C �. � v a C S"" ',� 6� � o V `< 0. 04 c O •� O ^O Off" O � � C � O „O y aco C •a e ° O W + 'x I--I ++ s. .� O '� C v �+ R3 'C '3 ca °? pin ,ea, •C c a v x i C'J W i a u d •' � ^•�w ca � 'o c � a, ,..., ,� F-I -� a as °"� oo C "`^ � Q .a .o a� C W a a a c `� E e°a ❑ '° fx ° W Q Q o � o � a •a � � � � � ., EC7 � � � � ...; w� N � O w bD `� Opp •" O +�"+ p 00 w � � +�.' o O 7•O O O p � "a� � +�,, � a0i py E"� O ov� v� � rnZch QwN O O O Reviewed By: L c °' � v�i• Ian• � y o O o Q n ;.i 'i 7`J. c CDO O 0 d ° D D c CD o 0 o W rii rffllli ' � frll O ° ° O O o a b 0 0 d ° O O W a A Arj O N y i + ! cQ o ° o ° ❑ cQ o o ° ❑ Pr II II II iT o Q D p o Dv °�(l d 0u❑ (� ❑ O� CA W aaa V o Q °a ° ° a00 c, HCd ; 1', t �lr; !'' frlf; 410 0 0 0 � o Oo o ❑ O ^� NM U r pCD D q d ❑ o D c D D D ° a on Q p C. q P P O O ° Do o Q o o DO o Q0 O ° 'Ir•'� i i 1 r• i i o O a Q ° o o Q o i O ° 0 o o Oo C) o° on DT^ T '� r '�! 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H O 06 CA aj 5 n L O ++ u C �+ L .y .0 O C C +' L O 3 y cOC }' ' (� ycl O p •i+E y ,p _� .a L sue. Qom�++ C7 a c�C w, ccl O W �i•� E'i w .� .o O F- � � L +.+ L y V V1 � y � _� � L G •• �' W U V � O � (� Q' cd cc w ^o n o a '8 00 �+ c� ^O C C. � C O M•^�'' C M O 'O C w Er cc Q� �" ' r0+ •O O w+ y C 1 w C 6) O L 1 a-0 PC, W N C O w u � u O +0.+ p oo w 5•O - 0 0 � 0 0 0 O CJ C oA - d W L Q w W o O L j = L O +� v� rn > v� z V� O ofxAO ri F 04 C7 F z Q `-r•+C/� o �Vi F- i bA C/� CJ G i 1 1 i 1 I- Vl CJ Reviewed By: L SF_ 9 J2ef o c� fs+ ootnotno o � OOOOI� tf, N V1 Otn •�"' C /� 'CCIS S 'F O W r ' � � 10/) � MM � MN Mtn Oz n nton, ton, ton, ry � ton, �rn w c t '(l' ' FEW OpMMenITeq o ti N Vi to tp N III V W r J %1 r ; %, r ' • '%! r ,' i%1 r r .%I r r a� I rl'' 1 I r•' i r rj' i r•' I f r•' I r r;' I f rj' w R n N en en en N -o n II s. � � l . !' � l •! +! � ± � !' � l '' I' , l '' I' I. l' r' l OCIS � ' ' aaaaaaaaa Z ` f ':ii ,1 J f id%•; + f `:`' •; ' f ':`; '1 ' f. ':`; ,;+ f. 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E-+ O (Ld)H LdgQ cv 00 0 )) O O !-� T�� d"o•y fAoY C7o r3 `moo v ub Ao,k W o w"o r�+� /� �FQ� Sg,IdY�L V S N N cUtl N d• tVa N 7 V] y:�O U _N�D 00 �„O N N u u V �V U 0 8 V ce)�s V ce)s n U3 a UQ v Q O w � a NEUVM% z z ,C h N OLnF H T Cd M n rC° a'�. w (~ •vOi '�' CC O a O '0"� PC 6d F �° ° G vo^ �o�n sa. U o a a> = y c A :+ 'b ,'I' o CIS '� °r+' (45 CIS •eo o td � '3 etS bA CCm .O. w z zAo .. v' 6� d L G" ,>, r--. `� w rVn r.2 V a E� Cl Cl c o °�' '�" .d � p o PC W W as � a a a wW a V] O yv� r/� > v� Z ° ma �D O �rpF1' I�Iz /� �••.•+ O (A 1�-� 1 ""° CJ /-� I 1 I 1 1 1 ••.-+ y C� !A 1�- 1 I 1 En Ey v QI'w a O O O Reviewed By: �7 V64 en a Qn U T C:) f� ri 0 el cl co 13 0 U r ri'I ff I I D I 00 • 0 a 0 c) o 0 r; 'fi I f;,, C> 0 0 13 C 0 f f rD 0 0 0 ,fr I I c I 1 13 0 jrJl. 1. .J trrJf trrJl Op D 4D 0(D o C, rr , fr c 0 o 0 co> 0 rl I rq rF 'rF 0 D 1 % r f i r I' ! r i' ! 0 0 en 0 ,rr F r I cn 0 (LA)HLIFICI N 00 o N 0 0 salldwvs palaalloD saidtuuS oN u u m a U91VAk% + Z o on > 6 cl 0 Qz 10 .0 v Cd r Qn E*- Q o4 > > cl In 0 p., E* tz vi U U > as 6 P4 9z 0 P., 0 ;-- cd 1 1 1 1 1 1 z Reviewed By: L sE i 412e c "o a o 0 0 � +' � voivoi � voioo v, 'ram C 0 rr ri a c W , rJ 'I A A A n ttMM C irJ ,i „ JJ ;i iiJ ' + J :-i,• ' i J• :i ! iJJ ° o CJ W � M � 1n V) � aw `JrJ • -Jrf, ;Jr , `+ rf, . Jr , :+ zW � d � dc o N n A A A r{' 1 ( r{ pro F Q 7 = = p = = R W O ° 00 i,i� r '+J•fJ'�i rl+J''IJ'lir ,J•�IJ'I; r JJ'.ri l; r1r Jlli' ir (,?', U 0000000 ,� F h a U .+ J i �'J J ;�•J J �+ J. : ,! , ; J : ,; J p � � d' ° i'i�i rf' {•`{,i� i r,( +,`i`�i r+t +•-!i1i�; r J•Ji'!i r ( +,-`i'I�i r ( +'I° I) 0 ° Q ' + I J ��;' ' r J %11;' ! J• :I ! � J J :I !� J J• :I ! + J i D r � r � rf rff r ' • r ' ; � i'i�i rft +'`•i!i rf( J,`i'!i r�( ,`Tfl r ( +1`i,!i r ( Jai';�; r ( +-° L\T-/ .�i kt). a ._ 'z, I •f Ji + J :i !•i J f : +'J :i !•i J'J :i ! i J,J o O H p 0 3 W z � '•i J'J :I 'i �'J i !•i +'J i +'J :I i i'J 1 !•i j'J O Q Jri ; : Irf, , -JrJ , ,:Jrf , iJr ; + r % 0 o z !•iJ J :i :•i + f :i !'ir J :i ! i + J :i :', i J :i !•i + J a � � ° O_ Q p �jCn ( I f (Z W O O UJ)H,LdgG o0 o N OW WO x x Cq7¢oy cQ pox U U C7 S3IdL�IdS N i�T i�T .11`31 VOD N 7 M -dA,LVM% N _ tv O O o -a o ^o O � owl a 'p, � o aooel c9 c A W ca W x F m ;Q. C7 W W F o ' ea .o c ai i s. w bJo ^ aGi a� � a o � u -oE oar oca �'�i � � E �a•- c o � �teoa � °' W Q QWaZ U c � �oa ' o " = y � o a EEob1Dn� o > � ;, w N va w on tw c o tr. � = o 0 0 o O c a, O az � Q ern o 3 •�, z , ° cv V.v� � E Zr/av� > v� Z V�+ ewe � •y Z° a � � C�7 �wm O O O Reviewed By: _L SF_ 4/2 S)o 4- c O N N N cy 0 CA CA cz� O W A ArOA O O ��.+ U w r r '�' C/� knW, A NNNN 't o z A A l'� [' W� l- I: O J :', r'J •: f ' ''J ':' r'1. ::', ' r!1, :' r,J. p : i r ,! 1 ' I N rA O rn O O O r , C= M y t r ! (',ri'', r i �'•ri',1 i 1 ri,i i •ri' i J'ji'', i i 1 r!'i i r i !'ri' A en rr N � .� O N O r CL Cl) z f rr r' , t 'r{I J f rr!' I. f +r!° J� ! 'r!' I f Q a a a a a a a W 0 � zJ• ':`f '► ` J ':` ;'� ` J. :.i '�' J. `:i11�, J, :.i ,,�+ ; � W a a a a a a pq � ` r ` r, r ' rr' r r~'!f rr ! r� !( '' 1 .rJ ! r 1!1'! f J IrJ'! ' J ri�! ( I Irk'! i O E- f 'rlfJ t 'r11, trrl ( r�riJ' ! lrl J' lrr�il` trff J. f ' O r••rNMetM� zt U � •i `rJ ;.i ii;rJ ..i„'i `rJ. �:`f;'i `rJ. `f ► �J. ';`f;''i�J. '` 1;' J. :_`, ,i ` 0O/ Q t 'rr'i f `rj' J ;, � , ; ;, rr; : ';, r ; : f , rr; ; ;Ire •, r , ,',., r : ;., • ;, '!� rf I'ri''I� '' I'Ir i''I� rf 1',ri'!� ' I'rr i''!� r )'rit'� , f i,�f 1''I , f'I'If i1'i ' r i'!,•ri , , r rr r. � ;' 7r J! ,+ it Jf ;+ i Jf . J 1 :,i , + J '•i�' ' i J :.ii:!1 f J :•if �r` J O , '!i'r, r ' l,l,f'ir rf JJf, itJ''11,r�1i r , lif, ', ' I;•r", , 1;-r' !, ' 7;I '1r lrl' ': f 1rJ'I ' ! `r('J ' lrrr'1J ' ! r ' i''1 � � � ; : f r ,, � � r,: � r ; • ( rr, r r . : f:► r r � !!'I j ' J IJ�!f i 1 .r i'i j r •r: _!i ' 'r! !i ' rr7�!i ' •r; !i CS O U ,.1i J'J I•i,:'i +'J �,i1: i�'J. ,;:�f. . rr J. !;i : i i'f. ;;, : i i'J. ;' �r'J. ::' ''r!J. �:��I,'rr J, O F-' Q' r , 'r• , r! '•r•' , rf r•' rrf rJ' rri ri�' iri �r� rri r,' iri r r ' A � � rQ � ( 'r11• !''r�' I, f''f 1' 1 (+'!1! ,, ! 'fll ( 'f 1' J. ! '!!'J ! 'r if 1, f !!11 � � W A I rJ; �-1 rl; ii rl; %1 rJ; •' f:i rJ; ii+ rJ; f:''! rJ; f%1r J; :'1 r ' N ) r' r1rT!i r' �Ir1!i r' r1rJ!i r' I'!rJ 'i r' �'r'! � Or i , p"� N ,�li r 'rI,•r! !i r'f I'•rf!i r 'JI'-r!'Ii r(rifi,'�i rr'! !i,!i r ' i1•ri ' ' r' I'.ri''� r ( � •ri''' �ff II Q � W ( r� UA)H.I.dga N 00 o N O O S!!'-�rr� �,�T�J(� U � W �1 1dY Y V J �O�Nl LO/N��7 U lD p �p�D A �p o0 V U0.4 G M M 00 N O r/J 2 cz cu CD •� C C w 6� a0+ �"� CCU '� yco cc O 7a •Vi [� O O G> t u O .. ° V �, }y . W Q ti F ^o Cc,V, W a 3 Co �--'W U W p O Y. O O, Fr i! .--i +:+ ,� •.. O V] V� z az A V� o � y z r . any v� � E z r r a�' ¢WI Reviewed By LSE; 4/2sly Ez AC;C�W�C� go ft m C; tn j W�W�C;C; A A en te) tn C) A en _4 -I f vcovvvv 0 P 'l P I t I 00 '1 . i- . : f `r�' '� I r f 1 1 , i I. .') , , I. . r 'l I. j 0 -4 eq en IT kn �o C) Ti, IFrr IF rF rF IF IFj C'4 IF . I r f I 'IF P IF rA DO I ..r I IF If en 0 rF IF rF If If If 0 (1j)Hidga cv v 00 w r—q 0 0 SH'IdWVSQOX OY u u c ce) C) INUMOD NUIVAk% + �4 It rz Q 0 o gz o4 cc E 14 0 Con cc �n CA az W 0 0 04 z �D Ln cn Reviewed By: LS r- W A A r ........... kn kn 4. 'T f eq kn kn C;C; Cl A A vi ei 4 4 A O 00 ,-; NM .4vi16 u 0 ri .r,r P I . rF rr 'ri I •Q C/) cn eq • It In If en .1; j 0 rl rl, 0 (1A)HIdgCl N 00 0 0 sg,ldwvs u u Ul) c)s @MS d d o 'dHIVAk% 40 + u IWO ci lu 4m 40 z rA 0 41 0 'U rA u o x .0 00 Az u Qn En Reviewed By: L S rs 412,9 0 4— c p+ rn0v, v; v�i �' v' Nv�i •� O..� N Ci fwo /� n 1n O C Q 'IT j E� W o o N M o N iji' r+ ;r f +i ''i;'J' w rA In In O rA ~ ell C� O Fj rf rJ ff :J � , - , r v7 _ r f •,ri' r f 1r•' r ( Ir r f ti' r r J ri�,r � i J'• (� � � A NNet A QI � I•' f '(�' I f 'rj' 1. If rl�' I"f 'r{?1 �( 'r t' 1' ,f 'r!' [.yQ !•� !•� !•� !O !O !,�• I•y 0 � ri'I, �(rr.ti•!; I f''•.ri,'!� I frJ•'ri,' ' rif J'Iti,'!� r (�J•Iri';i� ( i!J• iiV�� 000000 /. Y� 0¢ : ,f UaUaUa aUUa �' r� O W ;•i i+'f :i l i+'J I.i(. , r'J. �:.i,: i f'�. �:I(''I r'f. �:i,� '+ ¢ a '!i i J r J'!�''!� I r J♦Ii'!i � J'!i,i i r J li !i r J li i i r ' J'• O � Q I• f 'rj! I f 'r�lt�' f 'r�tl ttrjil` IJ'rf`I° f �rfi ii r l i f :i ,r 1 � +,:�(,'r r ,< ,i :,+; � i1'••J r j ,� r'r r f. . �p '-ti1'!; �ff J'.rf�!i r ff r rr��!i r (r J•-r''I�i r fr J•�i !f r f!J•-r''��i 'I r'J '1 f ;'Iir••r ''J• �0�„'•7 r �•�.,r r J• :Ii:,r rr 1• .-�(,''r rf f• � � .Irl'!f Fr r•t�'!J � 1 J1''''!J rrT�' !f 'rrJ''� !J �`i'J'�' !J � '!J'I c� � � -.I, f `r{;.I f rr,� .l, f frf,,, frr{ ', f �r,r,j• f ;r,�; � a .. ;•i !�� t f :•i .'1 t J :•i(. � i J j=�f. � ' f. ":� '+ J, ,•i .; J � F (� � '-ri'''� r( J'.ti�!� r ' J.li�!i � ' J•-r'�!� rf J'-ri�� ' r( J1-ti !i rf J; 6r ¢ !';''j �' r '; r ( r ` '!� r ( J'r '!irfJ1-r;'!� � ' J';'!, � ' J' r� F 0-4 Z � • �, f,rr t� '' I,'r �' �• f,'f!' ', f �r!' '. I `!I' !� f `!J' er y Wd' Qii :• t f :i !•+; J .i l,+J f :i :+r J si l,+;r f. ., !.•+r'f, W r 1'fJ'!� J,ji:�� r J'fi'i; i J•_ri�ii � i J•• i� F+y Q Z �• f r� cl H O '1:7'Jr'f •I(.•'1 ''J •+�i-''! r'J• '•:�,r.lr'J. ';';'•+rr1. �':�;'•'� 'rl. O N t ' r rJ'.r i'' w F-' O y+ CL3)HldlU 00 o c! 0 O Q Q o ae LO o,y C4 �4 .LI�I�.LNO� o 'dglVM% Ca �, � a r•'i � A ,'� C i. O Ste."• � as a w H y i1„ y y m ta eo a''i FI r'' Cam. bD i. (, ' •p �" v'N O '-� O `c_ e w O O a ; w o � � a � � • ¢ W w � e z Z � � so, �; s�o. •y u � "� p '� � sue. 'y o W '�i' [� WE u d ; �, ,:�•w ea� o � a�"i � �'° F ^o � G,� ar W W azQ Q o � 0 3 Z r o'"io - v� E zrny � Z O G]N O O APPENDIX Laboratory Testing Results o Tests Performed By: Allied Engineering Services, Inc. Natural Moisture Content: All Sack Samples Percent Passing#200 Sieve: CS-12 @ 4.0' -6.0' S17-B @ 4.0' Atterberg Limits: CS-12 @ 4.0' -6.0' S17-B @ 4.0' Unit Weight: S12-G @ 4.0' Compaction: CS-12 @ 4.0' -6.0' o Tests Performed By: NTL Engineering & Geoscience Compaction: CS-16/17 @ 2.0' -4.0' California Bearing Ratio: CS-16/17 @ 2.0' -4.0' Consolidation: S8-F @ 6.0' r co N r v (�Dcc r Cl) r M< MO m N ¢ C 00(V A a- Niom toO ( 0- N a) (D U) po cnE- N Mpo � � o CN U-) C > C O ^ O O cn E N Q N c: `. N O X N t 0 Q op t(> O N M M N � � v� z tnaa p•. D � vc mon m cy) CO 0- LL CL tt) (n F d M er- r N O M () rh ~ 3 N N N co m OO CIO) c Q CAD N w 1�4W N Ll d: U 1- M lI") a aNj" CD r �. 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M O LLI v o V � W m s V v Y m Q E LL' z v�i wm o W ++ ci co m c> o 0 U UV7N m oo o 0 0 H o.o E _ - N xapul �i3i;seld QQ aavninoo � N U� M 7s N M e- OC N x Q [� 00 N J J c vl pp E o 'a fn Cc a co c� CL d Q) �N O c 0 �w W zW co I f .. U E o J _ 7 Z J 0 t _ a � o Q n Zci J w w �= o C iT) @ � a , pp cn Cl) p f3 0 V' cu � dUo � rr CD W mmr. 0 a Y az NE W `� r ++ 6 m cc v . o Cl) N O O E o m •°' v XOPul 4311Seld Q Q a. mu) cnaa Unit Weight of 32 Discovery Drive Bozeman, MT 59718 an Undisturbed Sample ALLIED Phone (406) 582-0221 ENGINEERING Fax (406) 582-5770 Volumetric Method (ASTM D-2937) SERVICES, INC. Project: COB Transfer Station (Mandeville) Project N mber: 01-117.1 Lab Number: S12-G @ 4.0' (TP-12) Soil Classification: Clayey Silt Date Sampled: 1/23/04 Date Tested: 2/24/04 Tested By: Kyle R. Ecker Sample Volume Data Sample Ring Diameter: 2•845 inches Sample Ring Length: 1.996 inches Sample Ring Volume: 12.69 cubic inches Sample Ring Volume: 207.9 cubic centimeters Sample Weight Data Pan Number: 12 Weight of Pan: 474.20 grams Weight of Wet Soil + Ring + Pan: 1019.00 grams Weight of Dry Soil + Ring + Pan: 982.40 grams ,Ring Number: N/A Wei ht of Clean, Dry Ring: 239.00 grams Calculated Results Weight of Wet Soil: 305.80 grams Weight of Water: 36.60 grams Weight of Dry Soil: 269.20 grams Wet Unit Weight of Soil: 1.47 grams/cc = 91 .82 pcf Dry Unit Weight of Soil: 1.29 grams/cc = 80.83 pcf Moisture Content of Soil: 13.6% Reviewed By: �4- Compaction Test Results Project: COB Transfer Station (Mandeville) 32 DISCOVe Drive Project Number: 01-117.1 Discovery Lab Number: CS-12 @ 4.0'-6.0' (TP-12) Bozeman, MT 59718 Soil Classification: Clayey Silt ALLIED Phone (406) 582-0221 Date Sampled: 1/23/04 Date Tested: 2/26/04 ENGINEERING Fax (406) 582-5770 Tested By: Kyle R. Ecker SERVICES, INC_ Summary of Lab Test Data Test Method: ASTM D-698 (Std. Proctor) Natural Moisture Content: N/A% Test Procedure: A Optimum Moisture Content: 16.0 % No Oversize Correction Applied Maximum Dry Unit Weight: 105.0 PCF Compaction Curve 115 — - {— I I 110 i I � a 105 t m I 3 z 100 o i —0—Compaction Curve --NF—Z.A.V.for S G.=2.50 95 —O—Z.A.V.for S.G.=2.65 -♦-Z.A V.for S G=2.80 I I 90 7% 9% 11% 13% 15% 17% 19% 21% Moisture Content(%) Reviewed By: Q— N 139213"Avenue SW Tel. (406)453-5400 EO.Box 3269 Fax. (406)761-6655 Great Falls,MT 59403-3269 ntlengineering.com \ENGINEERING GEOSCIENCE/ February 24, 2004 \/j Allied Engineering 32 Discovery Drive Bozeman, MT 59718 Attention: Mr. Lee Evans, PE Subject: City of Bozeman Transfer Station-Testing Dear Lee: Enclosed are the completed test plates for the soil samples identified as"Sample S8-F @ 6.0 feet and CS-16/17 @ 2.0 to 4.0 feet"for the Allied Engineering Project"City of Bozeman Transfer Station-Mandeville". On February 9, 2004, we received one Shelby-Tube sample and one five- gallon bucket, bulk sample for the referenced project. We were instructed to perform a one- dimensional consolidation test on the Shelby Tube sample, incrementally loaded to 16 kips per square foot(ksf)in the silty portion of the sample and a three-point California Bearing Ratio(CBR) test on the bulk sample based on a Standard Proctor moisture density relationship (ASTM D698). It was also requested that we provide a dry unit weight and moisture content at the beginning of the consolidation test as well as dry unit weight and moisture content at each load increment. Dry unit weights were calculated from the initial weight of dry soil and change in soil height at end of primary consolidation for each load. Moisture contents cannot be directly measured during the testing with our apparatus. However, approximations can be made for in-progress moisture contents using the unit weight calculation , specific gravity, and assuming saturation. These values are shown below for a laboratory-determined specific gravity of 2.73. Load (psf) Wet Unit Weight(pcf) * Dry Unit Weight **-Moisture Content(%) c Initial 93.2 80.9 15.1 250 81.1 500 81.3 500(inundated) 82.1 **39.5 1000 83.0 ** 2000 38.7 85.8 **36.2 4 89.7 **33.0 8000 000 6000 95.3 **29.0 00 101.3 **25.1 100.8 **25.4 1000 123.4 100.1 23.3 *Estimated dry unit weight assuming the volume of solids changes in proportion to the initial height of the sample. **Calculated moisture content based on assumed saturation;however the actual percentage of saturation cannot be ascertained for the load increments. Morgen Project-Consolidation test NTL Engineering&Geoscience,Inc The remainder of the sample will be retained for 60 days after reporting of the test results. Accompanying the completed test plates is a statement for our testing services. If any questions arise, feel free to contact us. Respectively submitted, Brian Evans Staff Geologist ary uinn, PE Sr. Geotechnical Engineer BE/GAQ/11 In two copies Enclosure Job No. 04-303 Date 2/24/04 Project Allied Engineering, City of Bozeman Transfer Station-Mandeville Bozeman, MT Source of Material Lab No. Point ID and Depth CS-16/17, 2.0 Description of Material Sandy Silt ML Test Method ASTM D698 Rammer Type Manual, 5.5# TEST RESULTS ATTERBERG LIMITS Maximum Dry Density 103.2 PCF LL PL PI Optimum Water Content 19.8 % % % % D R 104 Y \ D CURVES OF 100% SATURATION EN 102 FOR SPECIFIC GRAVITY EQUAL TO: S ` 2.60 I � T \ Y 100 2.70 P 2.80 0 u \ n d 98 s P \ e 96 C U b i 94 c F 0 o 92 t 90 15 17 19 21 23 25 27 WATER CONTENT(Percent Dry Weight) MOISTURE-DENSITY RELATIONSHIP A NTL Engineering & Geoscience Plate No. 1 � E� Great Falls, MT 59405 CBR Data Boring #: CS-16/17 Soaked: X Max Dry Density 103.2 Depth: 2.0-4.0' Unsoaked: Opt. Moisture % 19.8 Surcharge: 10 Ibs # of Blows Dry Density MC% Obtained % of Max Dry Density CBR value @ .1'° CBR Value .2°° 10 90.4 19.9 87.6 1.64 1.45 25 108.0 19.5 104.6 3.42 3.65 65 120.5 19.2 116.8 4.15 4.77 Load Penetration Curve 200 -- -- - ^ laws_' - --I 5 Blows a 100 — 5 Blows 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration (inches) CBR Values 5 - ---- - I 4 — °- 3 — o 2 - - --- - -- -� CBR value c .I CBR Value 2" I 0 - ---- ---� - +— -+--- f-- - -+-- -,-- --- ----i-- - 85 87 89 91 93 95 97 99 101 103 105 107 109 111 113 115 117 119 Percent of Max Dry Density CBR @ 95% Max Dry Density = 2.4 Project: City of Bozeman Transfer Station-Mandeville Job No.: 04-303 Bozeman,MT Date: 02/23/04 California Bearing Ratio NTL Engineering & Geoscience Great Falls, MT 59405 Plate Number: 2 2 4 6 s 8 T R A N 10 12 14 16 18 20 100 1,000 10,000 STRESS, psf • FIELD MOISTURE ® INUNDATED Specimen Identification Classification DID MC% S8-F 6.0 Sandy Silt ML 81 15 FINAL MOISTURE CONTENT=23% PROJECT Allied Engineering, City of Bozeman Transfer Station-Mandevill®B NO. 04-303 Bozeman, MT DATE 2/24104 CONSOLIDATION TEST �Lg NTL Engineering & Geoscience Plate No. 3 Great Falls, MT 59405 APPENDIX C Asphalt Pavement Design u Pavement Design Spreadsheet—Alternative#1 u Pavement Design Spreadsheet—Alternative#2 u Pavement Design Spreadsheet—Alternative#3 u Pavement Design Spreadsheet—Alternative#4 u Explanation of Design Input Parameters Alternative #1 - 4" Asphalt / Pitrun Gravel Sub-Base Project: COB Transfer Station (Mandeville) Project Number: 01-117.1 Date: 6/03104 Prepared By: Lee Evans 4 515 ; 613,Q 4— Note: Subgrade will consist of clayey silt to lean clay. ESALs (total) 500,000 Subgrade CBR, (%) 2.5 Subgrade Resilient Modulus, MR(psi) 3,750 Reliability, R 80 Standard Normal Deviate, ZR -0.841 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, OPSI 2.2 5.69897 Left side of design equation Structural Number, SN 3.55 5.693913 Right side of design equation Asphalt Concrete Layer Coefficient, a, 0.33 Granular Base Layer Coefficient, a2 0.095 Base Layer Drainage Coefficient, m2 0.90 Asphalt Concrete Thickness, D, (in) 4.00 Granular Base Thickness, D2 (in) 26.08 Asphalt Concrete Thickness, D, (mm) 102 Granular Base Thickness, D2 (mm) 662 Alternative #2 - 5" Asphalt / Pitrun Gravel Sub-Base Project: COB Transfer Station (Mandeville) Project Number: 01-117.1 Date: 6/03/04 Prepared By: Lee Evans L SA- ; G l3).4- Note: Subgrade will consist of clayey silt to lean clay. ESALs (total) 500,000 Subgrade CBR, (%) 2.5 Subgrade Resilient Modulus, MR(psi) 3,750 Reliability, R 80 Standard Normal Deviate, ZR -0.841 Overall Standard Deviation, S° 0.45 Initial Serviceability, p° 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, APSI 2.2 5.69897 Left side of design equation Structural Number, SN 3.55 5.693913 Right side of design equation Asphalt Concrete Layer Coefficient, a, 0.33 Granular Base Layer Coefficient, a2 0.095 Base Layer Drainage Coefficient, m2 0.90 Asphalt Concrete Thickness, D, (in) 5.00 Granular Base Thickness, D2 (in) 22.22 Asphalt Concrete Thickness, D, (mm) 127 Granular Base Thickness, D2 (mm) 564 Alternative #3 - 4" Asphalt / Crushed Gravel Sub-Base Project: COB Transfer Station (Mandeville) Project Number: 01-117.1 Date: 6/03/04 Prepared By: Lee Evans L. eA-- Note: Subgrade will consist of clayey silt to lean clay. ESALs (total) 500,000 Subgrade CBR, (%) 2.5 Subgrade Resilient Modulus, MR(psi) 3,750 Reliability, R 80 Standard Normal Deviate, ZR -0.841 Overall Standard Deviation, S° 0.45 Initial Serviceability, p° 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, 4PS1 2.2 5.69897 Left side of design equation Structural Number, SN 3.55 5.693913 Right side of design equation Asphalt Concrete Layer Coefficient, a, 0.33 Granular Base Layer Coefficient, a2 0.12 Base Layer Drainage Coefficient, m2 0.90 Asphalt Concrete Thickness, D, (in) 4.00 Granular Base Thickness, D2 (in) 20.65 Asphalt Concrete Thickness, D, (mm) 102 Granular Base Thickness, D2 (mm) 524 Alternative #4 - 5" Asphalt / Crushed Gravel Sub-Base Project: COB Transfer Station (Mandeville) Project Number: 01-117.1 Date: 6/03/04 Prepared By: Lee Evans Ls,; &j )a Note: Subgrade will consist of clayey silt to lean clay. ESALs (total) 500,000 Subgrade CBR, (%) 2.5 Subgrade Resilient Modulus, MR(psi) 3,750 Reliability, R 80 Standard Normal Deviate, ZR -0.841 Overall Standard Deviation, S° 0.45 Initial Serviceability, p° 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, OPSI 2.2 5.69897 Left side of design equation Structural Number, SN 3.55 5.693913 Right side of design equation Asphalt Concrete Layer Coefficient, a, 0.33 Granular Base Layer Coefficient, a2 0.12 Base Layer Drainage Coefficient, m2 0.90 Asphalt Concrete Thickness, D, (in) 5.00 Granular Base Thickness, D2 (in) 17.59 Asphalt Concrete Thickness, D, (mm) 127 Granular Base Thickness, D2 (mm) 447 EXPLANATION OF DESIGN INPUT PARAMETERS Design Life (yr): 20 ESALs (total): 500,000 Subgrade CBR, (%): 2.5 Subgrade Resilient Modulus, MR(psi): 3,750 Reliability, R(%): 80 Standard Normal Deviate, ZR: -0.841 Overall Standard Deviation, So: 0.45 Initial Serviceability,pl: 4.2 Terminal Serviceability,p,: 2.0 Design Serviceability Loss,PSI 2.2 Asphalt Concrete Layer Coefficient, a,: 0.33 "Pitrun Gravel" Sub-Base Layer Coefficient, a2: 0.095 "Crushed Gravel" Sub-Base Layer Coefficient, a2: 0.12 Base Layer Drainage Coefficient,1112: 0.90 Design Life: A design life of 20 years is typical for new asphalt projects in the City of Bozeman. ESALs (total): According to Table 18.12 in Reference 1, the estimated design ESAL value for urban roadways subjected to medium to heavy truck traffic ranges between 10,000 and 1,000,000. We feel a value of 500,000 is a reasonable estimate for this project and have elected to use it for pavement design purposes. Although it appears that we did nothing more than split the difference between the recommended ESAL range, please be aware that our basis for selecting the design value was quite complex and utilized information provided in the City of Bozeman Transfer Station Conceptual Design Report(TSCDR); 2003 COB landfill records; and traffic data from the Montana Department of Transportation (MDT). A simplified summary of our assumptions and calculations that were used to arrive at the design ESAL value is presented below: ■ Single, double, and triple-axle garbage trucks, as well as transfer trucks, will subject the pavement section to the majority of the ESAL loading over the life of the project. Based on MDT data, light vehicles (pickups, cars, etc.)have 1/2001'to 1/100011'the affect that a truck has on a pavement section. What this means is that it generally takes between 200 and 1000 light vehicles to equal the impact of a single truck trip. In essence, the light vehicles that will utilize the facility will not significantly increase the ESAL loading above that which is imparted by the trucks. For this reason, we based the design ESAL value strictly on truck traffic and neglected all other vehicles. ■ According to MDT, the maximum ESAL value for a Class 7 vehicle(ie. double and triple axle delivery trucks) is 1.433. For Class 13 vehicles, which are the heaviest semis on the highway, the maximum ESAL value is 1.800. For purposes of our ESAL calculation, we assigned all garbage trucks as Class 7 vehicles and transfer trucks as Class 13 vehicles. ■ Based on 2003 COB landfill records, the facility's large commercial customers (such as the City, BFI and MSU), entered the landfill 8,944 times with packer and construction box roll-off trucks. According to the TSCDR, solid waste quantities are expected to grow by 2.1 percent annually over the next 20 years. For our ESAL calculation, we assumed Explanation of Design Input Parameters: Page 1 of 3 that the number of garbage trucks using the facility would also increase by this same percentage. By applying a 2.1 percent growth rate factor to the 2003 value of 8,944, this results in 2005 and 2025 values of 9,324 and 13,838, respectively. Using these values, the average number of trucks that will haul garbage to the facility on an annual basis over the next 20 years is about 11,500. ■ According to the TSCDR,the estimated tonnage of garbage that will be disposed of at the facility in 2004 is 67,400 tons. This quantity is predicted to rise by 2.1 percent annually over the next 20 years and by 2025 be near 103,500 tons. By averaging these tonnages, the annual quantity of disposed garbage over the next 20 years is about 85,000 tons. ■ All garbage that enters the facility will be removed via transfer truck. According to the TSCDR, the assumed payload of a transfer truck is 20 tons. Using an average annual garbage quantity of 85,000 tons, the number of trucks that will haul garbage from the facility on an annual basis over the next 20 years is about 4,250. ■ Class 7 vehicles: 11,500 trips/yr x 1.433 ESALs/trip x 20 yr = 329,590 ESALs. ■ Class 13 vehicles: 4,250 trips/yr x 1.800 ESALs/trip x 20 yr = 153,000 ESALs. ■ Cumulative Class 7 and 13 vehicles = 482,590 ESALS ■ Use 500,000 as the design ESAL value. ■ We realize that by assuming that all the trucks are subjecting the pavement section to the maximum ESAL values (ie. 1.433 and 1.800) is not completely accurate. Different size trucks, as well as the variation in garbage weight, will exhibit different ESAL values. Packer trucks will enter the facility loaded and transfer trucks will enter empty, while upon leaving, the opposite will be true. Finally, the pavement areas within the facility will primarily be impacted by only one of the truck types and not both. For instance, Class 7 trucks will exclusively use the roadway leading to and around the unloading location, while Class 13 trucks will more heavily use load-out and parking areas. Even though it may appear we can lower the design ESAL value for different areas of the pavement improvements, we are recommending a value of 500,000 be used throughout. This will provide a factor of safety in the event that the growth rate exceeds 2.1 percent. Subgrade CBR: Based on our on-site explorations, the subject property and proposed access road location (between the site and Mandeville Lane) are blanketed by about one-foot of black, organic topsoil that overlies 2.0 to 12.0 feet of tan, clayey silt to lean clay, depending on location. Due to the thickness of these soils and the general assumption that finish asphalt elevations will closely match existing site grades, we anticipate in-place, fine-grained soils will provide the subgrade support for most of the project's pavement improvements. We also expect subgrade support will be provided by silty to clayey soils in areas where new grades will be significantly higher than the native ground surface. Most of the site excavation will generate relatively dry, fine-grained soils that will be re-useable as roadway or embankment fill. According to a CBR test that was conducted on a representative sample of the on-site materials, these soils will have a soaked CBR value of 2.4 when compacted to 95 percent of their maximum dry density. As a comparison, CBR testing was performed on similar soils during a previous nearby project and yielded a result of 2.9. Since these results are so close, we feel a value between 2.0 and 3.0 is an accurate representation of the saturated strength of silty/clayey soils under compacted conditions. For conservancy, we have selected a design CBR value of 2.5. Explanation of Design Input Parameters: Page 2 of 3 Sub2rade Resilient Modulus: For fine-grained soils with a CBR of 10.0 or less, an accepted correlation between CBR and resilient modulus is MR= 1500 x CBR. Based on this equation,the design resilient modulus value shall be 3,750 psi. Reliability: According to Table 2.2 in Reference 2, the recommended reliability level for"local" roads in urban settings ranges from 50 to 80 percent; while "collector" roads should be designed with a level of reliability between 80 and 95 percent. We chose 80 percent for our design. Standard Normal Deviate: According to Table 4.1 in Reference 2, an 80 percent reliability value corresponds to a standard normal deviate of—0.841. Overall Standard Deviation: According to Sections 2.1.3 and 4.3 in Reference 2, a design value of 0.45 is recommended for flexible pavements. Initial Serviceability: According to Section 2.2.1 in Reference 2, a design value of 4.2 is recommended for flexible pavements. Terminal Serviceability: According to Section 2.2.1 in Reference 2, a design value of 2.0 is suggested for roads that will be subjected to small traffic volumes; while a value of 2.5 or higher should be used when designing major highways. We selected a terminal serviceability of 2.0. Design Serviceability Loss: This is the difference between the initial and terminal serviceability. Therefore, the design value shall be 2.2. Asphalt Concrete Laver Coefficient: According to Table 3-2 in Reference 3, a design value of 0.33 is recommended for Grade A and B asphalt plant mixes. "Pitrun Gravel" Sub-Base Laver Coefficient: A reasonable design value for uncrushed sandy (pitrun) gravel is between 0.090 and 0.095. Due to the relatively "clean" condition of the area's pitrun gravel reserves, we elected to use the higher 0.095 value for our design. "Crushed Gravel" Sub-Base Layer Coefficient: According to Table 3-2 in Reference 3, a design value of 0.12 is recommended for crushed gravel with 1.5-inch maximum aggregate size. Base Laver Drainage Coefficient: According to Table 2.4 in Reference 2, a coefficient of 0.80 to 1.00 should be used when fair to good drainage is expected within the pavement structure. Based on experience, we feel this is a reasonable design assumption, and therefore selected an intermediate value of 0.90. For comparison, the Montana Department of Transportation typically uses a value of 1.00 for their projects. Reference List 1) Traffic and Highway Engineering;Nicholas J. Garber and Lester A. Hoel; 1988. 2) Design of Pavement Structures; AASHTO; 1993. 3) Pavement Design Manual; Montana Department of Transportation; 1991. 4) COB Transfer Station Conceptual Design Report; SCS Engineers and AESI; 2004 5) 2003 Large Customer vehicle Analysis Report; COB Landfill; 2003 6) 2003 Vehicle Class vs. ESAL Values; Montana Department of Transportation; 2003 Explanation of Design Input Parameters: Page 3 of 3 APPENDIX D .important Information About Your Geotechnical Report Z 4� ALLIED ENGINEERING SERVICES, IN(--. Important Information 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 CONSULTANT'S 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 be 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);2)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 5) 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. COB Transfer Station (Mandeville) Project. 01-117.1 Bozeman,Montana April 19,2004 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 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 CONSULTANT'S 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 are 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 are based on information provided by the ASFE Association of Engineering Firms practicing in the Geosciences,Silver Spring,Maryland Allied Engineering Services,Inc. page 2