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HomeMy WebLinkAboutPOUDRE VALLEY HOSPITAL - Filed SEPD-SURFACE EXPLORATION/PAVEMENT DESIGN REPORT - 2017-12-14PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable EXECUTIVE SUMMARY 1 EXECUTIVE SUMMARY A geotechnical exploration has been performed for the proposed PVH Right Turn Lane to be constructed at the intersection of Lemay Avenue and Robertson Street in Fort Collins, Colorado. Two (2) borings designated as Boring No. 1 and Boring No. 2, were performed to depths of approximately 10½ feet below existing site grades. This report specifically addresses the recommendations for the proposed turn lane Based on the information obtained from our subsurface exploration and laboratory testing program, the following geotechnical considerations were identified and will need to be considered: n Subsurface conditions encountered in our exploratory borings generally consisted of about 0.5 feet of grass and organic soil over about 10 feet of sandy lean clay. Boring logs are presented in the Exploration Results section of this report. n Soft lean clay soils were encountered within the upper approximately 4 to 10½ feet of the borings completed at this site. These materials can be susceptible to disturbance and loss of strength under repeated construction traffic loads and unstable conditions could develop. Stabilization of soft soils may be required at some locations to provide adequate support for construction equipment and proposed structures. Terracon should be contacted if these conditions are encountered to observe the conditions exposed and to provide guidance regarding stabilization (if needed). n On-site soils typically appear suitable for use as general engineered fill and backfill on the site provided they are placed and compacted as described in this report. Import materials (if needed) should be evaluated and approved by Terracon prior to delivery to the site. Earthwork recommendations are presented in the Site Preparation section of this report. n Recommended Pavement thicknesses for this project include 6 inches of asphalt over 8 inches of aggregate base course in the proposed turn lane. Additional pavement section alternatives and discussion are presented in the report. n As discussed in the Grading and Drainage section of this report, surface drainage should be designed, constructed and maintained to provide rapid removal of surface water runoff away from the existing and proposed pavements. Water should not be allowed to pond adjacent on pavements and conservative irrigation practices should be followed to avoid wetting pavement subgrade. Excessive wetting of subgrade can cause movement and distress to pavements. n Close monitoring of the construction operations and implementing drainage recommendations discussed herein will be critical in achieving the intended foundation, slab and pavement performance. We therefore recommend that Terracon be retained to monitor this portion of the work. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable EXECUTIVE SUMMARY 2 This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable REPORT TOPICS* Project Description Site Conditions Exploration and Testing Procedures Field Exploration Laboratory Testing Geotechnical Characterization Laboratory Testing Corrosion Protection (Water-Soluble Sulfates) Groundwater Geotechnical Overview Low Strength Soils Site Preparations Excavation Subgrade Preparation Fill Materials Compaction Requirements Utility Trench and Backfill Grading and Drainage Exterior Slab Design and Construction Pavements Pavements – Subgrade Preparation Pavements – Design Recommendations Pavements – Construction Considerations Pavements – Maintenance General Comments ATTACHMENTS Site Locations Exploration Plan Exploration Results (Boring Logs and Laboratory Data) Supporting Information (General Notes and USCS, etc.) *This is a paper rendition of a web-based Geotechnical Engineering Report. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable PROJECT DESCRIPTION 1 PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed in the project planning stage. A period of collaboration has transpired since the project was initiated and our final understanding of the project conditions is as follows: Item Description Project location The project location is on north-bound Lemay Avenue between East Pitkin Street and Robertson Street, near the southern entrance to Poudre Valley Hospital. Proposed construction The proposed right-turn lane will begin approximately 60 feet north of East Pitkin Street and extend north to Robertson Street. All access/drive approaches will be rigid (concrete) pavement sections, whereas the turn lane will be asphalt. The existing curb and gutter as well as a portion of the landscaped areas will be demolished. A mill and overlay is planned for the western-most portion of the turn lane. Pavements Traffic loads were provided by the City of Fort Collins for this project: 73,000 ESALs (10 EDLA). PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable SITE CONDITIONS 1 SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration as well as our review of publically available geologic maps, topographic maps and aerial photographs. Item Description Location The proposed right turn lane will be constructed on north-bound Lemay Avenue between East Pitkin Street and Robertson Avenue at the southern entrance to Poudre Valley Hospital (PVH). The approximate latitude/longitude of the turn lane is N 40.57108°/W 105.05776° at the entrance to PVH. Existing improvements North-bound Lemay Avenue is constructed with asphalt. The curb, gutter, and sidewalk are concrete. Three existing light poles are within the proposed construction zone. East of the sidewalk, grass-covered areas extend from the Pitkin Street to Robertson Street. A landscaped berm and entrance sign are located on the southeast corner of Robertson Street. Existing topography Lemay Avenue gently slopes to the south and east at this location. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 EXPLORATION AND TESTING PROCEDURES Based on our understanding of the project as noted in Project Understanding, we developed the following scope of services for field exploration and laboratory testing for this project. Field Exploration Our field exploration work included the drilling and sampling of exploratory soil borings consistent with the following schedule. Proposed borings were completed to the planned depths below existing site grades or to practical auger refusal, if shallower. Number of Borings Boring Depth (ft.) Planned Location 2 10 East of the existing sidewalk on the shoulder of the proposed turn lane. Locations of soil borings are provided on our Exploration Plan. The locations of exploration points were established in the field by Terracon’s exploration team using a measuring wheel and a hand-held GPS unit to establish boring locations with reference to known points. The accuracy of the exploration points is usually within 10 feet of the noted location. A ground surface elevation at each boring location was obtained by Terracon using an engineer’s level and referencing an on- site benchmark. The borings were drilled with a Geoprobe limited access drill rig with solid-stem augers. Disturbed samples were obtained at selected intervals utilizing a 2-inch outside diameter, split-spoon sampler and a 3-inch outside diameter, ring-barrel sampler. A disturbed bulk sample was obtained from auger cuttings. Penetration resistance values were recorded in a manner similar to the standard penetration test (SPT). This test consists of driving the sampler into the ground with a 140-pound hammer free-falling through a distance of 30 inches. The number of blows required to advance the ring-barrel sampler 12 inches (18 inches for standard split-spoon samplers, final 12 inches are recorded) or the interval indicated, is recorded as a standard penetration resistance value (N-value). The blow count values are indicated on the boring logs at the respective sample depths. Ring-barrel sample blow counts are not considered N-values. A CME automatic SPT hammer was used to advance the samplers in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count value by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 The standard penetration test provides a reasonable indication of the in-place density of sandy type materials, but only provides an indication of the relative stiffness of cohesive materials since the blow count in these soils may be affected by the moisture content of the soil. In addition, considerable care should be exercised in interpreting the N-values in gravelly soils, particularly where the size of the gravel particle exceeds the inside diameter of the sampler. Our exploration team prepared field boring logs as part of the drilling operations. These field logs include visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Groundwater measurements were obtained in the borings at the time of site exploration. Final boring logs were prepared from the field logs. The final boring logs represent the engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in the laboratory. All borings were backfilled immediately after their completion with flow-fill. Excess auger cuttings were disposed of on the site by spreading in the area of each exploration point. Because backfill material often settles below the surface after a period of time, you should observe the exploration points periodically for signs of depressions and backfill them if necessary. Laboratory Testing The soil samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer. At that time, the field descriptions were reviewed and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Laboratory tests were conducted on selected soil samples. The results of these tests are presented on the boring logs and in this appendix. The test results were used for the geotechnical engineering analyses, and the development of pavement and earthwork recommendations. The laboratory tests were performed in general accordance with applicable locally accepted standards. Soil samples were classified in general accordance with the Unified Soil Classification System described in the Supporting Information section of this report. Procedural standards noted in this report are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment. n Water content n Plasticity index n Grain-size distribution n Consolidation/swell n Water-soluble sulfate content n Dry density n R-value PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable GEOTECHNICAL CHARACTERIZATION 1 GEOTECHNICAL CHARACTERIZATION Specific conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the borings can be found in Exploration Results. A discussion of field sampling and laboratory testing procedures and test results are presented in Exploration and Testing Procedures. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Material Description Approximate Depth to Bottom of Stratum Consistency/Density/Hardness Vegetative layer and organic soil About ½ to 1 feet below existing site grades. -- Clay with varying amounts of sand To the maximum depth of exploration of about 10½ feet. Stiff (at about 2 to 3 feet) to soft to medium stiff (at depths of approximately 4 feet and greater) Laboratory Testing Representative soil samples were selected for swell-consolidation testing and exhibited 0.4 to 0.5 percent swell when wetted. A composited bulk sample of site soils was selected for plasticity testing exhibited moderate plasticity with a liquid limit of 31 and a plasticity index of 19, as well as an R-value of 16. Laboratory test results are presented in the Exploration Results section of this report. Corrosion Protection (Water-Soluble Sulfates) Results of water-soluble sulfate testing indicate that ASTM Type I portland cement should be specified for all project concrete on and below grade. Foundation concrete should be designed for low sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. Groundwater The boreholes were observed while drilling and after completion for the presence and level of groundwater. Groundwater was not observed in the borings while drilling, or for the short duration that the borings were allowed to remain open. However, this does not necessarily mean the borings terminated above groundwater. Due to the low permeability of the soils encountered in the borings, a relatively long period of time may be necessary for a groundwater level to develop and stabilize in a borehole in these materials. Long term observations in piezometers or observation wells sealed PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable GEOTECHNICAL CHARACTERIZATION 2 from the influence of surface water are often required to define groundwater levels in materials of this type. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable GEOTECHNICAL OVERVIEW 1 GEOTECHNICAL OVERVIEW Based on subsurface conditions encountered in the borings, the site appears suitable for the proposed construction from a geotechnical point of view provided certain precautions and design and construction recommendations described in this report are followed. We have identified a geotechnical condition, potentially soft, low strength clay soils, which could impact design, construction and performance of the proposed turn lane. This condition will require particular attention in project planning, design and during construction and discussed in greater detail in the following sections. Low Strength Soils Soft lean clay soils were encountered within the upper approximately 4 to 10 feet of the borings completed at this site. These materials can be susceptible to disturbance and loss of strength under repeated construction traffic loads and unstable conditions could develop. Stabilization of soft soils may be required at some locations to provide adequate support for construction equipment and proposed structures. Terracon should be contacted if these conditions are encountered to observe the conditions exposed and to provide guidance regarding stabilization (if needed). PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable SITE PREPARATION 1 SITE PREPARATION Prior to placing any fill, strip and remove existing vegetation, sidewalks, and any other deleterious materials from the proposed construction area. Stripped organic materials should be wasted from the site or used to re-vegetate landscaped areas or exposed slopes after completion of grading operations. Prior to the placement of fills, the site should be graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed structures. The following presents recommendations for site excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by Terracon on a full-time basis. The evaluation of earthwork should include observation of over-excavation operations, testing of engineered fills, subgrade preparation, subgrade stabilization, and other geotechnical conditions exposed during the construction of the project. Excavation It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Excavations into the on-site soils will encounter weak and/or saturated soil conditions with possible caving conditions. The soils to be excavated can vary significantly across the site as their classifications are based solely on the materials encountered in widely-spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. The subgrade soil conditions should be evaluated during the excavation process and the stability of the soils determined at that time by the contractors’ Competent Person. Slope inclinations flatter than the OSHA maximum values may have to be used. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral distance from the crest of the slope equal to the slope height. The exposed slope face should be protected against the elements PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable SITE PREPARATION 2 Subgrade Preparation After deleterious materials have been removed from the construction area and the required subgrade reached, the top 8 inches of the exposed ground surface should be scarified, moisture conditioned, and recompacted to at least 95 percent of the maximum dry unit weight as determined by AASHTO T99 before any new fill or pavement is placed. After the bottom of the excavation has been compacted, engineered fill can be placed to bring the pavement subgrade to the desired grade. Engineered fill should be placed in accordance with the recommendations presented in subsequent sections of this report. The stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Alternatively, over-excavation of wet zones and replacement with granular materials may be used, or crushed gravel and/or rock can be tracked or “crowded” into the unstable surface soil until a stable working surface is attained. Lightweight excavation equipment may also be used to reduce subgrade pumping. Fill Materials The on-site soils or approved granular and low plasticity cohesive imported materials may be used as fill material. The soil removed from this site that is free of organic or objectionable materials, as defined by a field technician who is qualified in soil material identification and compaction procedures, can be re-used as fill for the pavement subgrade. It should be noted that on-site materials will require reworking to adjust the moisture content to meet the compaction criteria. Imported soils (if required) should meet the following material property requirements: Gradation Percent finer by weight (ASTM C136) 4” 100 3” 70-100 No. 4 Sieve 50-100 No. 200 Sieve 60 (max.) Soil Properties Values Liquid Limit 35 (max.) Plastic Limit 6 (max.) PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable SITE PREPARATION 3 Compaction Requirements Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Item Description Fill lift thickness 9 inches or less in loose thickness when heavy, self- propelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used Minimum compaction requirements 95 percent of the maximum dry unit weight as determined by AASHTO T99 Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content Moisture content cohesionless soil (sand) -3 to +3 % of the optimum moisture content 1. We recommend engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the fill material pumping when proofrolled. 3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within these materials could result in an increase in the material’s expansive potential. Subsequent wetting of these materials could result in undesirable movement. Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. All underground piping within or near the proposed construction should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts should be oversized to accommodate differential movements. It is imperative that utility trenches be properly backfilled with relatively clean materials. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill in non- pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill. It is strongly recommended that a representative of Terracon provide full-time observation and compaction testing of trench backfill within pavement areas. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable SITE PREPARATION 4 Grading and Drainage All grades must be adjusted to provide effective drainage during construction and maintained throughout the life of the proposed project. Infiltration of water into excavations must be prevented during construction. Landscape irrigation adjacent to pavements should be minimized or eliminated. Water permitted to pond near or adjacent to the turn lane (either during or post- construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade. Flatwork and pavements will be subject to post-construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post-construction movement of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts structural elements, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Exterior Slab Design and Construction Exterior slabs on-grade, exterior architectural features, and utilities founded on, or in backfill or the site soils will likely experience some movement due to the volume change of the material. Potential movement could be reduced by: n Minimizing moisture increases in the backfill; n Controlling moisture-density during placement of the backfill; n Using designs which allow vertical movement between the exterior features and adjoining structural elements; and n Placing control joints on relatively close centers. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable PAVEMENTS 1 PAVEMENTS Pavements – Subgrade Preparation On most project sites, the site grading is accomplished relatively early in the construction phase. Fills are typically placed and compacted in a uniform manner. However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall/snow melt. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or instability. We recommend the pavement subgrade be thoroughly proofrolled with a loaded tandem-axle dump truck prior to final grading and paving. All pavement areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving. Pavements – Subgrade Stabilization with Geosynthetic Terracon has worked closely with Connell Resources, who is the general contractor performing the turn-lane construction. During the demolition process and initial grading, Terracon was informed by Connell Resources the subgrade exhibited pumping and stabilization will likely be required. We recommend placing a layer of soil stabilization and reinforcement geosynthetic fabric below new aggregate base course and asphalt pavements. We recommend a uniform pavement section for all traffic areas at this site consisting of 6 inches of asphaltic concrete over 8 inches of aggregate base course underlain by a layer of geotextile. The geosynthetic should consist of a single layer of Mirafi® RS580i or engineer approved equivalent placed at the base of the new aggregate base course. It is our understanding the proposed turn-lane is at or near the preliminary subgrade elevation and deleterious materials have been removed from the construction area. Prior to placing any component of the new pavement section, the subgrade should be scarified to a depth of 8 inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum dry unit weight as determined by AASHTO T99. Terracon anticipates subgrade soils will need to be dried to achieve recommended moisture contents prior to compaction. If areas of the subgrade remain unstable and compaction is not readily achieved due to unstable subgrade conditions caused elevated moisture levels, the subgrade soils should be dried and rough graded to proposed subgrade conditions. After the subgrade has been properly prepared, the geosynthetic fabric should be placed over the subgrade. Aggregate base course should be placed and compacted on top of the layer of geosynthetic layer. Terracon recommends avoiding construction traffic on the geosynthetic layer prior to placement of the aggregate base course; it may be necessary to place the aggregate base course out in front of the construction equipment. Once the aggregate base course has been placed, the entire area should be proofrolled. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable PAVEMENTS 2 Pavements – Design Recommendations Design of pavements for the project have been based on the procedures outlined in the 1993 Guideline for Design of Pavement Structures prepared by the American Association of State Highway and Transportation Officials (AASHTO) and the Larimer County Urban Area Street Standards (LCUASS). Soil samples of subgrade materials selected for swell-consolidation testing swelled approximately 0.4 to 0.5 percent when wetted under an applied pressure of 150 psf which is less than the maximum 2 percent criteria established for determining if swell-mitigation procedures in the pavement sections are required per LCUASS standards. Therefore, swell-mitigation of the subgrade materials prior to pavement operations is not required. The City of Fort Collins provided traffic numbers for the proposed turn lane, which included PVH’s development plan. An 18-kip equivalent single-axle load (ESAL) of 73,000 was used in our pavement thickness design. For flexible pavement design, a terminal serviceability index of 2.5 was utilized along with an inherent reliability of 90 percent and a design life of 20 years. Using the correlated design R-value of 16, appropriate ESAL, environmental criteria and other factors, the structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. For access drives and approaches, a rigid pavement design analysis was completed based upon AASHTO design procedures. Rigid pavement design is based on an evaluation of the Modulus of Subgrade Reaction of the soils (k-value), the Modulus of Rupture of the concrete, and other factors previously outlined. The design k-value of 100 for the subgrade soil was determined by correlation to the laboratory test results. A modulus of rupture of 600 psi (working stress 450 psi) was used for pavement concrete. The rigid pavement thickness for each traffic category was determined on the basis of the AASHTO design equation. Recommended minimum pavement sections are provided in the table below. Traffic Area Alternative Recommended Pavement Thicknesses (Inches) Asphaltic Concrete Surface Aggregate Base Course 1 Portland Cement Concrete Total Turn lane A 6 8 - 14 Access drives A - - 5 5 1 A single layer of geosynthetic (Mirafi RS580i or approved equivalent) should be uniformly placed between the subgrade and aggregate base course. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable PAVEMENTS 3 Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for aggregate base course. Aggregate base course should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent of the maximum dry unit weight as determined by AASHTO T99. Asphaltic concrete should be composed of a mixture of aggregate, filler and additives (if required) and approved bituminous material. The asphalt concrete should conform to approved mix designs stating the Superpave properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in asphalt concrete should meet particular gradations. Material meeting CDOT Grading S specifications or equivalent is recommended for asphalt concrete. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and compacted within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041). Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties meeting CDOT Class P, produced from an approved mix design with the following minimum properties: Properties Value Compressive strength 4,200 psi Cement type Type I or II portland cement Entrained air content (%) 4 to 8 Concrete aggregate Minimum 55 percent AASHTO M43 size No.357 or No. 467 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation per ACI 325. The location and extent of joints should be based upon the final pavement geometry. Joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. Although not required for structural support, a minimum 4-inch thick aggregate base course layer is recommended for the PCC pavements to help reduce the potential for slab curl, shrinkage cracking, and subgrade “pumping” through joints. Proper joint spacing will also be required for PCC pavements to prevent excessive slab curling and shrinkage cracking. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable PAVEMENTS 4 Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: n Site grades should slope a minimum of 2 percent away from the pavements; n The subgrade and the pavement surface have a minimum 2 percent slope to promote proper surface drainage; n Consider appropriate edge drainage and pavement under drain systems; n Install pavement drainage surrounding areas anticipated for frequent wetting; n Install joint sealant and seal cracks immediately; n Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to subgrade soils; and n Placing compacted, low permeability backfill against the exterior side of curb and gutter. Pavements – Construction Considerations Openings in pavement, such as landscape islands, are sources for water infiltration into surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure. Pavements – Maintenance Preventative maintenance should be planned and provided for an ongoing pavement management program in order to enhance future pavement performance. Preventive maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. PVH Right Turn Lane at Lemay Ave. and Robertson St. ■ Fort Collins, Colorado March 20, 2017 ■ Terracon Project No. 20175015 Responsive ■ Resourceful ■ Reliable GENERAL COMMENTS 1 GENERAL COMMENTS Our work is conducted with the understanding of the project as described in the proposal, and will incorporate collaboration with the design team prior to completing our services. Terracon has requested verification of all stated assumptions. Revision of our understanding to reflect actual conditions important to our work will be based on these verifications and will be reflected in the final report. The design team should collaborate with Terracon to confirm these assumptions. The design team should also collaborate with Terracon to prepare the final design plans and specifications. This facilitates the incorporation of our opinions related to implementation of our geotechnical recommendations. Our analysis and opinions are based upon our understanding of the geotechnical conditions in the area, the data obtained from the site exploration performed and from our understanding of the project. Variations will occur between exploration point locations, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. So, Terracon should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our scope of services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence are intended for the exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for that specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. In the event that changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. SITE LOCATION MAP PVH Lemay Right Turn Lane at Robertson Street South Lemay Avenue and Robertson Street Fort Collins, CO TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: FORT COLLINS, CO (1984). 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 20175015 Project Manager: Drawn by: Checked by: Approved by: KFS EDB EDB 1”=2,000’ 3/6/17 Project No. Scale: File Name: Date: EDB SITE LEGEND B1 Proposed boring locations Temporary benchmark, southwest corner of TBM concrete foundation (100.0) EXPLORATION PLAN PVH Lemay Right Turn Lane at Robertson Street South Lemay Avenue and Robertson Street Fort Collins, CO 1901 Sharp Point Dr Ste C Fort Collins, CO 80525-4429 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES 20175015 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS KFS EDB EDB AS SHOWN 3/6/17 Scale: Project Manager: Drawn by: Checked by: Approved by: Project No. File Name: Date: EDB 7-7 2-2 2-2-3 N=5 0.5 10.5 GRASS/ORGANICS, 6 inches SANDY LEAN CLAY (CL), brown, soft to stiff increased sand content; reddish brown Boring Terminated at 10.5 Feet 18 14 20 107 94 96.5 86.5 +0.5/150 GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175015.GPJ TERRACON_DATATEMPLATE.GDT 3/16/17 FIELD TEST RESULTS DEPTH LOCATION Latitude: 40.571° Longitude: -105.05783° See Exploration Plan Page 1 of 1 Advancement Method: 4" Continuous flight auger Abandonment Method: Backfilled with flow fill 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175015 Drill Rig: Geoprobe Boring Started: 3/6/2017 BORING LOG NO. B-1 CLIENT: Poudre Valley Hospital Driller: T. Pocock Boring Completed: 3/6/2017 PROJECT: PVH Right Turn Lane at Lemay Ave. and Robertson St. Lemay Avenue at Robertson Street Fort Collins, Colorado SITE: No free water observed WATER LEVEL OBSERVATIONS PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 97.2 (Ft.) SAMPLE TYPE 5-5 2-2 2-2-2 N=4 0.5 10.5 GRASS/ORGANICS, 6 inches SANDY LEAN CLAY (CL), brown, soft to medium stiff increased sand content Boring Terminated at 10.5 Feet 17 18 23 105 101 95.5 85.5 +0.4/150 GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175015.GPJ TERRACON_DATATEMPLATE.GDT 3/16/17 FIELD TEST RESULTS DEPTH LOCATION Latitude: 40.57083° Longitude: -105.05783° See Exploration Plan Page 1 of 1 Advancement Method: 4" Continuous flight auger Abandonment Method: Backfilled with flow fill 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175015 Drill Rig: Geoprobe Boring Started: 3/6/2017 BORING LOG NO. B-2 CLIENT: Poudre Valley Hospital Driller: T. Pocock Boring Completed: 3/6/2017 PROJECT: PVH Right Turn Lane at Lemay Ave. and Robertson St. Lemay Avenue at Robertson Street Fort Collins, Colorado SITE: No free water observed WATER LEVEL OBSERVATIONS PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 95.9 (Ft.) SAMPLE TYPE 0 10 20 30 40 50 60 0 20 40 60 80 100 CL or OL CH or OH ML or OL MH or OH Boring ID Depth PL PI Fines P L A S T I C I T Y I N D E X LIQUID LIMIT "U" Line SANDY LEAN CLAY AASHTO "A" Line 31 19 12 67 LL Bulk ATTERBERG LIMITS RESULTS ASTM D4318 0 - 4 Description A-6 (6) PROJECT NUMBER: 20175015 PROJECT: PVH Right Turn Lane at Lemay Ave. and Robertson St. SITE: Lemay Avenue at Robertson Street Fort Collins, Colorado CLIENT: Poudre Valley Hospital 1901 Sharp Point Dr Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS-AASHTO 20175015.GPJ TERRACON_DATATEMPLATE.GDT 3/16/17 CL-ML 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 100 10 1 0.1 0.01 0.001 6 16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES Boring ID Depth USCS Classification AASHTO Classification LL D100 D30 Cc Cu Boring ID Depth D60 %Clay 31 U.S. SIEVE NUMBERS SILT OR CLAY 4 1.5 50 6 8 200 10 14 19 3.9 29.3 Bulk 1 4 3/4 1/2 60 fine HYDROMETER PL PI D10 %Gravel %Sand %Silt 19 12 3/8 3 100 3 2 140 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine SANDY LEAN CLAY (CL) A-6 (6) Bulk 66.8 0 - 4 0 - 4 ASTM D422 / ASTM C136 PROJECT NUMBER: 20175015 -2.0 -1.5 -1.0 -0.5 0 0.5 1.0 1.5 2.0 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.5 percent swell when inundated at an applied pressure of 150 psf. Lemay Ave. and Robertson St. SITE: Lemay Avenue at Robertson Street Fort Collins, Colorado PROJECT: PVH Right Turn Lane at PROJECT NUMBER: 20175015 CLIENT: Poudre Valley Hospital 1901 Sharp Point Dr Ste C Fort Collins, CO Specimen Identification Classification , pcf 107 18 WC, % B-1 2 - 3 ft Lean CLAY with sand LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 65155045-SWELL/CONSOL 20175015.GPJ TERRACON_DATATEMPLATE.GDT 3/16/17 -2.0 -1.5 -1.0 -0.5 0 0.5 1.0 1.5 2.0 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.4 percent swell when inundated at an applied load of 150 psf. PROJECT: PVH Right Turn Lane at Lemay Ave. and Robertson St. PROJECT NUMBER: 20175015 SITE: Lemay Avenue at Robertson Street Fort Collins, Colorado CLIENT: Poudre Valley Hospital 1901 Sharp Point Dr Ste C Fort Collins, CO Specimen Identification Classification , pcf 101 18 WC, % B-2 4 - 5 ft Lean CLAY with sand LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 65155045-SWELL/CONSOL 20175015.GPJ TERRACON_DATATEMPLATE.GDT 3/16/17 1901 Sharp Point Drive Suite C Fort Collins, Colorado 80525 (970) 484-0359 FAX (970) 484-0454 CLIENT: PVH DATE OF TEST: 3/8/17 PROJECT: PVH right turn lane at Lemay Ave. and Robertson St. LOCATION: Bulk @ 0'-4' TERRACON NO. 20175015 CLASSIFICATION: Sandy Lean Clay (CL) TEST SPECIMEN NO. 1 2 3 COMPACTION PRESSURE (PSI) 45 80 120 DENSITY (PCF) 97.3 100.8 106.0 MOISTURE CONTENT (%) 25.9 24.4 21.1 EXPANSION PRESSURE (PSI) -1.05 -0.87 -1.02 HORIZONTAL PRESSURE @ 160 PSI 143 135 127 SAMPLE HEIGHT (INCHES) 2.48 2.48 2.43 EXUDATION PRESSURE (PSI) 190.6 238.9 318.5 CORRECTED R-VALUE 6.0 10.6 17.8 UNCORRECTED R-VALUE 6.0 10.6 18.4 R-VALUE @ 300 PSI EXUDATION PRESSURE = 16 AASHTO T190 PRESSURE OF COMPACTED SOIL RESISTANCE R-VALUE & EXPANSION SAMPLE DATA TEST RESULTS 0 10 20 30 40 50 60 70 80 90 100 0 100 200 300 400 500 600 700 800 R-VALUE EXUDATION PRESSURE - PSI 3/12/2017 20175015 PVH Right Turn Lane at Lemay Ave. and Robertson St. Fort Collins, Colorado 500 to 1,000 > 8,000 4,000 to 8,000 2,000 to 4,000 1,000 to 2,000 less than 500 Unconfined Compressive Strength Qu, (psf) Modified Dames & Moore Ring Sampler Grab Sample Standard Penetration Test Trace PLASTICITY DESCRIPTION Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES > 30 11 - 30 Low 1 - 10 Non-plastic Plasticity Index #4 to #200 sieve (4.75mm to 0.075mm Boulders Cobbles 12 in. to 3 in. (300mm to 75mm) Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand Silt or Clay Passing #200 sieve (0.075mm) Particle Size Water Level After a Specified Period of Time Water Level After a Specified Period of Time Water Initially Encountered Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no ctual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. GRAIN SIZE TERMINOLOGY RELATIVEFINES PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF DESCRIPTIVE SOIL CLASSIFICATION UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu  6 and 1  Cc  3 E SW Well-graded sand I Cu  6 and/or 1  Cc  3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI  7 and plots on or above “A” line J CL Lean clay K,L,M PI  4 or plots below “A” line J ML Silt K,L,M Organic: Liquid limit - oven dried  0.75 OL Organic clay K,L,M,N Liquid limit - not dried Organic silt K,L,M,O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M Organic: Liquid limit - oven dried  0.75 OH Organic clay K,L,M,P Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = 10 60 2 30 D x D (D ) F If soil contains  15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains  15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains  30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI  4 and plots on or above “A” line. O PI  4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. LOCATION AND ELEVATION NOTES SAMPLING WATER LEVEL FIELD TESTS N (HP) (T) (DCP) UC (PID) (OVA) Standard Penetration Test Resistance (Blows/Ft.) Hand Penetrometer Torvane Dynamic Cone Penetrometer Unconfined Compressive Strength Photo-Ionization Detector Organic Vapor Analyzer Medium Over 12 in. (300 mm) 0 >12 5-12 <5 Percent of Dry Weight Major Component of Sample Term Modifier With Trace Descriptive Term(s) of other constituents Modifier >30 <15 Percent of Dry Weight Descriptive Term(s) of other constituents With 15-29 High Descriptive Term (Consistency) 0 - 6 Standard Penetration or N-Value Blows/Ft. CONSISTENCY OF FINE-GRAINED SOILS Hard Very Loose Loose Medium Dense Dense Very Dense Descriptive Term (Density) Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. 0 - 3 4 - 9 7 - 18 10 - 29 19 - 58 30 - 50 59 - 98 > 30 > 50 > 99 Very Stiff Stiff Medium Stiff Soft Very Soft (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance STRENGTH TERMS RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance 0 - 1 2 - 4 4 - 8 8 - 15 15 - 30 PROJECT: PVH Right Turn Lane at Lemay Ave. and Robertson St. SITE: Lemay Avenue at Robertson Street Fort Collins, Colorado CLIENT: Poudre Valley Hospital 1901 Sharp Point Dr Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 20175015.GPJ TERRACON_DATATEMPLATE.GDT 3/16/17 WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 SWELL-CONSOL / LOAD (%/psf) WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 SWELL-CONSOL / LOAD (%/psf)