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HomeMy WebLinkAbout020 - Appendix H - Soils Investigation Report 1091 Stoneridge Drive • Bozeman, Montana • Phone (406) 587-1115 • Fax (406) 587-9768 www.chengineers.com • E-Mail: info@chengineers.com January 7, 2020 Delaney and Company Attn: Mike Delaney Email: mike@delaneynco.com RE: Soils Investigation –Ferguson Farm II Subdivision; Bozeman, Montana (170827) Dear Mr. Delaney, Per your request, C&H Engineering and Surveying Inc. (C&H Engineering) has conducted a subsurface soils investigation on the above referenced property. The subject property is found in the Southwest Quarter of Section 10, Township 2 South, Range 5 East in Bozeman, Montana. The scope of services was to conduct a subsurface investigation and provide a soils investigation report. The report documents the sites’ soil and groundwater conditions, subsurface soil properties, and provides foundation design and general earthwork recommendations. Proposed Construction The Proposed Ferguson Farm II Subdivision will have a total of 62 commercial lots. Site development for each lot has been assumed to consist of the excavation for the foundation elements, installation of exterior concrete slabs, and also the installation of either rigid or flexible driveway/parking pavements. It has been assumed that each commercial structure will be constructed with a slab-on-grade with stem wall foundation. Basement foundations are not recommended due to the potential for seasonally high groundwater elevations across the subject property. It has been assumed that each structure will be constructed utilizing typical wood framing. It has also been assumed that the foundation footings for each structure will not be subjected to unusual loading conditions such as eccentric loads. Eccentric loading of foundation footings will reduce the soils allowable bearing capacity and could possibly result in additional settlement. If any of the foundation footings will be eccentrically loaded please contact this office so we can appropriately revise our allowable bearing capacity and settlement estimates Subsurface Soil and Conditions On March 19, 2019 Noah J. Schaible, E.I., of C&H Engineering visited the site to conduct a subsurface soils investigation. The subsurface soils investigation consisted of examining twenty-one exploratory test pit excavations. The exploratory test pits were excavated with a DEERE 410C backhoe provided by Val Mencas Excavation. The soil profiles revealed by the excavations were logged and visually classified according to ASTM D 2488, which utilizes the nomenclature of the Unified Soil Classification System (USCS). Representative samples of each soil layer SOILS INVESTIGATION REPORT #170827 – FERGUSON FARM II SUBDIVISION, BOZEMAN, MONTANA 2 were collected from the trench sidewalls at varying depths for further classification in the lab. The relative density of each soil layer was estimated based on probing of the excavation sidewalls and the overall stability of the excavation. Any evidence of seepage or other groundwater conditions were also noted. The locations of the test pits are shown on the included Test Pit Location Map. The twenty-one test pits (TP) excavated for the field investigation exhibited similar soil profiles. The following paragraphs briefly summarize the subsurface soils and conditions observed in the test pits excavated for the field investigation. The soil horizons are described as they were encountered in the test pit excavations, starting with the horizon nearest the surface and proceeding with each additional horizon encountered with depth. Please refer to the attached test pit logs for more detailed information. The first soil horizon encountered in each exploratory test pit was a Silty Clay Organic Soil of low plasticity (OL). This material was dark brown to black in color, moist, and soft. This material was encountered to depths varying from 1.00 to 1.5 feet below grounds surface (bgs). Organic soils are highly compressible and are not suitable for foundation support. This material must also be removed from beneath all interior and exterior slabs as well as beneath all asphalt and/or concrete paving improvements. This material may be stockpiled onsite and used for final site grading purposes. The second soil horizon encountered in the exploratory excavations was a Silty Gravel with Sand (GP-GM). This material was brown to light brown in color, medium dense, and estimated to contain approximately 15 percent silty fines, approximately 40 percent coarse to fine grained sand, and approximately 45 percent subrounded gravels. This material was encountered to depths varying from 1.5 feet to 4.0 feet bgs. The third soil horizon encountered in the exploratory excavations was a Poorly Graded Gravel with Sand and Cobbles (GP). This material was grayish brown in color, loose to medium dense, and estimated to contain approximately 5 percent silty fines, approximately 25 percent coarse to fine grained sand, and approximately 70 percent gravels and cobbles. This material was present to the end of each excavation, varying in depth from approximately 8 to 10 feet bgs. Based on the subsurface investigation it is recommended that the excavation for each structure continue down to the Poorly Graded Gravel with Sand and Cobbles. Groundwater Groundwater was encountered in exploratory test pits TP-1 and TP-3 at a depth of approximately 10.0 feet bgs. Evidence of high ground water such as lack of calcium suggests the seasonally high groundwater elevation may be rising up to 4.0 feet bgs across the site. Groundwater monitoring wells were installed in TP-1, TP-7, TP-12, TP-15, and TP-17. These wells were monitored weekly from 4/5/19 to 7/26/19 and the peak groundwater elevation varied from 4.28 feet to 5.89 feet bgs. Dewatering may be required to be able to properly place and compact any required structural fill and/or to allow the concrete for the foundation to properly cure. SOILS INVESTIGATION REPORT #170827 – FERGUSON FARM II SUBDIVISION, BOZEMAN, MONTANA 3 Foundation Recommendations Based on the subsurface soils and conditions encountered in the exploratory excavations, it will be acceptable to utilize a slab-on-grade with stem wall foundation. Please find the following as general recommendations for all foundation elements: • In order to keep the footing out of the active frost zone it is recommended that the bottom of footing elevation be located a minimum of 4 feet below finished grade. • It is recommended that typical strip footings for these structures have a minimum width of 16 inches and column footings should have a minimum width of 24 inches, provided the soils allowable bearing capacity is not exceeded. • The subgrade must remain in a dry condition throughout construction of the foundation elements. Allowable Bearing Capacity & Settlement The bearing capacity of a soil is defined as the ultimate pressure per unit area by the foundation load that can be supported by the soil in excess of the pressure caused by the surrounding soil at the footing level. Bearing capacity is determined by the physical and chemical properties of the soil located beneath the proposed structures footings. It is recommended that all foundation footings bear on the Poorly Graded Gravel with Sand and Cobbles. For this scenario it is recommended that an allowable bearing capacity of 2,500 pounds per square foot be used to dimension all foundation footings. Settlement and differential settlement were estimated using conservative soil parameters. Based on conservative soil parameter estimates, the recommended bearing capacity, and the assumption that all recommendations made in this report will be properly implemented, it is expected that total and differential settlement will be ½-inch or less. Typical wood or metal framed structures with reinforced concrete foundations can generally tolerate settlements of this magnitude, however, this should be checked by a structural engineer to determine if it is acceptable. The allowable bearing capacity may be increased by one third for short term loading conditions such as those from wind or seismic forces. Subgrade Preparation and Structural Fill In general, the excavation for the foundation footings must be level and uniform and continue down to the Poorly Grade Gravel with Sand and Cobbles or to the bottom of footing elevation, whichever is deeper. If any soft spots, or boulders are encountered, they will need to be removed and backfilled with structural fill. The excavation width must extend a minimum of one footing width from the outer edges of the footings, or to a distance equal to ½ the height of the required structural fill, whichever is greater. SOILS INVESTIGATION REPORT #170827 – FERGUSON FARM II SUBDIVISION, BOZEMAN, MONTANA 4 Once the excavation is completed the native soil shall be proof rolled with a large vibrating roller to an unyielding condition. Any areas that are found to be pumping or rutting shall be sub- excavated and replaced with structural fill. Structural fill is defined as all fill that will ultimately be subjected to structural loadings, such as those imposed by footings, floor slabs, pavements, etc. The Poorly Graded Gravel with Sand and Cobbles may be used as structural fill, provided that any particles larger than 6 inches in size are removed. Structural fill may also be imported if desired. Imported structural fill is recommended to be a well graded gravel with sand that contains less than 15 percent of material that will pass a No. 200 sieve and that has a maximum particle size of 3 inches. Also, the fraction of material passing the No. 40 sieve shall have a liquid limit not exceeding 25 and a plasticity index not exceeding 6. The gravel and sand particles also need to be made up of durable rock materials that will not degrade when compacted; no shale or mudstone fragments should be present. Structural fill must be placed in lifts no greater than 12 inches (uncompacted thickness) and be uniformly compacted to a minimum of 97 percent of its maximum dry density, as determined by ASTM D698. Typically, the structural fill must be moisture conditioned to within + 2 percent of the materials optimum moisture content to achieve the required density. It is recommended that the structural fill be compacted with a large vibrating smooth drum roller. Please note that if a moisture-density relationship test (commonly referred to as a proctor) needs to be performed for a proposed structural fill material to determine its maximum dry density in accordance with ASTM D698, a sample of the material must be delivered to this office a minimum of three full working days prior to beginning placement of the structural fill. At no time should surface water runoff be allowed to flow into and accumulate within the excavation for the foundation elements. If necessary, a swale or berm should be temporarily constructed to reroute all surface water runoff away from the excavation. Excavation should not proceed during large precipitation events. If any of the foundation footings are found to be located on a test pit, the area will need to be excavated down to the full depth of the test pit and structural fill be placed and compacted in lifts to bring the area back up to the desired grade. Foundation Wall Backfill Approved backfill material should be placed and compacted between the foundation wall and the edge of the excavation. The native soils, with the exception of the organic soil, may be used as backfill against the exterior of the foundation wall, provided the material is not too moist. It is recommended that structural fill be used as backfill along the interior of the foundation wall in all areas that will be supporting the interior slab-on-grade. Backfill material shall not be overly moist or saturated when placed. The foundation wall backfill will need to be compacted with either walk behind compaction equipment or hand operated compaction equipment in order to avoid damaging the foundation walls. If walk behind compaction equipment is used lifts should not exceed 8-inches (loose thickness) and if hand operated compaction equipment is used lifts should not exceed 4-inches (loose thickness). SOILS INVESTIGATION REPORT #170827 – FERGUSON FARM II SUBDIVISION, BOZEMAN, MONTANA 5 Site Grading Surface water should not be allowed to accumulate and infiltrate the soil near the foundation. Proper site grading will ensure surface water runoff is directed away from the foundation elements and will aid in the mitigation of excessive settlement. Please find the following as general site grading recommendations: • Finished grade must slope away from the building a minimum of 5 percent within the first 10 feet, in order to quickly drain ground surface and roof runoff away from the foundation walls. Please note that in order to maintain this slope; it is imperative that any backfill placed against the foundation walls be compacted properly. If the backfill is not compacted properly, it will settle and positive drainage away from the structure will not be maintained. • Permanent sprinkler heads for lawn care should be located a sufficient distance from the structure to prevent water from draining toward the foundation or saturating the soils adjacent to the foundation. • Rain gutter down spouts are to be placed in such a manner that surface water runoff drains away from the structure. • All roads, walkways, and architectural land features must properly drain away from all structures. Special attention should be made during the design of these features to not create any drainage obstructions that may direct water towards or trap water near the foundation. Interior Slabs-on-Grade In preparation for any interior slabs-on-grade, the excavation must continue through the topsoil and organics to a minimum of 6 inches below the proposed bottom of slab elevation. If required, structural fill can then be placed and compacted to 6 inches below the bottom of slab elevation. For all interior concrete slabs-on-grade, preventative measures must be taken to stop moisture from migrating upwards through the slab. Moisture that migrates upwards through the concrete slab can damage floor coverings such as carpet, hardwood and vinyl, in addition to causing musty odors and mildew growth. Moisture barriers will need to be installed to prevent water vapor migration and capillary rise through the concrete slab. In order to prevent capillary rise through the concrete slab-on-grade it is recommended that 6 inches of ¾-inch washed rock (containing less than 10 percent fines) be placed and compacted once the excavation for the slab is complete. The washed rock has large pore spaces between soil particles and will act as a capillary break, preventing groundwater from migrating upwards towards the bottom of the slab. In order to prevent the upward migration of water vapor through the slab, it is recommended that a 15-mil extruded polyolefin plastic that complies with ASTM E1745 (such as a Stego Wrap 15- SOILS INVESTIGATION REPORT #170827 – FERGUSON FARM II SUBDIVISION, BOZEMAN, MONTANA 6 mil Vapor Barrier) be installed. The vapor barrier should be pulled up at the sides and secured to the foundation wall or footing. Care must be taken during and after the installation of the vapor barrier to avoid puncturing the material, and all joints are to be sealed per the manufacture’s recommendations. Exterior Slabs-on-Grade For exterior areas to be paved with concrete slabs, it is recommended that, at a minimum, the topsoil and any organics be removed. The subgrade then needs to be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. Then for non-vehicular traffic areas, a minimum of 6 inches of ¾-inch minus rock needs to be placed, and 4 inches of 4000 pounds per square inch (psi) concrete placed over the ¾-inch minus rock. For areas with vehicular traffic, a minimum of 9 inches of ¾-inch minus rock should be placed, followed by 6 inches of 4000 psi concrete. Exterior slabs that will be located adjacent to the foundation walls need to slope away from the structure at a minimum grade of 2 percent and should not be physically connected to the foundation walls. If they are connected, any movement of the exterior slab will be transmitted to the foundation wall, which may result in damage to the structure. Asphalt Paving Improvements For areas to be paved with asphalt, it is recommended that, as a minimum, the topsoil and any organics be removed. The native subgrade then needs to be compacted at ± 2 percent of its optimum moisture content to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. Following compaction of the native subgrade a layer of woven geotextile (Mirafi 500X) shall be installed. Next a 12-inch layer of compacted 6-inch minus gravel needs to be placed, followed by a 6-inch layer of compacted 1-inch minus road mix. Both gravel courses must be compacted at ± 2 percent of their optimum moisture content to a minimum of 95 percent of their maximum dry density. A 3-inch-thick layer of asphalt pavement can then be placed and compacted over this cross-section. If asphalt paving is to be placed on foundation wall backfill, the backfill must be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. It is recommended the backfill be placed in uniform lifts and be compacted to an unyielding condition as described in the section “Foundation Wall Backfill”. Construction Administration The foundation is a vital element of a structure; it transfers all of the structure’s dead and live loads to the native soil. It is imperative that the recommendations made in this report are properly adhered to. A representative from C&H Engineering should observe the construction of any foundation or drainage elements recommended in this report. The recommendations made in this report are contingent upon our involvement. If the soils encountered during the excavation differ than those described in this report or any unusual conditions are encountered, our office should be contacted immediately to examine the conditions, re-evaluate our recommendations, OL GP- GM GP 1.3 3.0 10.0 0 TO 1.33 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1.33 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense; approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 10 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 10.0 feet. NOTES Monitoring Well #2 GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION 10.00 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 10.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 1 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.3 3.0 9.3 0 TO 1.33 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1.33 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense; approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 9.25 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.3 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 2 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP 1.3 10.0 0 TO 1.33 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1.33 TO 10 FEET: POORLY GRADED GRAVEL WITH SAND; (GP); brown; moist; medium dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines; Calcium present to ~4.0' bgs. Bottom of test pit at 10.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 10.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 3 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.3 4.0 9.0 0 TO 1.33 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1.33 TO 4 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense; approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines; Calcium present to ~4.0' bgs. 4 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percentfine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 4 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.3 3.0 9.3 0 TO 1.33 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1.33 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense; approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 9.25 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.3 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 5 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.3 3.0 9.0 0 TO 1.33 FEET: ORGANIC SOIL; (OL); black; moist; low plasticity; soft to very soft. 1.33 TO 3 FEET. 3 TO 9 FEET. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 6 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.0 2.0 9.5 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 2 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 2 TO 9.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.5 feet. NOTES Monitoring Well #1 GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 7 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.0 2.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 2 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 2 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 8 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP 1.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND; (GP); brown; moist; mediumdense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 9 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP- GM GP 1.0 3.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 10 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL SM GP 1.0 3.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY SAND; (SM); brown; moist; medium dense; approximately 15 percentsubrounded gravels; approximately 60 percent fine to coarse grain sand; approximately 25 percent silty fines. 3 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 11 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP- GM GP 1.0 3.0 8.5 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 8.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 8.5 feet. NOTES Monitoring Well #4 GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 12 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL SM GP 1.0 3.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY SAND; (SM); brown; moist; soft to medium dense; approximately 15percent subrounded gravels; approximately 60 percent fine to coarse grain sand; approximately 25 percent silty fines. 3 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 13 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL SM GP 1.0 3.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY SAND; (SM); brown; moist; medium dense; approximately 15 percentsubrounded gravels; approximately 60 percent fine to coarse grain sand; approximately 25 percent silty fines. 3 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 14 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.0 2.5 8.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 2.5 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 2.5 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 8.0 feet. NOTES Monitoring Well #5 GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 15 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP-GM GP 1.0 2.0 8.5 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 2 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 2 TO 8.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 8.5 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 16 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP 1.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND; (GP); brown; moist; mediumdense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES Monitoring Well #3 GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 17 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP 1.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND; (GP); brown; moist; mediumdense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 18 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP- GM GP 1.0 3.0 9.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 19 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP- GM GP 1.0 3.0 8.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 8.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 20 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION OL GP- GM GP 1.0 3.0 8.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft to very soft. 1 TO 3 FEET: SILTY GRAVEL WITH SAND; (GP-GM); brown; moist; medium dense;approximately 45 percent subrounded gravels; approximately 40 percent fine to coarse grain sand; approximately 15 percent silty fines. 3 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); medium dense to dense; approximately 70 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 5 percent silty fines. Bottom of test pit at 8.0 feet. NOTES GROUND ELEVATION LOGGED BY Noah J. Schaible, E.I. EXCAVATION METHOD John Deere Backhoe EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS: DATE STARTED 3/19/19 COMPLETED 3/19/19 AT TIME OF EXCAVATION --- AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 21 PROJECT NUMBER 170827 CLIENT Delaney and Company PROJECT LOCATION Ferguson Farm II PROJECT NAME Soils Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/4/21 17:47 - G:\C&H\17\170827\GEOTECH (170827.1)\TEST PIT LOGS (170827).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION