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HomeMy WebLinkAboutGeotechnical Investigation(Margarita) . . . John R. 84erl1l I N COR P 0 RAT E D GEOTECHNICAL INVESTIGATION TENTATIVE TRACT 28553 . SOUTHEAST OF MARGARITA ROAD AND NORTH GENERAL KEARNEY ROAD . . , I. . . . TEMECULA, CALIFORNIA PACIFIC CENTURY HOMES .- . GEOTECHNICAL ENGINEERS. TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877-5210 \. . . . . . JohnR. 84erl4 I N COR P 0 RAT E D GEOTECHNICAL INVESTIGATION JUNE 16, 1998 TENTATIVE TRACT 28553 SOUTHEAST OF MARGARITA ROAD AND NORTH GENERAL KEARNEY ROAD . . . . . DISTRIBUTION: (4) CLIENT TEMECULA, CALIFORNIA CLIENT: PACIFIC CENTURY HOMES 40925 COUNTY CENTER DRIVE, SUITE 110 TEMECULA, CALIFORNIA 92591 ATTENTION: DAMON GAFCON RPT. NO.: 5266-A FILE NO.: S-8976 . GEOTECHNICAL ENGINEERS. TESTING AND INSPECTION 2257 South Lilac Ave., Bloomington, CA 92316-2903 Bloomington (909) 877-1324 Riverside (909) 783-1910 Fax (909) 877.5210 7- . INTRODUCTION . . During December of 1997 and January of 1998, an investigation of the soil conditions underlying the site for the proposed residential development was conducted by this firm. The purpose of our investigation was to evaluate the surface and subsurface conditions at the site in order to determine the potential for liquefaction, and prepare recommendations for site preparation, foundation design, resistance to lateral loads, support of concrete slabs-on-grade, and preliminary recommendations for asphalt concrete pavement design for interior streets. The geologic conditions attendant to the site have been evaluated by our consulting engineering geologists, Gary S. Rasmussen and Associates, Inc. Their investigation is described and their findings presented in their report, included herewith as Enclosure 13. Our investigation, together with our conclusions and recommendations, is discussed in detail in the following report. . . . This report has been prepared for the exclusive use of Pacific Century Homes and their design consultants for specific application to the project described herein. Should the project be modified, the conclusions and recommendations presented in this report should be reviewed by the Geotechnical Engineer. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, express or implied. '. PROJECT DESCRIPTION I. I . The site is approximately 22 acres in size and is to be subdivided into 68 lots, each to receive a single-family residence. Associated interior streets will also be constructed. To assist in the preparation of this report, we reviewed the project tentative tract map (Lohr and Associates, Inc., August, 1997). The map illustrates maximum cuts and fills of about 21 feet (Lot 44) and 32 feet (Lot 34). Cut and fill slopes are shown at an inclination of 2:1 (H:V), with maximum heights of 20 feet and 40 feet, respectively. It is anticipated that some retaining walls, supporting level backfill, will be constructed. The site configuration and proposed development are illustrated on Enclosure 1. . 1 . Rpt. No.: 5266-A File No.: S-8976 ~ . PREVIOUS GEOTECHNICAL REPORT . . To assist in the preparation of this report, a geotechnical investigation prepared by this firm (Feasibility Investigation, Rpt. No. 5144, December 4, 1997) was reviewed. This investigation consisted of the excavation of 10 test pits with a bulldozer to a maximum depth of 7.0 feet below existing grade. The test pit locations are shown on Enclosure 1. The test pits were located in areas where previous artificial fill had been placed, drainage pond construction had been performed, and manure from a previous dairy operation had been spread. At our test pit locations the artificial fill consisted of a loose clayey sand to silty sand with varying amounts of clay to a soft silty clay. The manure and fill depths are itemized in the "Soil Conditions" section of this report, with total combined depths ranging from 1.0 feet to 7.0 feet. Natural soils were not penetrated in Test Pits 1 and 10 that terminated at depths of 7.0 feet and 5.0 feet, respectively. Neither bedrock nor free groundwater was encountered at our test pit locations. The natural soils encountered in these earlier test pits consisted of a loose to dense clayey to silty sand or a medium stiff clayey silt. . . . SITE CONDITIONS . The site is located on the east side of Margarita Road, south of North General Kearney Road, in the city of Temecula. An Index Map showing the general vicinity of the site is presented on the following page. Review of aerial photographs indicates that that the site was previously used as a dairy. At the time of our investigation, an abandoned, single-family residence and outbuildings were located in the southeast corner of the site. A steel pipe riser protruding from the ground is present immediately north of the residence. During our investigation, oil was observed to be emanating out of this riser. Buried slabs were encountered in the southern portion of the site, the remnants of several structures that occupied the property sometime in the past. Corral posts were observed in the southern portion of the site, and a concrete driveway extends off Margarita Road to the abandoned residence in the southeast. The Riverside County Flood Control and Water Conservation District topographic map for the site area (February 17, 1987) shows two structures located at the west end and to the north of the driveway, immediately adjacent to Margarita Road. What appear to be two seepage pits, each . . . 2 . Rpt. No.: 5266-A File No.: S-8976 '\ . . about 4 feet in diameter, are located to the north of these previously existing structures. One of the pits had been filled in. The second was 35 feet deep. Both were dry at the time of our investigation. Drainage control ponds were established in the northern half of the site. Containment berms up to 24 feet in height surround the ponds. Some of the berm sidewalls are nearly vertical. During our investigation the ponds were dry, and the bottom of the ponds were covered with manure. The northern portion of the site is located in an unnamed drainage channel. The surrounding property to the north and northeast is vacant. Single-family residences are located to the east and south. Graded pads for apartments are present along the western portion of the adjacent property to the south. Commercial buildings are located on the west side of Margarita Road. Vegetation on the property generally consists of a moderate to dense growth of brush. End-dumped fill piles occupy the northwest portion of the site. Small trees are situated near the existing residence and adjacent to Margarita Road. The site generally slopes downward to the northwest at an average gradient of about 10 percent. Total relief on the site is about 58 feet. . . . FIELD AND LABORATORY INVESTIGATION . . The previous field exploration consisted of 10 test pits excavated with a bulldozer. During our most recent investigation, the soils underlying the site were explored by means of 9 test pits excavated with a tractor-mounted backhoe to a maximum depth of 17.0 feet below the existing ground surface. In order to evaluate the potential for liquefaction, two test borings were excavated with a truck-mounted flight-auger to a depth of 51.5 feet. The approximate locations of our original test pits (Test Pits 1-10) and most recent explorations (Test Pits 11-19 and Borings 1 and 2) are indicated on Enclosure 1. The soils encountered in the explorations were examined and visually classified by one of our field engineers. A summary of the soil classifications appears as Enclosure 2. The exploration logs show subsurface conditions at the dates and locations indicated, and may not be representative of other locations and times. The stratification lines presented on the logs represent the approximate boundaries between soil types and the transitions may be gradual. Bulk and relatively undisturbed samples were obtained at selected levels within the test pits and test borings and returned to the laboratory for testing and evaluation. During the investigation, in-place density tests were conducted at . . . 3 . Rpt. No.: 5266-A File No.: S-8976 ~ . . various levels in the test pits. The driving energy required to advance the sampler at each sample interval in the test borings was also noted. In order to assist in the evaluation of liquefaction potential, standard penetration tests were performed at selected intervals as the borings were advanced. The standard penetration test data are presented on the boring logs. . Included in our laboratory testing were moisture-density determinations on all undisturbed samples. Optimum moisture content-maximum dry density relationships were established for typical soil types so that the relative compaction of the subsoils could be determined. Residual shear tests were performed to evaluate the strength parameters of the on-site soils for slope stability analyses. Consolidation testing and expansion index testing were conducted on selected samples to evaluate their response to the anticipated foundation loads and their expansion characteristics. Samples of anticipated subgrade soils were tested for sand equivalent, gradation and "R" value for pavement design purposes. Chemical testing, including pH, soluble sulfate, soluble chloride, and resistivity testing was conducted by our consulting chemists, E. S. Babcock and Sons, Inc. The moisture-density data are presented on the boring and test pit logs, Enclosure 2. The maximum density data and shear test results appear on Enclosures 3 and 4, respectively. The consolidation and expansion test results shown on Enclosures 5 and 6, respectively. The subgrade and corrosivity test results are tabulated on Enclosures 7 and 8, respectively. . . . . SOIL CONDITIONS . Artificial fill generally consisting of loose to medium dense silty sands to clayey sands or very stiff sandy silts was encountered in the majority of the test pits and in Boring 2. A surficial mantle of manure ranging in thickness from 0.5 feet to 1.5 feet was encountered in the pond areas in the northern portion of the site. The exploration locations and depths of manure and artificial fill are itemized below: . . 4 . Rpt. No.: 5266-A File No.: S-8976 (." . I , . EXPLORATION LOCATION B-2 TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-8 TP-9 TP-10 TP-12 TP-13 TP-14 TP-15 TP-16 TP-18 TP-19 DEPTH OF FILL (ft.) 8.0 . 7.0 . . 1.0 1.5/5.0 1.0/5.0 1.5/3.0 1.0/1.0 0.5/2.0 0.5/4.0 1.0/5.0 . 1.0 1.0/10.3 0.5/1.5 1.5 1.0 1.0/9.5 0.7/1.0 . . . . - Indicates natural ground was not penetrated. 1.0/5.0 - Indicates thickness of manure and total combined depth of both manure and fill. . The natural alluvial soils encountered at our exploration locations consisted of loose to very dense sand and clayey sand with varying amounts of silt, clay, and cementation. These soils also exhibited variable porosity. As observed in our explorations, the maximum depth of relatively porous soils extended to 15 feet below existing grade in Test Pit 18 (Lot 1). Sedimentary bedrock (Pauba Formation) was encountered in Borings 1 and 2 at depths of 27 feet and 26 feet, respectively. The soils encountered in our explorations are granular and generally considered to exhibit very low expansion potential in accordance "Yith Table 18-I-B of the Uniform Building Code. Groundwater was encountered in Boring 1 at a depth of 42.5 feet. . . 5 . Rpt. No.: 5266-A File No.: S-8976 l . LIQUEFACTION . . Liquefaction is a phenomenon which occurs when a soil undergoes a transformation from a solid state to a liquefied condition due to the effects of increased pore-water pressure. Loose, saturated soil, with particle size in the medium sand to silt range, are particularly susceptible to liquefaction when subjected to seismic groundshaking. Affected soils loose all strength during liquefaction and foundation failure can occur. . It is anticipated that the most significant earthquake ground shaking at the site during the lifetime of the proposed development will occur from the seismically active Lake Elsinore Fault, approximately 3,500 feet to the southwest. A maximum probable earthquake magnitude of 7.0 on the Richter Scale, and a maximum ground acceleration associated with such an event of 1.0g are postulated by Gary S. Rasmussen and Associates, Inc. To evaluate the liquefaction potential of the on-site soil, the soils below the present and projected ground water table were analyzed for relative density. The most effective measurement of relative density of sands with respect to liquefaction potential is standard penetration resistance. For this reason, we employed blow count information in our analysis as it is more meaningful than dry density and moisture content. I. ,. I '. . Field data obtained from the boring logs indicate portions of the alluvial soils in the northern portion of the property demonstrate blow counts corresponding to relative densities of less than 80 percent. Sands with relative densities less than 80 percent possess a relatively high potential for liquefaction (Seed, H.G., ASCE National Convention Reprint 2752, 1976). Soils containing a significant fraction of clay are less susceptible to liquefaction than sands at equivalent relative densities. The standard penetration data provided input for the Petal2 program developed by Albert T. F. Chen, USGS, for liquefaction evaiuation. The results of the computer evaluation are shown on Enclosure 9. Although our exploration encountered free ground water at a depth of 42.5 feet in Boring 1, the geologist has postulated perched ground water within the drainage that includes the northern portion of the site. The geologist has recommended the use of an anticipated future high ground water table of 10 feet below existing grade. In Boring 1, the liquefaction analysis indicates a safety factor less than 1.5 with respect '. , '. 6 . Rpt. No.: 5266-A File No.: S-8976 ~ . . to liquefaction potential for the soil between 21 feet and 27 feet. In Boring 2, the analysis indicates a safety factor less than 1.5 with respect to liquefaction potential for the soil to a depth of 20 feet below existing grade. . We believe prudent design should assume the soil at various depths in the northern portion of the site within the unnamed drainage immediately north of the site will liquefy during the maximum expected earthquake. The approximate horizontal limits of liquefiable soil are shown on Enclosure 1. The effects of liquefaction include total and differential settlement of structures due to loss of strength of soils immediately below the site. Liquefaction of the soils in the channel immediately north of the site may result in lateral spreading of the north-facing fill slopes along the channel. Mitigation of the risk of seismic liquefaction involves the subexcavation and recompaction of the loose, alluvial soils below the site and in a portion of the unnamed channel to the north. These recommendations are presented in the "Site Preparation" section of this report. . . CONCLUSIONS . . The existing man-made fill material and the porous alluvial soils are compressible and should be overexcavated and recompacted. In addition, the manure should be disposed of off-site. Cut-fill transition lots will require overexcavation and recompaction. In order to mitigate the potential effects of liquefaction, selected lots in the northern portion of the site should be overexcavated until competent natural soils are encountered. In order to prevent lateral spreading caused by liquefaction, a portion of the material in the unnamed channel to the north of the site should also be overexcavated and recompacted. The proposed structures may then be safely founded on conventional shallow foundations. In accordance with section 18-I-B of the 1994 edition of the Uniform Building Code, the near-surface clayey soils are classified as having very low expansion potential. While our recommendations assume a very low expansion potential, further evaluation of expansion potential of the subsoils should be performed during site grading. Our engineering geologist has identified out-of-slope bedding relative to the proposed north and northwest-facing cut slopes. Stabilization fills are recommended for the affected slopes. An ancient northwest failing landslide underlying most of . . . 7 . Rpt. No.: 5266-A File No.: S-8976 '\ . . the site has been identified by the geologist. Present climactic and topographic conditions are much more favorable than extant at the time of the suspected landsliding, and further investigation is not deemed to be warranted. Detailed recommendations are presented below. RECOMMENDATIONS . FOUNDATION DESIGN . Where the site is prepared as recommended, the proposed structures may be founded on conventional spread or continuous footings. For the proposed buildings and retaining walls, footings should be at least 12 inches wide, placed at least 12 inches below the lowest final adjacent grade, and designed for a maximum safe soil bearing pressure of 2000 pounds per square foot for dead plus live loads. With an embedment depth of 18 inches, a maximum safe soil bearing value of 2500 pounds per square foot may be assumed. . . Due to differential settlement considerations, footings should bear entirely on compacted fill or dense, natural soil. Footings should not span from cut to fill soil conditions. Where grading would cause transition conditions, the natural soil should be further overexcavated and recompacted to provide a minimum of 12 inches of compacted fill below the footings. Specific grading recommendations are presented in the "Site Preparation" section of this report. . . Footings should be set back from the top of all cut or fill slopes a horizontal distance equal to at least 1/2 the vertical slope height, with a minimum setback of at least 5 feet. For footings thus designed and constructed, we would anticipate a maximum settlement of less than 1 inch and a maximum differential settlement slope of 1 :850. . As required by the Uniform Building Code, continuous footings should be reinforced with at least 2 No.4 bars, one placed near the top and one near the bottom of the footings. Structural design may require additional foundation reinforcement. . 8 . Rpt. No.: 5266-A File No.: S-8976 \0 . LATERAL LOADING . . Unbraced retaining walls supporting horizontal backfill should be designed to support an equivalent fluid pressure of 35 pounds per square foot per foot of depth, exclusive of surcharge loads. Retaining walls should be provided with a subdrain system or weep holes with one cubic foot of gravel behind each weep hole to assure that hydrostatic pressures do not develop. Resistance to lateral loads will be provided by passive earth pressure and basal friction. For footings bearing against compacted fill or competent native soil, passive earth pressure may be considered to be developed at a rate of 350 pounds per square foot per foot of depth. Basal friction may be computed at 0.4 times the normal dead load. Basal friction and passive earth pressure may be combined directly without reduction. These values may be increased by 1/3 for wind or seismic loading. Foundation concrete should be placed in neat trenches or the foundation backfill compacted as recommended for site fill. Backfill placed within 5 feet of the retaining walls should be granular soil exhibiting an expansion index of 20 or less. . . SLABS-ON-GRADE . . It is our opinion that the compacted fill or competent natural soils should provide adequate support for concrete slabs-on-grade without the use of a gravel base. The final pad surface should be rolled to provide a smooth, dense surface upon which to place the concrete. Slabs to receive moisture-sensitive floor coverings should be underlain with a moisture barrier. This barrier may consist of an impermeable membrane, such as 10 mil Visqueen. A 2-inch layer of clean sand over the visqueen will promote uniform setting of the concrete. We recommend a maximum water-cement ratio of 0.65 for slab concrete. . SLOPE STABILITY ANALYSES . . The geologist has identified possible out-of-slope bedding relative to the proposed north and northwest-facing cut slopes. Utilizing a slide plane attitude provided by our Engineering Geologist, a cross-section was developed, and slope stability analyses using the wedge method were performed. The strength parameters were obtained from residual direct shear testing of samples recovered from our field exploration. The cross-section and slope stability analyses 9 . Rpt. No.: 5266-A File No.: S-8976 \\ . . are presented on Enclosure 10. Our stability analyses confirm that a stabilization fill at least 6 feet wide at the top and 15 feet wide at the base will be sufficient to assure slope stability for the most adverse conditions. Detailed recommendations for the construction of the stabilization fill are offered below under "Site Preparation." . SITE PREPARATION . We assume that the site will be prepared in accordance with Chapter 33 of the 1994 Edition of the Uniform Building Code or the current City of Temecula Grading Ordinance. The recommendations presented below are to establish additional grading criteria. . Areas to be graded should be stripped of all organic matter, man-made obstructions and other deleterious materials. The existing manure should be disposed of off-site. Existing footings and slabs should be removed and hauled from the site. During site clearing, areas of suspected previously existing structures should be explored for basements, cesspools, and other buried obstructions. Buried structures that are encountered should be removed. . Cesspools or seepage pits, such as those encountered adjacent to Margarita Road, should be cleaned of organic matter, fill and debris, and backfilled to within 5 feet of the final ground surface with self-compacting gravel or clean sand thoroughly jetted into place. The remaining backfill should be placed in lifts and mechanically compacted as recommended below. Significant root systems of trees to be removed should be grubbed from the soil. All cavities created during site clearing should be cleaned of loose and disturbed soil, shaped to provide access for construction equipment, and backfilled with fill placed and compacted as described below. . . I I. ! '. Existing man-made fill should be removed, cleaned of deleterious materials such as manure, and stockpiled pending replacement or placed in previously prepared areas. The depths of artificial fill are noted on the exploration logs. The depths indicated are representative of specific exploration locations only. Deeper deposits may exist in other areas of the site. . Porous, loose and compressible naturai soils underlying areas to receive fill should be overexcavated to expose competent, natural material. A minimum relative compaction of 85 10 . Rpt. No.: 5266-A File No.: S-8976 \1.,... . . percent would be utilized as the criteria to verify competent, natural soil. The subexcavated surface should be evaluated by a representative of the Geotechnical Engineer. . Loose alluvial soils subject to liquefaction exist in the areas of Lots 1 through 12, 29 through 35, and Lot 68. Enclosure 1 shows the approximate limits of the identified liquefiable soil. The soils within this zone should be overexcavated until competent natural soil is encountered. The exact depth of overexcavation will vary and should be evaluated on a lot-by-Iot basis during grading. The potentially liquefiable soils extend to depths of 27 feet and 20 feet in the northeast and northwest portions of the site, respectively. The overexcavation of the loose alluvial soils should extend north of the north property line a horizontal distance equal to the depth of overexcavation. . . Cut lots should be observed by a representative of this firm subsequent to grading to the finished grade elevation. If the exposed soils exhibit a relative compaction less than 85 percent, further removals should be conducted until competent natural material is encountered. . Where required to preclude footings from spanning from cut to fill conditions on transition lots, the natural soils in the building areas, and for a distance of at least 5 feet beyond the building areas, should be further overexcavated so as to create at least 12 inches of fill below the footing base grade. The bottom of the overexcavation should be observed by a representative of this firm prior to processing. Upon approval, the subexcavated surfaces, and all other flat lying surfaces to receive fill, should be scarified to a depth of at least 8 inches, moistened to at least the optimum moisture content, and densified to a relative compaction of at least 90 percent (ASTM D 1557). The excavated soils should be placed in previously prepared areas or stockpiled pending replacement. I. I , i I. . Due to the presence of out-of-slope bedding components in the north and northwest-facing cut slopes, stabilization fills should be constructed in these areas. It is anticipated that out-of-slope bedding may occur in the southern or southeastern portion of Lots 13 through 17,41 through 54, and 61 through 63. Some of these lots are transition lots. The engineering geologist should verify the bedding components during grading. A stabilization fill is not required where the bedding attitude is favorable. Backcut slopes should not exceed 1:1. A key at least 15 feet in . 11 . Rpt. No.: 5266-A File No.: S-8976 \? . . width and extending at least 18 inches into dense natural soil should be constructed below the base of the stabilization fills. The width of the stabilization fill at the top of the slope should be at least 6 feet. As stabilization fill construction proceeds, the backcut should be benched to remove loose and disturbed surface soil, to assure that the new fill is placed in direct contact with competent, undisturbed soil, and to provide horizontal surfaces for fill placement. The base of the keys and benches should be sloped back into the hillside at a gradient of at least 2 percent. The base of the benches should be evaluated by a representative of the Geotechnical Engineer prior to processing. Any fill or unsuitable material should be removed until competent soils are encountered. Upon approval, the exposed soils should be moistened to at least the optimum moisture content, and densified to a relative compaction of at least 90 percent (ASTM D 1557). A detail showing slope construction is presented on Enclosure 11. . . . To protect the stabilization fills from percolating surface water, the lots immediately above the stabilization fills should receive a recompacted fill cap at least 3 feet in thickness. While final determination of those lots requiring a fill cap should await the geotechnical review of the grading plan, it appears that Lots 19-25 and 54-55 will require the fill cap. . , I . The on-site soils should provide adequate quality fill material provided they are free from organic matter and other deleterious materials. Import fill should be inorganic, granular, non- expansive soils, free from rocks or lumps greater than 8 inches in maximum dimension. All fill should be placed in 8 inch or less lifts, moisture conditioned to at least the optimum moisture content, and densified to at least 90 percent relative compaction (ASTM D 1557). I. Cut and fill slopes should be constructed no steeper than 2:1 (H:V). Fill slopes should be overfilled during construction and then cut back to expose fully compacted soil. A suitable alternative would be to compact the slopes during construction and then roll the final slope to provide a dense, erosion resistant surface. . . The surface of the site should be graded to provide positive drainage away from the structures and slope faces. A berm or brow ditch should be constructed at the top of all slopes that will contain the water flow and control the surface run-off. Drainage shouid be directed to 12 . Rpt. No.: 5266-A File No.: S-8976 \A. . . established swales and then to appropriate drainage structures to minimize the possibility of erosion. Water should not be allowed to pond adjacent to footings. SUBDRAINS . At this time, the use of subdrains is not anticipated. UNDERGROUND STORAGE TANK . . During our field investigation, oil was observed to be emanating from a riser immediately north of the abandoned residence in the southeast portion of the site. An environmental study was beyond our scope of services for this project. During mass grading, this area should be evaluated by the client's environmental consultant. SHRINKAGE AND SUBSIDENCE . Volume change in going from cut to fill conditions is anticipated. Assuming the fill will be compacted to an average relative compaction of 93 percent, an average cut-fill shrinkage of 15 percent is estimated. Further volume loss will occur through subsidence during preparation of the natural ground surface. Although the contractor's methods and equipment utilized in preparing the natural ground will have a significant effect on the amount of natural ground subsidence that will occur, our experience indicates as much as 0.10 feet of subsidence in areas prepared to receive fill should be anticipated. These values are exclusive of losses due to stripping, or removal of subsurface obstructions. . I I. I ASPHALT CONCRETE PAVEMENT DESIGN , ,. I A Traffic Index of 5.0 was assumed for the proposed interior streets on the project. In conjunction with the data presented on Enclosure 7, we believe the section presented on the following table should provide durable pavement. . 13 . Rpt. No.: 5266-A File No.: S-8976 \-5 . uRn Location TI Value . Interior Streets 5.0 13 or . Thickness (Inches) Asphalt Concrete Aggregate Base 3.0 9.0 4.0 6.0 The above design is preliminary and for estimating purposes only. We recommend that during the process of rough grading, observation and testing of the actual subgrade soils be performed. On that basis, final pavement design sections can be determined. . . The foregoing pavement section assumes that utility trench backfills will be compacted to at least 90 percent relative compaction. Aggregate base and the upper 6 inches of the subgrade soil should be densified to at least 95 percent relative compaction. Suggested specifications for aggregate base material are presented on Enclosure 12. CORROSION AND SULFATE ANALYSIS . . The results of the corrosion analysis indicate that the on-site soils exhibit low potential for corrosion to ferrous-based metal pipe. In addition, the soluble sulfate test results reveal that Type I or Type II cement can be safely utilized in concrete that will come in contact with the on- site soils. FOUNDATION AND GRADING PLAN REVIEW . The final grading and foundation plans should be reviewed by the Geotechnical Engineer and project geologist. Additional recommendations may be required at that time. . CONSTRUCTION OBSERVATIONS . . All grading operations, including the preparation of the natural ground surface, should be observed and compaction tests performed by this firm. No fill should be placed on any prepared surface until that surface has been evaluated by the Geotechnical Engineer. All 14 . Rpt. No.: 5266-A File No.: S-8976 \Cp . footing excavations should be observed by the Geotechnical Engineer prior to placement of forms or reinforcing steel. . The conclusions and recommendations presented in this report are based upon the field and laboratory investigation described herein and represent our best engineering judgment. Should conditions be encountered in the field that appear different from those described in this report, we should be contacted immediately in order that appropriate recommendations might be prepared. . . Respectfully submitted, JOHN R. BYERLY, INC. . Glenn S. Fraser, Geotechnical Engineer Project Manager . John R. Byerly, Geotechnical Engineer . President JRB:GSF:mh . Enclosures: (1) Plot Plan (2) Test Pit and Test Boring Logs (3) Maximum Density Determinations (4) Shear Test Results (5) Consolidation Test Data (6) Expansion Test Results (7) Subgrade Test Data (8) Corrosion Test Results (9) Liquefaction Analyses (10) Slope Stability Analyses (11) Fill Slope Benching Detail (12) Specifications for Aggregate Base (13) Engineering Geology Investigation . . 15 . Rpt. 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