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RECEIVED JUL 2 2 2004 RURL00 WORKS AL)MI ISTRATION i I i GEOTECHNICAL ENGINEERING STUDY I _ Pr a odular Classrooms i Capri lementary School pbell, California I - JANUARY 2004 Prepared for Campbell Union School District 155 North Third Street Campbell, California Prepared by EARTH SYSTEMS CONSULTANTS Northern California 47853 Warm Springs Boulevard Fremont, California 94539-7400 Copyright02004 File No. FRS-5248-01 Doc. No. 0401-028. January 19, 2004 GEOTECHNICAL ENGINEERING STUDY PROJECT: Proposed Modular-Classrooms Capri Elementary School Campbell, California CLIENT: Campbell Union School District Campbell, California INTRODUCTION Purpose and Scope This geotechnical engineering study has been prepared to provide design criteria for the foundations of the proposed modular classrooms and to provide recommendations for site preparation, grading and paving. This study included: 1. A visual site reconnaissance; 2. A review of pertinent geotechnical and geological literature; 3. The drilling of 7 soil borings, logging of subsurface conditions and collection of soil samples for further examination and laboratory testing; 4. Laboratory testing of selected soil samples obtained during the subsurface exploration program; 5. Engineering analyses based on the results of the field exploration, laboratory soil testing program and a review of pertinent geologic and geotechnical literature. 6. Preparation of this report. This study did not include an evaluation of potential toxic or hazardous materials that may or may not be present at the site, nor the corrosion potential of the site soils. Site Description The parallelogram-shaped Capri Elementary School site is located at 850 Chapman Drive in the City of Campbell, Santa Clara County, California(Figure 1). The site area is currently occupied by the existing school buildings, AC pavement play areas, and turf playing fields. The school is bounded on the east and west sides by single-family homes adjacent to the school property line, and Chapman Drive and West Parr Avenue, respectively, to the north and south. The relatively Earth Systems Consultants Northern California 1 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 flat school grounds are at an elevation of approximately 250 feet, with a gentle slope towards the north. A number of decorative trees and bushes are along the southwestern property line. Project Description The proposed classroom expansion project will entail the construction of several modular classrooms grouped in Clusters 1 through 4, and a new AC parking area which will be accessed from West Parr Avenue (Figure 2). Additional modular classrooms may be built at other locations on campus in the future. New restroom facilities will be included in Clusters 1 and 4. The modular buildings are expected to be 1-story steel-framed modular structures, and will have either raised wood or concrete slab-on-grade floors, depending on the manufacturer. Some new exterior concrete slabs-on-grade may also be constructed. The foundation loads are expected to be light loads of approximately 1000 psf, typical for these types of structures. It is ESCNC's understanding that no existing structures will be removed. Additional Studies This report addresses the construction of one story modular classroom construction. Should larger and heavier structures be considered on the site, additional geotechnical engineering studies may be necessary. These studies may require deeper test borings and additional laboratory testing. Earth Systems Consultants Northern California 2 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 PROCEDURES AND RESULTS Geologic Setting The subject site is located at the base of the eastern foothills of the Santa Cruz Mountains in the Coast Ranges province of California. The Santa Cruz Mountains and the Mt. Hamilton-Mt. Diablo Range form the western and eastern boundaries of the Santa Clara Valley, respectively, in the Coast Ranges geomorphic province in central California. These northwest-trending mountain ranges are the result of an orogeny (formation of mountains by the process of tectonic uplift)that has been interpreted to have been occurring since the Pleistocene epoch (approximately 2-3 million years before present). The regional basins now occupied by San Pablo and San Francisco Bays, and the Santa Clara Valley, were formed by related tectonic processes during Pleistocene time. The predominant structural feature in the California Coast Ranges is the San Andreas fault zone, which is the structural boundary between two tectonic plates: the Pacific Plate to the west of the San Andreas fault zone and the North .American Plate east of the fault. These two plates are moving past each other at approximately 5.1 cm/year at the mouth of the Gulf of California and 1-3 cm/year in the central and northern parts of California (Brown, 1990). The Hayward and Calaveras faults, located on the east side of the Santa Clara Valley, are interpreted to be part of the San Andreas fault system. The basement rocks east of the San Andreas fault are of Jurassic-Cretaceous age and are known as the Franciscan Complex. The Franciscan Complex is composed of shale, sandstone, chert, limestone, greenstone and serpentinite (hydrothermally altered mafic rocks) that are usually found in chaotic assemblages in the Coast Ranges. The Franciscan Complex is overlain by, or juxtaposed against, sedimentary rocks of upper (?) Cretaceous age in some terrains in the southern and eastern Santa Clara Valley. West of the San Andreas fault, the basement rock is the predominantly granitic Salinian Block. Roof pendants of Mesozoic and Paleozoic metamorphic rocks are locally found in contact with the granitic basement rock. The basement rocks on both sides of the San Andreas fault are overlain by Tertiary and Quaternary age marine and terrestrial sedimentary rocks and local volcanic rocks. The Santa Clara Valley was formed when sediments derived from the Santa Cruz Mountains and the Mt. Hamilton-Mt. Diablo Range were exposed by continuing tectonic uplift and the Earth Systems Consultants Northern California 3 File No. FRS-5248-01 Doc. No. 0401-028. January 19, 2004 concomitant regression of the inland sea that had previously inundated the intermontane basin. Permanente, Stevens, Calabasas, Los Gatos, and Saratoga Creeks remain significant local drainages that continue to deposit sediments onto the floor of the Santa Clara Valley from the central Santa Cruz Mountains. The soil overlying the site is classified as the Pleasanton gravelly loam (U.S. Department of Agriculture, 1968). This soil forms on nearly level alluvial plains. The Pleasanton gravelly loam is characterized by good natural drainage, very slow runoff, and low to moderate expansive potential when subjected to fluctuations in moisture content. Typical Plasticity Indices for this soil type range from 11 to 20. Slopes in the area are characterized as 0 to 2 percent with no erosion hazard. The floor of the Santa Clara Valley in the site vicinity is mapped as Pleistocene age (approx. 2 million to 11,000 years before present) alluvial fan deposits (Wesling and Helley, 1989; Wentworth, et al., 1999). These deposits are-typically "brown, dense, gravelly and clayey sand or clayey gravel that fines upwards to a sandy clay" (Wesling and Helley, 1989). The site is not within an area considered susceptible to earthquake-induced liquefaction (CDMG, 2002; Santa Clara County, 2002). Faulting and Seismicity The site is located within the seismically active San Francisco Bay area. Active faults are defined by the California Division of Mines and Geology as faults that are well defined and have experienced movement within the last 11,000 years (Hart, 1997). The definition of"potentially active" varies. A generally accepted definition of"potentially active"is a fault showing evidence of displacement older than 11,000 years and younger than 2,000,000 years (i.e., Pleistocene age). However, "potentially active" is no longer used as criteria for zoning. The terms "sufficiently active" and "well-defined" are now used by the California Geological Survey as criteria for zoning faults under the Alquist-Priolo Act (Hart, 1997). "Inactive" faults are classified based upon lack of evidence of movement within the last two million years. The major active faults in the Bay Area are the San Andreas, Hayward, and Calaveras faults. The San Andreas fault is approximately 5.5 miles (8.8 km) southwest of the site (Rogers and Williams, 1974). The near-points of the Hayward and Calaveras faults are respectively, approximately 12 miles and 15.5 miles (25 km) northeast of the site (Jennings, 1994). The Berrocal fault lies approximately 3 miles (4.8 km) to the southwest, and a concealed trace of the Earth Systems Consultants Northern California 4 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 Monte Vista-Shannon fault is mapped roughly 1.3 miles (2.1 km) south of the site (Wentworth, et al., 1999). Several strong earthquakes have occurred on the active faults in the San Francisco Bay region within the last 200 years. Especially notable are the 6.8M 1868 Hayward earthquake, the 1906 8.3M San Francisco earthquake, the 1926 Monterey Bay 6.1M doublet, the 6 August 1979 5.8M Coyote Lake earthquake, the 24 April 1984 6.2M Morgan Hill (Halls Valley) earthquake, and the 17 October 1989 7.1M(6.9Mw) Loma Prieta earthquake. The Sargent fault zone produced a 4.9M earthquake on 13 May 2002, which was epicentered approximately 29 miles (46.5 km) southeast of the site. Three earthquakes of Richter magnitude 5.8 and larger have occurred on the Calaveras fault since 1900 (Stover, 1984). The epicenters of the 1989 Loma Prieta and 1984 Morgan Hill earthquakes were, respectively, approximately 22 miles (35 km) southeast and east- northeast of the subject site. The 1989 Loma Prieta earthquake produced ground shaking equivalent to a modified Mercalli intensity of VII-VIII in the Saratoga-Campbell-Los Gatos area (Plafker and Galloway, 1989). Faults are classified by the California Building Code (CBC, 2001) as either Types A, B, or C. The San Andreas and Hayward (total length) faults are classified as Type A under the 2001 CBC. Type A faults are defined as "faults that are capable of producing large magnitude events and that have a high rate of seismicity". The Hayward (southeast extension), Calaveras, Sargent, Berrocal, and Monte-Vista-Shannon faults are classified as Type B faults, which are rather vaguely defined as "all faults other than Types A and C". A Type C fault is defined as "faults not capable of producing large magnitude earthquakes and that have a relatively low rate of seismic activity" (CBC, 2001). The classifications are based upon slip-rate along the fault, estimated maximum ground shaking potential, and postulated earthquake recurrence interval. Type A faults have generally produced the strongest earthquakes, but Type B faults such as the Calaveras fault and segments of the Hayward fault are capable of producing earthquakes of significant magnitude. The immediate effect of an earthquake is ground acceleration produced by the release of elastic strain accumulated along a fault. The highest peak vertical and horizontal ground accelerations during the 1989 Loma Prieta earthquake (0.47g and 0.64g, respectively) were measured approximately 21 miles (34 km) southeast of the site in Corralitos (Shakal, et al., 1989; Plafker and Galloway, 1989). At the Lexington dam, the Loma Prieta earthquake produced recorded ground accelerations of 0.15g (vertical) and 0.45g (horizontal), and up to 0.41g (vertical) and Earth Systems Consultants Northern California 5 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 0.53g (horizontal) in Saratoga (Shakal, et al., 1989). The Morgan Hill earthquake generated vertical and horizontal ground accelerations, respectively, of 0.03g and 0.1Og at the same sensor location in Saratoga (Shakal, Sherburne, and Parke, 1984). It should be expected that the subject site will be impacted by future earthquakes of comparable or greater magnitude than the 1984 Morgan Hill and 1989 Loma Prieta earthquakes. While the U.S. Geological Survey no longer attempts to predict the occurrence and magnitude of future earthquakes, the Working Group on California Earthquake Probabilities (2003) has estimated that there is a 62% probability that one or more major earthquakes (Mw 6.7+) will occur in the Bay Area by the year 2032. Subsurface Exploration A total of seven exploratory borings were drilled under ESCNC's direction on 30 December 2003 and 5 January, 2004 at the locations shown on the Site Plan (Figure 2). The borings were drilled to a maximum depth of ten feet below the existing ground surface. Borings Bl through B4 were drilled with a truck-mounted B-24 drill rig using continuous stem solid-flight augers. Borings B5 through B7 were advanced to shallow depth with manual drilling and sampling equipment due to saturated ground conditions on 30 December 2003. As the borings drilled with truck-mounted equipment (B 1 through 134) were advanced, relatively undisturbed samples were obtained at selected depths by driving a 3-inch diameter (O.D.) split tube sampler (California Modified) into the undisturbed soil mass by means of a 140-pound hammer with a 30-inch free fall. A 2-inch diameter (O.D.) Standard Penetration Test sampler was used when dense gravel precluded use of the California Modified sampler. The sampler was driven,up to 18 inches into the undisturbed soil mass, and the number of blows for each 6 inches of penetration was recorded. The blow-count value for the final 12 inches of driving is indicated as penetration resistance on the boring log at the appropriate depth. A bulk soil sample-was collected for laboratory R-value testing. The samples were classified in the field, sealed, and returned to ESCNC's laboratory for testing. Logs of the test borings showing the vertical distribution of the soil units, the locations of the samples, and blow-count values are included in Appendix A. The explanation of the Unified Soil Classification System, explanations for the boring logs, and laboratory test results are also included in Appendix A. Earth Systems Consultants Northern California 6 File No. FRS-5248-01 Doc. No. 0401-028. January 19, 2004 Laboratory Testing Laboratory tests were performed on selected samples of the various earth materials encountered in the exploratory borings to determine some of the physical and engineering characteristics of the earth materials pertinent to the design of the proposed project. The tests performed were selected on the basis of the probable design requirements as correlated to the site subsoil profile as determined by the test borings. The results of the laboratory tests are presented in Appendix A. A short general description of the tests performed follows. Moisture-Density Determinations (ASTM D2937) - Moisture content and dry density tests were performed on selected samples in order to evaluate the density and moisture variations through the explored soil profile. The moisture content is determined according to ASTM (American Society for Testing and Materials) Test Method D2216-80. For many soil types, the moisture content is one of the most significant index properties used in establishing a correlation between soil behavior and an index property. In fine-grained (cohesive) soils, for example, the consistency of a given soil type depends on its moisture content. The.dry density of the soil is determined by a mathematical relationship between the moisture content and wet density of the soil sample. A summary of the measured moisture contents and dry densities of the tested samples is presented in Table B 1. Atterberg Limits and Plasticity Index (ASTM D424-71)- The Atterberg limits value was determined for a selected undisturbed soil sample. The Atterberg limits, the plastic limit and the liquid limit, are defined as the moisture content, in percent, of a soil at the arbitrarily defined boundaries between the plastic and brittle states, and the liquid and plastic states, respectively. The plasticity index, PI, is the range of moisture content over which a soil behaves plastically. Numerically, it is the difference between the plastic limit and the liquid limit. Besides being an integral part of several engineering soil classification systems, the liquid limit, plastic limit and plasticity index of soils are also used, either individually or with other soil properties to correlate with engineering behavior such as compressibility, permeability, compactibility, shrink-swell and shear strength. The results of these tests are presented in Table B2. Direct Shear Test (ASTM D3080-Modified)- Direct shear tests• were performed on an undisturbed sample to determine the angle of internal friction and the cohesion of the tested sample. These strength characteristics are used, either individually or with other soil properties to calculate engineering design parameters such as bearing capacity, earth pressures and slope Earth Systems Consultants Northern California 7 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 stability. The test specimens were saturated under a 100 pound per square foot load prior to testing, and were sheared without allowing a significant amount of drainage during the shearing process. The results of these tests are presented in Table B 1. R-Value (CT 301). An R-Value test was conducted on a selected soil sample to determine the resistance of the soil to assist in determining the thickness of the asphalt pavement sections. R- value is used as an indicator of the traffic bearing capacity of the soil. The R-value test results are presented in Figure B 1. Subsurface Conditions The exploratory borings drilled for this study corroborate the geologic mapping by Wesling and Helley (1989) and Wentworth, et al. (1999). Existing asphalt pavement ranging from approximately 1 to 4-inches thick was encountered in exploratory Boring B1 through B4, while Boring B5 through B7 revealed a turf playing field surface ranging from roughly 4 to 8 inches thick. The site is underlain by brown to dark yellowish brown sandy clay which grades quickly to sandy gravel and gravelly sand that is in a medium dense to dense condition. The gravel is commonly clast supported, with a matrix composed of poorly sorted sand ranging from fine to very coarse grained. Gravels up to 2 inches in diameter and larger were encountered, and resulted in drill/sampler refusal at 5 to 6 feet in depth at two locations (Bl and B3). The Pleistocene alluvial fan deposits persist to a depth of at least 10 feet below the ground surface. Groundwater Groundwater was not encountered in the borings. In general, groundwater levels can fluctuate over time due to many factors including seasonal rainfall, irrigation and other factors. Groundwater is not expected to adversely impact the construction or performance of the proposed modular classrooms. Earth Systems Consultants Northern California 8 File No. FRS-5248-01 Doc. No. 0401-028. January 19, 2004 SUMMARIZED CONCLUSIONS Site Suitability The subject site is suitable for the proposed steel-frame modular buildings and related improvements from a geotechnical engineering standpoint provided the recommendations included in this report are followed. Soil Conditions The site is underlain by medium dense to dense alluvial fan deposits that exhibit generally high in-place densities and good foundation support characteristics. Atterberg Limits tests on the near surface soil indicate a Plasticity Index (PI) of 8, characterizing the soil as possessing a low expansion potential expansive. Foundations The modular buildings are anticipated to be one-story steel-framed structures with either continuous strip foundations and an 18- to 24-inch crawl space under wood floors, or with concrete slab-on-grade floors. The perimeter foundation loads are expected to be approximately 1000 plf, typical for these types of structures. It is ESCNC's opinion that the modular buildings can be supported with a conventional continuous perimeter strip and isolated interior footing system. Settlement The total static settlement of the new modular classrooms, designed and constructed as per the recommendations included in this report, is anticipated to be less than 1/2 inches with differential settlement in a.30-foot span of less than 1/4-inch. Liquefaction and Lateral Spreading Soil liquefaction is a condition where saturated granular soils near the ground surface undergo a substantial loss of strength due to increased pore water pressure resulting from a cyclic stress application induced by earthquakes and other vibrations. In this process, the soil acquires mobility sufficient to permit both vertical and horizontal movements, if not confined. Soils most susceptible to liquefaction are loose, uniformly graded, fine-grained, sands, and loose silts with very low cohesion. The site is underlain by medium dense to dense sandy gravel to gravelly sand, and is not proximal to unsupported stream or channel embankments. The Seismic Hazards Earth Systems Consultants Northern California 9 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 Zones map of the San Jose West Quadrangle (EGS 2002) indicates that the site is not within an area of historic occurrence of liquefaction or where local geological, geotechnical or groundwater conditions are indicative of a potential for permanent ground displacement (liquefaction). Due to the local geology and lack of historical liquefaction, the site vicinity has a low potential for liquefaction and lateral spreading. Therefore, it is acceptable for the building of this type of structure in this area. Earth Systems Consultants Northern California 10 File No. FRS-5248-01 Doc. No. 0401-028. January 19, 2004 RECOMMENDATIONS Site Preparation and Grading 1. Site clearing, placement of fill, and grading operations at the site must be conducted in accordance with the recommendations provided in this report. 2. Existing utilities and underground irrigation lines, where known, should be located on the grading plans, to assist the Geotechnical (Soil) Engineer during grading operations. The necessity of removing abandoned, underground, utility lines will be determined by the Geotechnical Engineer during site grading. Lines may be left in place if they are properly capped and plugged and do not interfere with the performance of the foundations. 3. Prior to grading operations, the foundation systems for existing structures or buildings should be removed. Ruts or depressions resulting from the removal of existing utilities, and/or other foundations, should be properly cleaned out down to dense undisturbed native soil. The bottom of the resulting depressions should be scarified and cross-scarified at least eight inches and recompacted to a minimum of 90 percent compaction relative to the maximum density determined in the laboratory. The depressions should then be backfilled with approved, compacted structural fill, as specified in this report. Clearing and backfilling operations should be conducted under the field observation of the Geotechnical Engineer and tested as necessary. 4. Areas that are to receive foundations, concrete slab-on-grade, or structural fill must be cleared of surficial organic matter. The exact depth of soil and organic matter to be removed will be determined by the Geological Engineer when clearing and stripping operations are in progress. In turf areas, the upper 3 to 6 inches is anticipated to require removal. Organically contaminated soil may either be stockpiled and later used as topsoil in landscape areas if suitable, or removed from the site. 5. Asphalt pavement in the building areas should be removed. Asphalt grindings may be reused as fill in pavement areas only. The grindings should not be used as fill under the modular classrooms. 6. Structural fill is defined herein as a native or import fill material which, when properly compacted, will support foundations, pavements, and other fills without detrimental settlement. Earth Systems Consultants Northern California 11 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 The on-site native soil which is free of debris, organics and other deleterious material may be used as structural fill. 7. If import structural fill is required for this project, it should have the same general characteristics as the native soil. A sample of each material proposed for import fill should be delivered to the Geotechnical Engineer or his representative for testing and approval at least three working days prior to being transported to the site. 8. The building cluster sites contain numerous underground trenches that will be removed, and some of the sites will be in areas that are currently irrigated turf. Therefore, it is recommended that the upper 2 feet of the soil in the building areas, as measured from the existing ground or the final building pad elevation, which ever is deeper, should be recompacted to provide uniform foundation support characteristics. This can be completed by subexcavating and stockpiling the upper 18 inches, scarifying 6 inches in place and recompacting the stockpiled material. The necessity to go deeper will depend upon site conditions exposed during grading. 9. The soil in tine landscape area may vary in moisture and it may be necessary to aerate the soil prior to recompaction. In addition, the bottom of the excavation may be unstable requiring aeration, additional subexcavation or bridging using a geogrid fabric. 10. Structural fills and scarified soils should be compacted to a relative compaction of at least 90 percent and at a moisture content over optimum, except as specifically stated in other paragraphs in this report. Import baserock materials under asphalt pavements should be compacted to at least 95 percent relative compaction. Compaction criteria will be based on the laboratory test procedure ASTM D1557-91. 11. The Geotechnical Engineer should be notified at least 48 hours prior to commencement of grading operations, so he may coordinate the work in the field with the contractors. Foundations 12. Based on the medium dense to dense subsurface profile and the satisfactory completion of the recommended subexcavation and recompaction, it is recommended that the proposed 1-story steel-frame modular classrooms be supported on conventional shallow spread and/or strip footings. Earth Systems Consultants Northern California 12 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 13. The footings should be founded a minimum of 12 inches below the lowest adjacent soil grade. For the above conditions, the spread footing may be designed for an allowable bearing pressure of 2,500 psf for dead plus live loads. This value may be increased by one-third to include short-term seismic and wind effects. The actual design of the foundations including the detailed reinforcing requirements should be determined by the project design engineer. 14. The foundation excavations should be observed by the Geotechnical Engineer prior to the placement of reinforcing steel or concrete. Loose soil found in the bottom of the footings should be removed or recompacted. Interior Concrete Slab-On-Grade Construction (Option 1) 15. For interior slab=on-grade floor construction, a capillary break and cushion layer should be constructed between the floor slab and the compacted soil building pad. This capillary break should consist of 2 inches of clean sand underlain by a plastic vapor barrier underlain by 4 inches of clean crushed rock, Class 2 Aggregate Baserock or clean washed pea gravel. 16. The concrete slab should be structurally reinforced and contain at least: a. 12xl2-w 2.8 welded wire fabric, or b. structurally reinforced steel, or c. 6x6-10/10 wire mesh These wire/steel reinforcing alternates as listed in descending order of our preference. The final slab reinforcing details should be determined by the design engineer. The floor slab should also be structurally tied to the perimeter foundation. Exterior Concrete Slab-On-Grade Construction 17. Exterior concrete slabs-on-grade which will experience vehicular traffic, such as driveway aprons and trash bin aprons, should have at least six inches of compacted Class 2 aggregate base under the concrete slab. This aggregate base should be compacted to at least 95 percent relative compaction. In heavy traffic areas or fire lanes, it is suggested that the slab be reinforced with#4 bars on 24 inch centers. Earth Systems Consultants Northem California 13 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 18. For exterior, non-traffic bearing concrete slabs-on-grade, such as patios and sidewalks, the concrete slab should be underlain by a minimum of four inches of import granular, base material. This granular base should be approved by the Geotechnical Engineer. Sidewalks adjacent to pavement curbs should be structurally tied to the curb, or as an alternate,the sidewalks and curbs can be poured monolithically. Reinforcing of these concrete slabs-on-grade is optional. Uniform Buildingr Code Parameters 19. The seismic parameters presented in Table 1 are derived from the 1997 edition of the Uniform Building Code. Subgrade Classification "SD" was utilized in the preparation of Table 1. TABLE 1 Summary of Seismic Parameters (UBC 1997) Seismic Zone 4 Seismic Source Type A Subgrade Classification(1997 UBC Table 16-J) SD Seismic Coefficient—Ca 0.57 Seismic Coefficient - Cv 1.02 Near Source Factor -Na 1.3 Near Source Factor -Nv 1.6 Utility Trench Backfill 20. For purposes of this discussion, trench backfill is defined as that portion of the backfill material placed above the import shading material. It is assumed that utility pipes are properly bedded and shaded at least 6 inches over the top of the pipe with an approved, imported, granular material. It is further assumed that the trenches will not exceed about 10 feet in depth. 21. Utility trenches in pavement areas and on the buildings pads should be backfilled with layers of compacted, import materials, native soils or combinations thereof. 22. Backfill material should be compacted to at least 90 percent relative compaction. Trenches excavated in the area under foundations defined by a plane radiating at a 45-degree angle downward from the bottom edge of the footing should be avoided, if possible. Trench backfill within this zone, if necessary, should consist of Controlled Density Fill (Flowable Fill). Earth Systems Consultants Northern California 14 File No. FRS-5248-01 Doc. No. 0401-028. January 19, 2004 23. The existing native soils may be used for trench backfill if properly handled. Jetting is not recommended for on-site soils utilized as backfill in utility trenches on this project. 24. Import sand or pea gravel may be used as trench backfill rather than native soil, if so desired. The pea gravel should be clean, washed and rounded, and will not require moisturizing or mechanical compaction. Native soil and import materials, such as sand or quarry fines, will require mechanical compaction, and may require moisturizing prior to compaction operations. 25. Within the proposed building pad(s), sand or pea gravel may be used up to the top of the trench. In landscape areas, at least the final 24 inches of backfill should be compacted native soil, to prevent surface rain or irrigation water from rapidly penetrating down into the trench. The top 12 inches should be compacted native soil under exterior paved areas. 26. Where an opening is made under or through the perimeter foundations for items such as utility lines, the openings must be resealed so that they are water-tight to prevent possible entrance of outside irrigation or rain water into the portion of the soil beneath the structure. Utility trenches extending under the perimeter foundations should be either backfilled with native soils, compacted to 90 percent minimum relative compaction, or be sealed by concrete poured around the pipes. This waterproofing of the utility trenches should extend at least two feet on both sides of where it passes under the perimeter foundations. Where the pipes pass through sleeves cast into the perimeter foundation stem wall, a plumber's mastic type sealant or poured concrete should be used around the pipe. 27. Where trenches pass from landscape areas to pavement areas, at least a three foot length of trench, centered on the curb line, should be backfilled with native soil to reduce the potential for lateral migration of water from the planter to the pavement area. Drainage 28. Where no exterior pavement section abuts the buildings, soil should be backfilled against the exterior footings and the final grade should result in a positive gradient away from the building, in order to provide rapid removal of rain and irrigation water away from the building areas. Downspouts from the roof of the building should discharge collected rain water into a Earth Systems Consultants Northern California 15 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 water-tight drainage pipe, or onto paved surfaces, which would carry the collected water away from the building areas. Asphalt Pavement Design 29. The laboratory Resistance value test resulted in an�R value of767-for-the sarnple-tested. Due to variability of the near surface soils a—n �R va Ue b l,50 ,was ;assumed+ for caldula nQ the thicknesses of various pavement layers. Table 2 presented herein lists the thicknesses of various pavement layers for traffic indicies between 4 and 7.5. The pavement thicknesses were computed using the Caltrans Highway Design Manual procedure. TABLE 2 SUMMARY OF ASPHALT PAVEMENT SECTIONS (for soil subgrade with R Value= 50) Class Traffic Asphalt Aggregate.Base Index Concrete (R Value>78) (inches) (inches) 4.0 2.5 4.0 4.5 2.5 4.0 5.0 3.0 4.0 5.5 3.0 4.0 6.0 3.5 4.0 6.5 4.0 4.0 7.5 4.5 4.0 30. Soil subgrade areas in the proposed asphalt pavement areas should be scarified as recommended in other paragraphs of this report, and be compacted to at least 95 percent relative compaction. The soil subgrade should be moisture conditioned and compacted at over optimum water content. Caltrans specification, Class 2 Aggregate Baserock should be compacted to at least 95 percent relative compaction. Relative compaction values are based on the laboratory test procedure D1557-91. Earth Systems Cons-altants Northern California 16 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 31. Where different pavement surfaces meet (e.g., AC adjacent of PCC), failure can occur in the AC pavement at that contact after repeated loading. It is recommended that where AC pavement stops and PCC pavement begins, the joint be underlain by a geogrid such as Tensar BX1200 or equivalent to give added support. The geogrid should be 3 to 6 inches below the bottom of the pavement subgrade and should extend 3 feet on either side of the joint for the full length of the contact. Plan Review 32. It is recommended that ESCNC be provided the opportunity for a general review of final grading, improvement and foundation plans. This review is to access general compliance with the grading and foundation recommendations of this report and incorporation of these recommendations into the plans and specifications. Observation and Testing During Construction 33. It is recommended that ESCNC be retained to provide observation and soil compaction testing services during site preparation, foundation construction, and utility trench backfill. This is to observe compliance with the design concepts, specifications and recommendations, and to allow for possible design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. o Ak � Earth Systems Consultants Northern California 17 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report are based upon the assumption that the soil conditions do not deviate from those disclosed in the borings. If any variations or undesirable conditions are encountered during construction, Earth Systems Consultants should be notified so that supplementary recommendations can be given. 2. This report is issued with the understanding that it is the responsibility of the owner or his representatives so the information and recommendations contained herein are called to the attention of the other members of the design team (engineer and contractor) for the project and are incorporated into the plans, and that the necessary steps are taken to see that the contractors and subcontractors carry out such recommendations. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether due to natural processes or to the works of man, on this .or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated, wholly or in part, by changes outside of our control. Therefore, this report is subject to review by Earth Systems Consultants after a period of three (3) years has elapsed from date of issuance of this report. 4. The body of the report specifically recommends that Earth Systems Consultants be provided the opportunity for a general review of the grading and foundation plans and specifications for this property, and that Earth Systems Consultants be retained to provide observation and testing services during construction. The validity of the recommendations of this report assumes that Earth Systems Consultants will be retained to provide these services. 5. This report was prepared upon your request for our services, and in accordance with currently accepted geotechnical engineering practice. No warranty based on the contents of this report is intended, and none shall be inferred from the statements or opinions expressed herein. 6. The scope of our services did not include any determination of soil corrosion potential, environmental assessment of wetlands or hazardous or toxic materials in the soil, surface water, groundwater or air, on or below or around this site. Any statements in this report or on the soil boring logs regarding odors noted or unusual or suspicious items or condition observed, are strictly for the information of our client regarding the findings in the test boring when drilled. Earth Systems Consultants Northern California 18 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 REFERENCES CITED Brown, Robert D., 1990, QUATERNARY DEFORMATION, in THE SAN ANDREAS FAULT SYSTEM, CALIFORNIA, Wallace, R.E. ed., U.S. Geological Survey Professional Paper 1515. California Building Code, (2001 edition), International Conference of Building Officials, vo1.2, Structural Engineering Design provisions California Division of Mines and Geology, 2002, SEISMIC HAZARD ZONES, OFFICIAL MAP, SAN JOSE WEST QUADRANGLE, SANTA CLARA COUNTY, CALIFORNIA, scale 1:24,000. Hart, E.W., 1997, FAULT RUPTURE HAZARD ZONES IN CALIFORNIA, California Division of Mines and Geology Special Publication 42, 24 p. Jennings, C.W., 1994, FAULT ACTIVITY MAP OF CALIFORNIA AND ADJACENT AREAS, Cal. Div. Mines and Geology, California Geologic Data Map Series Map No. 6, 1:750,000. Plafker, G., and Galloway, J.P., 1989, LESSONS LEARNED FROM THE LOMA PRIETA, CALIFORNIA, EARTHQUAKE OF OCTOBER 17, 1989, U.S. Geological Survey Circular 1045, p. 48. Rogers, T.H. and J.W. Williams, 1974, POTENTIAL SEISMIC HAZARDS IN SANTA CLARA COUNTY, CALIFORNIA, California Division of Mines and Geology, Special Report 107. Santa Clara County, 2002, SANTA CLARA COUNTY GEOLOGIC HAZARDS ZONES, Liquefaction Hazard Zones, Grid 27, scale 1:36000. Shakal, A.F., et al., 1989, STRONG GROUND SHAKING FROM THE LOMA PRIETA EARTHQUAKE OF 17 OCTOBER 1989 AND ITS RELATION TO NEAR SURFACE GEOLOGY IN THE OAKLAND AREA. Division of Mines and Geology, 1990, SP 104. Shakal, A., Sherbume, R.W., and Parke, D.L., 1984, PRINCIPAL FEATURES OF THE STRONG-MOTION DATA FROM THE 1984 MORGAN HILL EARTHQUAKE, , in "The 1984 Morgan Hill, California Earthquake," California Division of Mines and Geology, 1984, Special Publication 68. UBCsFis, 1999, Blake, T.F., a computer program for the deterministic prediction of peak horizontal acceleration from Digital California Faults,Ver 1.03. U. S. Department of Agriculture, 1968, SOILS OF SANTA CLARA COUNTY, CALIFORNIA, Soil Conservation Service Publication. Wentworth, C.W., Blake, M.C., McLaughlin, R.J., and Graymer, R.W., 1999, PRELIMINARY GEOLOGIC MAP OF THE SAN JOSE 30 X 60-MINUTE QUADRANGLE, CALIFORNIA, U.S. Geological Survey, Plot of Digital Open-File Report 98-795 Part 7, Sheet 1 (of 2) Version 1.0, scale 1:100,000. Earth Systems Consultants Northern California 19 File No. FRS-5248-01 Doc.No. 0401-028. January 19, 2004 Wesling, J.R., and Helley, E.J., 1989, QUATERNARY GEOLOGIC MAP OF THE SAN JOSE WEST QUADRANGLE, SANTA CLARA COUNTY, CALIFORNIA, U.S. Geological Survey Open File Report 89-672, scale 1:24,000. Working Group on California Earthquake Probabilities, 2003, IS A LARGE EARTHQUAKE LIKELY TO STRIKE IN THE NEXT 30 YEARS?, U.S. Geological Survey Fact Sheet 039-03. Earth Systems Consultants Northern California 20 _ File No. FRG'5248'01 January 2004 150 TN MN SITE Approximate Scale 1: 24,000 Mile - Kilometer Earth Systems Consultants Capri Elementary School SITE LOCATION 7.N 850 Chapman Drive Northern California 16 Campbell,California Figure I ` � , �I:FiAPMAN DR.— _ I J �o i,r •{� '' t i.. j `:�_� %�:, - ��gip-' L} ''� (E)WINGb AUDREYAVE. SA NOS ^� W354 DSA.NO�i0„71-1'52 seat !" \ �•// •..'I (E) O ET B f omsnl� s J 9� 'i VI Y (E)WING 3 DeA NO..zea �• 1 _ 4 r s r- 1 - J L) _a I , 6 jy _..��. u (� j12 i• (, 4' Proposed Parking Area21 y h' �\ ( r -WEST PARR AVE.— — - -- - -- - Earth Systems Consu �r Northern California ase:.AEDIS Architecture&Planing,(2003),Job 23089,Sheet A1.1 I APPENDIX A Boring Logs Figure Al - Soil Classification System Figure A2 - Soil Terminology Figure A3 -Explanation to Logs of Exploratory Borings Figures A4-A10 - Borings Bl-B7 MAJOR DIVISIONS GRAPHIC LETTER TYPICAL DESCRIPTIONS SYMBOL SYMBOL GW Well-graded gravels,gravel-sand GRAVEL AND mixtures, little or no fines GRAVELLY CLEAN GRAVELS ••rtr••r•r�r••r••r• SOILS +'•+'!'•+'•+'•+'•+'• GP Poorly-graded•r••r••r.•r•.a•r••r• Y-9 gravels, gravel-sand +1 r r r+ if?• mixtures, little or no fines �r�r�r�r�r�r�r• GM Silty gravels, gravel-sand-silt COARSE More than 50% of ::i:::: mixtures GRAINED SOILS coarse fraction GRAVELS WITH retained on No. 4 FINES sieve GC Clayey gravels, gravel-sand-clay mixtures SW Well-graded sands, gravelly sands, little or no fines More than 50% of SAND AND CLEAN SAND material is larger SANDY SOILS (Little or no fines) than No. 200 Poorly-graded sands,gravelly sieve size SP sands,little or no fines SM Silty sands, sand-silt mixtures More than 50% of SAND WITH FINES coarse fraction (appreciable Dassino No. 4 Sieve amount of fines) SC Clayey sands,sand-clay mixtures Inorganic silts and very fine sands, ML rock flour,silty or clayey fine sands or clayey silts with slight plasticity FINE-GRAINED LIQUID LIMIT Inorganic clays of low to medium SOILS LESS THAN 50 CL plasticity,gravelly clays,sandy clays,silty clays,lean clays IIIIIIII I I I I I I I I Organic silts and organic silty I I I I 1 1 I I OL clays of low plasticity SILTS AND I I I I I I I I CLAYS ' Inorganic silty, micaceous, or MH diatomaceous fine sand or silty soils More than 50% of LIQUID LIMIT CH Inorganic clays of high plasticity, material is smaller GREATER THAN 50 fat clays than No. 200 sieve Size r f{ f OH Organic clays of medium to high {{ , plasticity,organic silts HIGHLY ORGANIC SOILS PT Peat,humus,swamp soils with high organic contents Y.Y.Y.Y.Y.Y.Y. VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials MAN MADE MATERIALS Asphalt and Concrete Capri Elementary School Earth Systems Consultants p rY SOIL CLASSIFICATION SYSTEM 850 Chapman Drive �.• Northern California Campbell, California Figure Al SOIL TYPES (Ref.1) Boulders: Particles of rock that will not pass a 12-inch screen. Cobbles: Particles of rock that will pass a 12-inch screen,but not a 3-inch sieve. Gravel: Particles of rock that will pass a 3-inch sieve,but not a 94 sieve. Sand: Particles of rock that will pass a#4 sieve,but not a#200 sieve. Silt: Soil that will pass a 9200 sieve,that is non-plastic or very slightly plastic,and that exhibits little or no strength when dry. Clay: Soil that will pass a#200 sieve,that can be made to exhibit plasticity(putty-like properties)within a range of water contents,and that exhibits considerable strength when dry. MOISTURE AND DENSITY Moisture Condition: An observational term;dry,moist,wet. Moisture Content: The weight of water in a sample divided by the weight of dry soil in the soil sample,expressed as a percentage. Dry Density: The pounds of dry soil in a cubic foot of soil. DESCRIPTORS OF CONSISTENCY(Ref.3) Liquid Limit: The water content at which a-#40 soil is on the boundary between exhibiting liquid and plastic Characteristics.The consistency feels like soft butter. Plastic Limit: The water content at which a-940 soil is on the boundary between exhibiting plastic and semi-solid characteristics.The consistency feels like stiff putty. Plasticity Index: The difference between the liquid limit and the plastic limit,i.e.the range in water contents over which the soil is in a plastic state. MEASURES OF CONSISTENCY OF COHESIVE SOILS(CLAYS) (Ref's 2&3) Very Soft N=0-1* C=0-250 psf Squeezes between fingers Soft N=2-4 C=250-500 psf Easily molded by finger pressure Medium Stiff N=5-8 C=500-1000 psf Molded by strong finger pressure Stiff N=9-15 C=1000-2000 psf Dented by strong finger pressure Very Stiff N=16-30 C=2000-4000 psf Dented slightly by finger pressure Hard N>30 C>4000 psf Dented slightly by a penal point *N=Blows per foot in the Standard Penetration Test.In cohesive soils,with the 3-inch-diameter sampler.,140-pound weight, divide the blow count by 1.2 to get N(Ref.4). MEASURES OF RELATIVE DENSITY OF GRANULAR SOILS(GRAVELS,SANDS,AND SILTS)(Ref's 2&3) Very Loose , N=0-4— RD=0-30 Easily push a 1/2-inch reinforcing rod by hand Loose N=5-10 RD=30-50 Push a 1/2-inch reinforcing rod by hand Medium Dense N=11-30 RD=50-70 Easily drive a 1/2-inch reinforcing rod Dense N=31-50 RD=70-90 Drive a 1/2-inch reinforcing rod 1 foot Very Dense N>50 RD=90-100 Drive a 1/2-inch reinforcing rod a few inches **N=Blows per foot in the Standard Penetration Test.In granular soils,with the 3-inch-diameter sampler,140-pound weight, divide the blow count by 2 to get N(Ref 4).RD=Relative Density Ref.1: ASTM Designation:D 2487-93,Standard Classification of Soils for Engineering Purposes(Unified Soil Classification System). Ref.2: Terzaghi,Karl,and Peck,Ralph B., Soil Mechanics in Engineering Practice,John Wiley&Sons, New York, 2nd Ed.,1967,pp.30,341,347. Ref.3: Sowers,George F., Introductory Soil Mechanics and Foundations:Geotechnical Engineering, Macmillan Publishing Company,New York,4th Ed.,1979,pp.80,81,and 312. Ref.4: Lowe,John III,and Zaccheo,Phillip F.,Subsurface Explorations and Sampling Chapter 1 in"Foundation Engineering Handbook,"Hsai-Yang Fang,Editor,Van Nostrand Reinhold Company,New York,2nd Ed,1991,p.39/ 0SOILEarth Systems Consultants Capri Elementary School `� Y 850 Chapman Drive TERMINOLOGY �. Northern California Campbell, California Figure A2 Key to Log of Borings z J � w o In-Place a a ° � o Moisture Dry r _ Y .: SOIL DESCRIPTION ui %d Density o m 2 o — _ ( dry Y cn m a 'o weight) (pco c7 co 0 Shelby Sampler Thin walled, 3 in. diameter, 3 ft. long, hydraulically advanced Groundwater encountered Modified California sampler during drilling (3 in. O.D. split-barrel sampler with brass liners) driven by a 140 lb. hammer with a drop of 30 in. Groundwater _ 5 after drilling Bulk sample Loose soil removed for testing Seepage Standard Penetration test (SPT) sampler (2 in. O.D. split-barrel sampler) driven by a 140 lb. hammer with a drop of 30 in. 10 California Sampler (2.5 in. O.D. split-barrel sampler with brass liners) driven by a 140 lb. hammer with a drop of 30 in. Shaded area denotes sample taken Hand Sampler (2.5 inch O.D. driven by hand) 15 Continuous Core Sampler 94 mm Christianson Sampler 47 Approximate blows per foot. 20 Solid line denotes soil or lithologic change _ Dashed line denotes gradational or approximate soil or lithologic change Heavy line denotes termination of boring NSR= No sample recovered D.S. =Disturbed sample 25 School Elementary Earth Systeens Consultants Cap KEY TO LOG OF BORINGS Northern California 850 Chapman Drive ®r_%z--7 Campbell,California Figure A3 File No:-FRS-5248-01 January 2004 DATE DRILLED: 30 December 2003 DRILLER: Hillside Geotechnical Drilling ELEVATION: Approx. 250 feet DRILLING METHOD: B-24/solid-stem augers LOGGED BY: JEB DIAMETER OF BORING: 4.5-inch DEPTH TO GROUNDWATER. NGWE CL o � In-Place L Z .� L a CA o CL a � Log of Exploratory Boring No. BY q � Moisture Dry p E a 3 ti Cj � (%dry Density m c` 0 0 U) m n- 'o weight) (pcf) 0 Description cn 4 inches AC Recent Alluvium 1 Sandy to gravelly clay; dark yellowish brown, grades to SC/ 22 clayey gravel with poorly sorted sand slightly moist,medium dense GC 10.5 127.9 2- 1-1 3. ;ry Alluvial Fan Deposits(Pleistocene) Sandy gravel;yellowish to dark yellowish brown, mottled GW/ 4 +; 64 in hue, clast supported, gravel to 2+ inches, slightly moist, dense GP 7.9 127.5 1-2 +'+ Boring terminated at 5 feet-drill refusal in cobbles No groundwater encountered 6 7 8 9 10 11 12 Earth Systems Consultants Capri Elementary School LQ�G_OF'95( R?AT013Y BtJ'RFN:° 8�1 .' �. Northern California Modular Classrooms Campbell,California Figure A4 71 File No. FRS-5248-01 January 2004 DATE DRILLED: 30 December 2003 DRILLER: Hillside Geotechnical Drilling_ ELEVATION: Approx. 250 feet DRILLING METHOD: B-24/solid-stem augers LOGGED BY: JEB DIAMETER OF BORING: 4.5-inch DEPTH TO GROUNDWATER' NGWE o a' Z � In-Place J a7 ) O w g Y Log of Exploratory Boring No. B2 cD Moisture Dry E a 3 u- W (/o dry Density cm m o o v — m CL 'o weight) (pcf) 0 Description 1.5 inches AC 1 Recent Alluvium Sandy clay to clayey sand;dark yellowish brown,sand 12 fraction predominantly fine to medium grained, some Sc 2 coarse sand, charcoal/burnt bark,very moist, loose NSR [disturbed sample not retained] 3 — ■ Alluvial Fan Deposits(Pleistocene) Sandy gravel; yellowish brown, clast supported, 4 angular to subangular gravel to 2+ inches, matrix GW/ 31 poorly sorted sand to very coarse size, very moist, GP 5.9 120.2 2-1 medium dense 5 a..a .. W. a••a••a •a•,a•a a•,a•a 1 7 ;;� •a•a•a a•a•• 8 i i 9 -- ■4' 64 same;becomes dry and dense GW/ --- --- :•.. GP 10 Boring terminated at 10 feet No groundwater encountered 11 12 4\ Earth Systems Consultants Capri Elementary School LOG OF EXPLORATORY BORING NO. B2 Modular Classrooms Northern California Campbell,California Figure A5 File No:FRS-5248-01 January 2004 DATE DRILLED: 30 December 2003 DRILLER: Hillside Geotechnical Drilling ELEVATION: Approx. 250 feet DRILLING METHOD: B-24/solid-stem augers LOGGED BY: JEB DIAMETER OF BORING: 4.5-inch DEPTH TO GROUNDWATER' NGWE z0 � In-Place N U rl «. Y ` Log of Exploratory Boring No. B3 d 0 Moisture Dry a r � O ui o m 2 o o = weight)dry Density o 0 m Description W g p 1 Alluvial Fan Deposits(Pleistocene) 14 Gravelly sand; dark yellowish brown, sand SW/ 2 fraction predominantly fine to medium grained SP 6.6 109.3 with some coarse sand, clayey,very moist, loose 3-1 3 '•r� Gravelly sand to sandy gravel; dark yellowish +r brown, sand fraction poorly sorted (fine to very 46 coarse grained), gravel fraction 2+inches, slightly SW/ 4.3 125.4 moist,dense GW 3-2 5 'r� drill refusal at 5 feet in cobbles 80 clast supported sandy gravel 01 6 r. Boring terminated at 6 feet No groundwater encountered 7 8 9 10 11 12 Earth Systems Consultants Capri Elementary School LOG OF EXPLORATORY BORING NO. B3 .�� Northern California Modular Classrooms Campbell,California Figure A6 File No.,FRS-5248-01 January 2004 DATE DRILLED: 30 December 2003 DRILLER: Hillside Geotechnical Drilling ELEVATION: Approx. 250 feet DRILLING METHOD: B-24/solid-stem augers LOGGED BY: JEB DIAMETER OF BORING: 4.5-inch DEPTH TO GROUNDWATER- NGWE _ d �' In-Place Z J N d Cn O L a a r o U) Log of Exploratory Boring No. B4 ci c5 Moisture Dry m E a u_ 0 • ui (%dry Density m 2 0 — m CL '5 weight) (pcf) Description Cn ' 0 4 inches AC Recent Alluvium 1 Gravelly clay to clayey gravel;dark yellowish brown, Cu sand fraction very fine to fine grained, subangular GC 8.8 115.1 2 12 gravel, slightly moist,stiff/loose 4-1 3 ;r; Alluvial Fan Deposits(Pleistocene) :f 4 r:r• 20 NSR r' Interbedded sand and sandy gravel; dark yellowish GW/ brown, poorly sorted, sand fraction medium to very GP 5 +y+ coarse grained, gravels appear clast supported, slightly moist,medium dense r•n■ a•r•r :r••r:r ar•r •r•r•a •ri�i ri ravel in cuttings 1.5+inches in sand matrix 7 9 9 Y .r.•r:Cr. r•r•• �ri�i•ri GW/ 8 G P ry 9 35 same;dry,medium dense --- --- i r: 1. 10 Boring terminated at 10 feet No groundwater encountered 11 12 Earth Systems Consultants Capri Elementary School LO f OF�EXP ORpTOR'Ir'BdRi ND. �4 Modular Classrooms Northem Calsfomila Campbell,California Fire A7 y I File No FRS-5248-01 January 2004 DATE DRILLED: 5 January 2004 DRILLER: N/A ELEVATION: Approx, 250 feet DRILLING METHOD: Manual eauioment LOGGED BY: JEB DIAMETER OF BORING: 4.0-inch DEPTH TO GROUNDWATER- NGWE d 0. z J In-Place CL U) 0 � Log of Exploratory Boring No. BS c� Moisture Dry p CU E o u°- e7 (%dry Density Cl) m 'o weight) (pcf) 0 Descri tion cn Approx.6 inches playing field turf and sandy clay with gravel ?; Sandy gravel;brown to dark yellowish brown,sand fraction GM 9.2 85.1 5-1 poorly sorted,gravel to 2+inches, moist, medium dense 1 Boring terminated at 1.0 feet in alluvial fan deposits No groundwater encountered 2 3 4 5 6 7 8 9 . 10 11 12 Earth Systems Consultants Capri Elementary School LOG OF EXPLORATORY BORING NO. B5 Modular Classrooms .�. Northern California Campbell,California Figure A8 File No:=FRS-5248-01 January 2004 DATE DRILLED: 5 JanuarV 2004 DRILLER: N/A ELEVATION: Approx. 250 feet DRILLING METHOD: Manual eauipment LOGGED BY: JEB DIAMETER OF BORING: 4.0-inch DEPTH TO GROUNDWATER- NGWE Z o In-Place r J CL V] 2 a a s o Log of Exploratory Boring No. B6 c� Moisture Dry a) E a 3 LL = (%dry Density Cn C° EL Description D weight) (pcf) 0 Approx.4 inches playing field turf and sandy clay with gravel r� NSR ...j Sandy gravel; brown to dark yellowish brown,sand fraction GM poorly sorted,gravel to 2+inches,moist, medium dense 1 Boring terminated at 1.0 feet in alluvial fan deposits No groundwater encountered NSR-no sample recovered 2 3 4 5 6 7 8 9 . 10 11 12 Earth Systems Consultants Capri Elementary School LOG OF EXPLORATORY BORING NO. B6 .�F7 Northern California Modular Classrooms Campbell,California Figure A9 File No. FRS-5248-01 January 2004 DATE DRILLED: 5 January 2004 DRILLER:_N/A ELEVATION: Approx. 250 feet DRILLING METHOD: Manual eauioment LOGGED BY: JEB DIAMETER OF BORING: 4.0-inch DEPTH TO GROUNDWATER. NGWE Y J a o In-Place o 5 Ui Log of Exploratory Boring No. B7 Moisture Dry p o a_ cn (%dry Density co v) m a 'o weight) (pcf) 0 Description CD 7-1 Approx. 8 inches playing field turf and sandy clay with gravel CL 27.4 94.7 r r Sandy gravel;brown to dark yellowish brown,sand fraction : 'r'r 1 ,....... poorly sorted,gravel to 2+inches, moist, medium dense GM Boring terminated at approx. 1.0 feet in alluvial fan deposits No groundwater encountered 2- 3- 4- 5- 6- 7- 8- 9- Earth Systems Consultants Capri Elementary School LOG OF EXPLORATORY BORING NO. B7 Modular Classrooms Northern California Campbell,California Fire A10 I� File No. FRS-5248-01 Doc. No. 0401-028 January 19, 2004 TABLE B1 Summary of Moisture, Density, Swell and Direct Shear Testing In-Place Conditions Swell Index Direct Shear Testing Moisture Dry % Swell_ Angle of Unit Content Density % Moisture Internal Cohesion Increase w/ Friction Sample Depth 100 p.s.f. No. feet % wtp c.f. Surcharge (degrees) p s.f 1-1 '2-2.5 10.5 127.9 0 31 1700 1-2 4.5-5 7.9 127.5 2-1 4-4.5 5.9 120.2 3-1 2-2.5 6.6 109.3 3-2 4.5-5 4.3 125.4 4-1 2-2.5 8.8 115.1 5-1 0.5-1.0 9.2 85.1 7-1 0-0.5 27.4 94.7 TABLE B2 Summary of Laboratory Atterberg Limits Test Results Atterberg Limits Liquid Plasticity Sample Depth Limit Index No ft. Description of Soil % (P.I.) Bag A 0.5-2.0 ML —Brown sandy to clayey SILT 30.7 8 Earth Systems Consultants Northern California File No.FRS-5248-01 January 2004 EXUDATION PRESSURE (P.S.I.) Lu 24 800 700 600 500 400 300 200 100 _ 100 RESISTANCE, R-VALUE TEST ? 22 Test Method: ASTM D-2844-69 -90 Reapproved 1979 CC 20 80 w F- LU 18 70 O —r -60 16 m ¢ w 14 -50 n Q m 12 -40 N M w 10 30 z Y 8 -20 U_ 2 1-- 6 - 10 w 4 -0 O U 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 COVER THICKNESS BY EXPANSION PRESSURE - INCHES Sample: A Description: Dark grayish brown silty to clayey sand with gravel SPECIMEN A B C Exudation Pressure (P.S.I.) 103 278 314 Expansion Dial .0001") 0 0 3 Expansion Pressure (P.S.F.) 0 0 13 Resistance Value, "R" 59 67 67 % Moisture at Test 9.7 1 8.6 8.2 Dry Density at Test (P,C.F.) 128.5 129.0 129.3 `R""—ValVe-7—af�-0-07IP7,S"I 67"tea ExudationPressure � �'^� "�--= Capri Elementary School �: j i x Earth Systems Consultants � , R '�ALUEs �� ' ESULT 850 Chapman Drive `. Northern California Campbell,California ,. 'IgL1IQ,B .; f ENCRO HMENI'PERMIT ISSUANCE CHECK LIST City of Campbell__.+ Encroachment Permit No. dD j y) M 12 Department of Public Works Tract No. Address: 1?296 7 re S-A ITE REQUIRED FOR PERMIT APPLICATION: Applicant section complete Applicant signature and date(front and back) Permit Application Fe $260.00 pai -Receipt Number \Ala�ye- Engineer's Estimate Submitted Plan Check Deposit Paid(2%of Engineer's Estimat ,:$500 min Receipt Number 4A lime d N/A Five Sets of Grading and Drainage Plans Five Sets of Improvement Plans Submitted VCheck Lists ITEMS REQUIRED PRIOR TO PUBLIC WORK CLEARANCE FOR BUILDING PERMITS N k Plan Check&Inspection Fee: If Engineer's Estimate<$250,000,then 13%of Engineer's Estimate. If Engineer's Estimate>$250,000,then Actual Cost+20%. (Deposit of 8%of Engineer's Estimate required;$30,000 minimum deposit). Amount$ Receipt No. Security for Faithful Performance and Labor and Materials, 100%each of Engineer's Estimate,supplied or paid. qrr Amount$ Form I.D.# iv Security for Monumentation Amount$ Receipt No. c Construction Emergency Cash Deposit: 4%of Engineer's Estimate.($500 minimum,$10,000 maximum) Amount$ Receipt No. Storm Drainage Area Fee Amount$ Receipt No. Right of Way Documents Completed and Fees Paid. Worker's Compensation Insurance Information Sheet Received for Applicant. All other Public Works requirements listed in the Conditions of Approval of the development. Other Fees,Payments,Deposits Amount$ Receipt No. ITEMS REOUIRED PRIOR TO ISSUANCE OF ENCROACHMENT PERMIT: Contractor's signature added to the permit application(front and back) Worker's Compensation Insurance Information Sheet received from Contractor. Certificate of Insurance with Additional Insured's Endorsement received from Applicant or Contractor. One mylar set and four blueline sets of off-site plans signed by licensed engineer,stamped APPROVED FOR CONSTRUCTION. Permit signed by City Engineer. WHEN ALL OF THE ABOVE ITEMS ARE COMPLETE,PERMIT MAY BE ISSUED. Issuer: Initial and date and file with permit. UPON ISSUANCE,INITIATE CHECK REQUEST FOR PLAN CHECK DEPOSIT REFUND j:\forms\pmtcklst rev.7/17/02 CITY OF CAMPBELL ENCROACHMENT PERMIT Permit No. DEFT. OF PUBLIC WORKS (for working within the X-Ref. file 70 North First St. public right-of-way) Campbell, CA 95008 (408) 866-2150 Issued Application Date Fax (408) 376-0958 Permit expires in 12 months Application expires in 6 months APPLICATION-Application is hereby made for a Public Works Permit in accordance with Campbell Municipal Code,Section 11.04. (Application expires in 6 months if the permit is not issued. Application Fee is non-refundable.) A.Work address; or tract k 850 Chapman Avenue Campbell , CA. Utility tr tich location B. Nature of work C. Attach four(4)copies of an engineered plans showing the location and extent of the work,and four(4)copies of the preliminary Engineer's Estimate of work. The plans shall show the relation of the proposed work to existing surface and underground improvements. When approved by the City Engineer,said plan becomes a pan of this permit. D. All work shall conform to the City of Campbell Standard Specifications and Details for Public Works Construction;the General Permit Conditions listed on the reverse side;and the Special Provisions for this permit,listed below. Failure to abide by these conditions and provisions may result in job shut-down and/or forfeiture of Faithful Performance Sureties and trash deposits. (See General Permit Conditions 1 and 2.) E. THE CONTRACTOR MUST HAVE THIS PERMIT AND APPROVED PLANS AT THE SITE AND MUST NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST TWO DAYS BEFORE STARTING WORK. NOTICE MUST BE GIVEN TO PUBLIC WORKS AT LEAST 24 HOURS BEFORE RESTARTING ANY WORK. Name of Applicant Campbell Union School District (Dale Thurston) Telephone 341-7214 Address 155 No. Third Streettn�Campbell , CA 9500$4HOUR EMERGENCY TELEPHONENO. 341-7214 Is this work bang done by the property owner at their own residence? Yes X No The Applicant/Permittee hereby agrees by affixing their signature to this permit to hold the City of Campbell,its officers,agents and employees free,safe and harmless from any claim or demand for damages resulting from the work covered by this permit. The Applicant/Permittee hereby acknowledges that they have read and understand both the front and back of this permit,and they will inform their contractor(s)of the information. Accepted CLI!2�2May 11, 2004 (Applicant/Permittee) (sign) Date Campbell Union School District - by: Carroll Engineering, Agent SPECIAL TROVISIONS ..•.. .. _i.:. Stream'shall not heopen art for underground mstallat�ons..ivlmtmum ruts.:aia::lie allowed.fttrcomiectton$oraxploratton hotes.;. ue#i cuts,itiay.be3oeoifieall'v rbaed bV.'ttie;irisoectdr:flrior iticriftine »:•>:.:;>:::>> • .>:<;:::;;;::::%. ..... :.. �3 Pavemept tray be cut fot.tmdergrqund tnstallaubns and mustbe restorediti;adcorilanee:with:thy U:tillty�'®nplif�estoca(ton_Standard�et�ils ivletltod A �aekl"itJ ;. tmless:vflterwrseapproved:by Inspector _3 Worts tp.be staked by a.ltcerued Land Surveyor or Givd Engtneep and two(2)cop,es.of the apt sfieets sent to thl Pub11c Works .. sielore statitng wtnk. _4 Per Section 42i5 of the Goyenunent Code this permit rs not valyd for excavations unpt.underground Service Alert(LiSA)has-been ttohfie�and site tnquuy b of o pm has 6' e #h"eons':: 5 Pho : 8 27-2500....;;<s:.. C • sda rr..........n... er.:. een ed.. t ..: :. ?A.: .. ..i..,U0 2.. :... . ..::...:iJ A 3 SEE PUBLIC SCHEDIE FOR CIRRENT.FE..EWORKSFEE : .:.M—::b<:i3N .;.;. f;.: ..... .... RECEIPT NO.... .: - . : <:;::::;..;:;::>>:`:>.>:;::<;;:..>:<•::<:;:;:;::;i..<:ii:.':asE :::«'':«:<: ..........: :'::> ' PERMTF4PLIGATION:FED..: . ... :.: 'r';:'> >i: : i;:>:i: :: >:>:::».'.> ::;.:::'<::;:;<::i:: ::>»[>:::::::<:>?»:::: .:. .. ....... I::2"+iy`i'>C%' i;.;< as :} a%3 P+GA CHECK AEPOS T :. SECURITY k-.1+AITIIIL C LABO FO :PERFORMAN E! R�eMATERtA]:5::::::::>:<:>:>::>;;:<:::.>:;<;.:::«;.::.<:::>::<.>:<:;::>:<:>:<:<.>:;:':::<:>:««:>:>::>:::::: .::?:::: >:::::;:: ..... <:::>:: :>:. CONS ONc:A H D >: >'< : #>:zi:;:.;:::::;:;::;:::::;>s::::<::: :;.;>;:::;::^:::;:::::::;::;>......;:;r:;;:::; TE3UCTI C 5 EPOSIT...:.::.:..:.:.::,;:.::,.. . ..;• .. : .; ....:::;>:.:::;:.>::::;:. .. ........ ::.:,.:.;;•:. X. LAN:CHECK .INSPEC I7dN 1~E)r AP2�f . . ........::0EFORIS$DANCE for City I;tagtneer Date :%forms\pwperm2lrev.6/96 . ENERAL PERMIT CONDITIONS 1. A CONSTRUCTION CASH DEPOSIT is required. Charges will be made against this deposit if there is an emergency call-out,overtime inspection or when City ordered barricading is required. Any such costs in excess of the deposit will be billed to the Permittee. 2. A ONE-YEAR MAINTENANCE PERIOD AND SURETY are required. Such period will begin on date of written acceptance by the City. 3. REFUND of the cash deposit balance and refund or cancellation of the Faithful Performance Surety will be initiated by the written acceptance of the work by-the City. 4. The Permittee MUST REQUEST IN WRITING a final inspection and acceptance of the work upon completion. Acceptance by the City will be made in writing to the Permittee. 5. MAINTAIN safe pedestrian and vehicular crossings and free access to private driveways,bus stops,fine hydrants and water valves. 6. A CONSTRUCTION TRAFFIC CONTROL PLAN and a CONSTRUCTION SCHEDULE is required for all lane closures,detours and street closures. This plan must be REVIEWED and APPROVED prior to any lane closures. 7. The CONSTRUCTION TRAFFIC CONTROL PLAN shall conform with the Caltrans Manual of Traffic Controls for Construction and Maintenance Work Zones,dated 1990, available,at Caltrans. Traffic control equipment shall include Type II flashing arrow signs if required. S. REPLACE IN KIND any damaged or removed existing improvements, including planting. 9.Sawcut for all PCC or AC removals. All PCC removals shall be to nearest scoremark and shall be doweled to existing improvements. 10.OVERTIME INSPECTION PREMIUM will be charged against the cash deposit for inspection required outside the hours of 8:00 a.m.to 4:00 p.m. at the current overtime rate,minimum one hour charge. 11. SATURDAY INSPECTIONS must be arranged in advance. Saturday inspection time is charged at the current overtime rate with a three hour minimum. Advance payment for the estimated time is required. 12.Adequate signing and lighted BARRICADING is required on the job site. Failure to provide such signing and barricading may result in the City's renting such signing and ban:cades and charging the cost(including all labor and materials) against the cash deposit. 13.Compaction testing of su`_igrade,base rock,and asphalt concrete by Permittee is REQUIRED unless otherwise stated by the City Engineer. 14. The Contractor or Permittee will have a SUPERVISORY REPRESENTATIVE available for contact on the project at all times during construction. Contractor or Permittee shall provide a phone number at which they can be contacted outside the hours of 8:00 a.m.to 4:00 p.m. 15.No STORAGE of materials or equipment will be allowed near the edge of pavement,the traveled way,or within the shoulderline which would create a hazardous condition to the public. 16. This permit shall not be construed as authorization for excavation and grading on private property ADJACENT to the work or any other work for which a separate permit may be required,nor does it relieve the Permittee of any obligation to obtain any other permit required by law. 17. This permit does NOT KELEASE the Perminee from any liabilities contained in other agreements or contracts with the City and any other public agency. 18.This permit is NOT TRANSFERRABLE. Work must be performed by the Permittee or his designated agent or contractor as specified thereon. 19. CALL BACK(call out)...ue to emergencies'regarding this permit, shall be at the current overtime rate with a three (3)hour minimum charge per occurrence. 20.Pursuant to Chapter 14.G2 of the Campbell Municipal Code,applicant shall not cause to be discharged any material into the municipal storm drain system other than storm water, Applicant shall adhere to the BEST MANAGEMENT PRACTICES established by the Santa Clara Valley Nonpoint Source Pollution Control Program. Applicant shall be responsible for ensuring that all those providing services under the applicant are aware of and understand all of the above conditions. May„I1, 2004 Applicant Date Campbell Union School District by: Carroll Engineering, Inc. , Agent j:\forms\pwperm2 6/96 O CAM,o4 Edward Arango,P.E. �, Associate Civil Engineer r City of Campbell U r 0 0 70 North First Street y� A. Campbell, CA 95008 OR C H A.R9 ` Phone: (408) 866-2166 Fax: (408)376-0958 E-Mail: EdwardA@ci.campbell.ca.us Transmittal WILL CALL pick up To: Bryce Carroll Date: February 14, 2007 Company: Carroll Engineering, Inc. Address: 1101 S. Winchester Blvd., Suite H-184 San Jose, CA 95128 Re: 1395 Theresa Avenue-Public Works Comments ❑ Urgent 0 For Review ❑ Please Comment 0 Please Reply ❑ Please Recycle • Enclosures: Redlined street improvement plans • Comments: Bryce, sidewalk infill project for Campbell Union School District on Chapman Avenue. Public Works' comments for your review. Please provide redlined plans and two (2) sets of revised plans with your resubmittal. Please contact me if you have any questions or comments. Thank you. JALandDev\Plan Check Comments7heresa Transmittal.WC ARROU j Tel:408-261-9800 Fax:408-261-0595 NGINEERING,INC. carroll-engineering.com info@carroll-en rneerin com CEngineers and surveyors 1101 So.Winchester Blvd.,Suite H-184,San Jose,CA 95128-3903 December 19,2006 Mr. Ed Arango4 Associate Civil Engineer �lO,;b4c Planning Department �/NOXNk le 006 City of Campbell 70 North First StreetAi� Campbell, CA 95008 RE: Capri Elementary School— 1395 Teresa Avenue Encroachment Permit No. 2004-00129 Third Revised Submittal Dear Ed, Per your transmittal dated December 18, 2006,we are providing you with hopefully the correct set of of-site plans for the 1395 Teresa Avenue project @ Capri Elementary School. The plans consist of 4 sheets as follows: Sheet 1 of 4—Title Sheet Sheet 2 of 4—Plan &Profile Sheet 3 of 4—City Standard Details Sheet 4 of 4—Blueprint For A Clean Bay I am hopeful that the third time is a charm and this is what you need. Please do let me know if you have further questions.. Very truly yours, CARROLL ENGINEERING,INC. Bryce E. Carroll President BEC/lm Enclosures 1528-City of Campbell-Capri Update 3-Ltr i ARROLL Tel:408-261-9800 Fax:408-261-0595 NGINEERING,INC. carroll-engineering.com info@carroll-en meerin com Engineers and surveyors 1101 So.Winchester Blvd.,Suite H-184,San Jose,CA 95128-3903 December 13,2006 Mr. Ed Arango Associate Civil Engineer �+ ' Planning Department City of Campbell �'1/ti 0 006 70 North First Street °� % Campbell, CA 95008 �O^, RE: Capri Elementary School—850 Chapman Avenue Revised Update Submittal Dear Ed, Per your telephone call on December 6,2006, enclosed you will find the Capri civil drawings for the 1395 Teresa &Chapman Avenue area. We are providing you with 4 sheets of off-site plans as follows: Sheet 1 of 4—Title Sheet Sheet 2 of 4—Plan&Profile of Audrey Avenue&Parr Avenue Sheet 3 of 4—City Standard Details Sheet 4 of 4—Blueprint For A Clean Bay Additionally enclosed is Sheet C2—Existing Grading& Drainage Plan, and Sheet C3 —Existing Underground Utilities Plan. We trust this is the correct information you needed. If you have further questions,please do not hesitate to contact our office. Very truly yours, CARROLL ENGINEERING,INC. Bryce E. Carroll President BEC/Im Enclosures 1528-City of Campbell-Capri Update 2-Ltr 7 t AR R 0 LL Tel:408-261-9800 Fax:408-261-0595 NGINEERING,INC. carroll-engineering com info@carroll-en ineerin com Eng;neers and surveyors 1101 So.Winchester Blvd.,Suite H-184,San Jose,CA 95128-3903 November 21,2006 Mr. Ed Arango Associate Civil Engineer Planning Department City of Campbell CEli7V 2006 70 North First Street Campbell, CA 95008 ADMINISTRATION IC WORKS A®IViIIVISTRATI®Bel RE: Capri Elementary School—850 Chapman Avenue Dear Ed, As requested in our recent telephone conversation, enclosed you will find a set of Off-Site Plans for Capri Elementary School. The plans consist of 4 sheets as follows: Sheet 1 of 4—Title Sheet Sheet 2 of 4—Plan&Profile of Audrey Avenue&Parr Avenue Sheet 3 of 4—City Standard Details Sheet 4 of 4—Blueprint For A Clean Bay According to our records,the last mark-ups we had were returned to your office with our submittal on July 21, 2004(see copy of cover letter attached). If you find there are further revisions or comments, please let us know. Very truly yours, CARROLL ENGINEERING, INC. kv� Y zip ryce E. Carroll President �' ` la� `t BEC/lm Enclosures cc: Dale Thurston, Campbell Union School District 1528-City of Campbell-Capri Update 1-Ltr ARO« .. Tel:408-261-9800 Fax:408-261-0595 NGINEERING,INC. Carroll-engineering.com info@carroll-engineering.com Engineers and surveyors 1101 So.Winchester Blvd.,Suite H-184,San Jose,CA 95128-3903 July 21, 2004 Mr. Ed Arango Associate Civil Engineer Planning Department-City of Campbell 70 North First Street Campbell, CA 95008 RE: 1395 Theresa Avenue Encroachment Permit#2004-00129 Dear Ed, As requested in your transmittal of July 19, 2004, enclosed you will find two copies of the revised Off- Site Street Improvement Plans for 1395 Theresa Avenue, along with your original mark-ups. The plans have been revised per comments and consist of the following sheets: Sheet 1 —Title Sheet Sheet 2—Plan&Profile Sheet 3—City Standard Details Sheet 4—Blueprint For A Clean Bay We have enclosed a copy of the Soils Report for the project,containing the calculations, or verifying information, showing how 4"AC over 4"AB was obtained for the street. If you have any questions,please do not hesitate to contact our office. We look forward to your response. Thank you again for your time and cooperation with this project. Please let us know when we may provide you with the final mylars. Very truly yours, CARROLL ENGINEERING, INC. Matthew P.Mart-as Assistant Engineer MPM/lm Enclosures cc: Dale Thurston, Campbell Union School District Mark Finney,AEDIS, Inc. �.OV C A,11A Edward Arango,P.E. ,� �,. Associate Civil Engineer r` City of Campbell v r 0 0 70 North First Street y� Campbell,CA 95008 o Phone:(408)866-2166 k CHARS Fax: (408)376-0958 E-Mail:EdwardA@ci.campbell.ca.us Transrfflttal, -iu$... s O i To: Matt Martus Date: July 19,2004 Company: Carroll Engineering,Inc. Address: 1101 S. Winchester Blvd., Suite H-184 San Jose,CA 95128 Re: 1395 Theresa Avenue—Public Works Comments. ❑ Urgent Q For Review ❑ Please Comment Q Please Reply ❑ Please Recycle • Enclosures: 1. Redlined street improvement plans 2. Plan check comments • Comments: Matt, sidewalk infill project for Campbell Union School District on Chapman Avenue. Public Works' comments for your review. Please provide redlined plans and two (2) sets of revised plans with your resubmittal. Please contact me if you have any questions or comments. Thank you. J:U_andDev\PIan Check CommentsMeresa TransmftW.DOC 1395 Theresa Avenue Plan Check Comments July 19, 2004 Off Site Street Improvement Plan Comments: General Comment: Provide redlined plans and two (2) sets of revised plans with resubmittal. Shee,2: 1. Show score marks on driveway layout. Show conform area behind driveway to be new concrete. ion �'�"obtained for street. Show'AC t be Type e A%zatmax timed. and AB asClass 11 with 95 as ., �`�---- - ,,.�• YP � %R.C. !3. Show new location of sign to be 18" from FOC. ;/ Show crosswalk on plans, with a note stating 10' clear between stripes. �5. Existing inlet at Theresa and Chapman to be turned into a manhole: Verify that this area will drain to the new curb and gutter. l/ 6. New inlet and RCP: Verify that there are no utility conflicts installing the new RCP. Show existing utility information. Also the inlet will need to be relocated outside of the new ADA ramp. s/7. See plans for additional comments. Sheet3�,' evise Detail 1 and curb and gutter detail. Sheet.4: °"Provide the"Blueprint for a Clean Bay" sheet here. End of Comments J:UandDev\Plan Check CommentATheresa 1395 chk2.doe O F C A AfA� Edward Arango,P.E. Associate Civil Engineer U City of Campbell 0 0 70 North First Street Campbell,CA 95008 Phone: (408)866-2166 O R C H k R Fax:(408)376-0958 E-Mail:EdwardA@ci.campbell.ca.us Transnuttal UIIR 001 To: Matt Marius Date: August 26,2004 Company: Carroll Engineering,Inc. Address: 1101 S. Winchester Blvd., Suite H-184 San Jose,CA 95128 Re: 1395 Theresa Avenue—Public Works Comments 0 Urgent 0 For Review El Please Comment Q Please Reply ❑ Please Recycle • Enclosure: Redlined street improvement plans • Comments: Matt, marked plans for your review. The remaining items include paving Theresa out to centerline and showing utility crossings at the new storm drain line to prevent any conflicts. Please contact me if you have any questions or comments. Thank you. J.\LandDev\Pian Check Comments\Chapman TransmdaLDOC ARROLL Tel:408-261-9800 Fax:408-261-0595 NGI N EERI N G,I N�1 V. info@carroll-engineering.com Engineers and surveyors 1101 So.Winchester Blvd.,Suite H-184,San Jose,CA 95128-3903 July 21, 2004 NED JUL 2 2004 PUBLIC)WORKS Mr. Ed Arango ADMINISTRATION INISTRATION Associate Civil Engineer Planning Department-City of Campbell 70 North First Street Campbell, CA 95008 RE: 1395 Theresa Avenue Encroachment Permit#2004-00129 Dear Ed, As requested in your transmittal of July 19,2004, enclosed you will find two copies of the revised Off- Site Street Improvement Plans for 1395 Theresa Avenue, along with your original mark-ups. The plans have been revised per comments and consist of the following sheets: Sheet 1 —Title Sheet Sheet 2—Plan&Profile Sheet 3 —City Standard Details Sheet 4—Blueprint For A Clean Bay We have enclosed a copy of the Soils Report for the project containing the calculations, or verifying information, showing how 4"AC over 4"AB was obtained for the street. If you have any questions,please do not hesitate to contact our office. We look forward to your response. Thank you again for your time and cooperation with this project. Please let us know when we may provide you with the final mylars. Very truly yours, CARROLL ENGINEERING, INC. l Matthew P.Martus Assistant Engineer C MPM/lm Enclosures cc: Dale Thurston, Campbell Union School District Mark Finney,AEDIS, Inc. O F C A,$Jl 6� Edward Arango,P.E. Associate Civil Engineer v r City of Campbell 0 *A. 0 70 North First Street y Campbell,CA 95008 .C�I Phone:(408)866-2166, CHAR Fax:(408)376-0958 E-Mail:EdwardA@ci.campbell.ca.us Transmittal To: Matt Marius Date: July 19,2004 Company: Carroll Engineering,Inc. Address: 1101 S. Winchester Blvd., Suite H-184 San Jose, CA 95128 Re: 1395 Theresa Avenue—Public Works Comments ❑ Urgent Q For Review ❑ Please Comment Q Please Reply ❑ Please Recycle • Enclosures: 1. _Redlined street improvement plans 2. Plan check comments • Comments: Matt, sidewalk infill project for Campbell Union School District on Chapman Avenue. Public Works' comments for your review. Please provide redlined plans and two (2) sets of revised plans with your resubmittal. Please contact me if you have any questions or comments. Thank you. JALandDev\Plan Check Comments\Theresa Transmitta(DOC r 1395 Theresa Avenue Plan Check Comments July 19, 2004 Off-Site Street Improvement Plan Comments: General Comment: Provide redlined plans and two (2) sets of revised plans with resubmittal. Sheet 2: 1. Show score marks on driveway layout. Show conform-area behind driveway to be new concrete. 2. Provide calculations or other verifying information showing how 4" AC over 4" AB was obtained for street. Show AC to be Type A, 1/2" max. med. and AB as Class 11 with 95% R.C. 3. Show new location of sign to be 18" from FOC. 4. Show crosswalk on plans, with a note stating 10' clear between stripes. 5. Existing inlet at Theresa and Chapman to be turned into a manhole: Verify that this area will drain to the new curb and gutter. 6. New inlet and RCP: Verify that there are no utility conflicts installing the new RCP. Show existing utility information. Also the inlet will need to be relocated outside of the new ADA ramp. 7. See plans for additional comments. Sheet 3: Revise Detail 1 and curb and gutter detail. Sheet 4: Provide the "Blueprint for a Clean Bay" sheet here. End of Comments J:UandDev\Plan Check Comments7heresa 1395 chk2.doc 1 AR R 0 LL Tel:408-261-9800 Fax:408-261-0595 NGINEERINGANC. info@carToU-engineering.com Engineers and surveyors July 7, 2004 1101 So.Winchester Blvd.,Suite H-184,San Jose,CA 95128-3903 Mr. Ed Arango Associate Civil Engineer P E C IVE LJ Planning Department- City of Campbell JUL 0 3 2004 70 North First Street Campbell, CA 95008 PUBLIC WORKS ADMINISTRATION RE: 1395 Theresa Avenue Encroachment Permit#2004-00129 Dear Ed, Enclosed for your review are two sets of Off-Site Plans for Capri Elementary School for the street improvements at 1395 Theresa Avenue(curb, gutter, and sidewalk from the west side of the school property along Chapman Drive to the corner of Theresa Avenue). The plans consist of the following sheets: Sheet 1 —Title Sheet Sheet 2—Plan&Profile Sheet 3 —City Standard Details We are also returning the redline plans. Thank you for your time. If you have any questions,please do not hesitate to contact our office. We look forward to your response. Very truly yours, CARROLL ENGINEERING, INC. Matthew P. Martus Assistant Engineer MPM/lm Enclosures cc: Dale Thurston, Campbell Union School District Mark Finney, AEDIS, Inc. OF C A g A Edward Arango,P.E. Associate Civil Engineer U r City of Campbell r 0 0 70 North First Street y Campbell,CA 95008 OR ) Phone: (408 866-2166 H ARC l Fax:(408)376-0958 E-Mail:Edwar"@ci.campbeil.ca.us Transmittal To: Matt Martus Date: June 21, 2004 Company: Carroll Engineering,Inc. Address: 1101 S. Winchester Blvd., Suite H-184 San Jose, CA 95128 Re: 1395 Theresa Avenue—Public Works Comments ❑ Urgent Q For Review ❑ Please Comment Q Please Reply ❑ Please Recycle • Enclosures: 1. Redlined street improvement plans 2. Plan check comments • Comments: Matt, sidewalk infill project for Campbell Union School District on Chapman Avenue.Public Works' comments for your review.Please provide redlined plans with your resubmittal. Please contact me if you have any questions or comments. Thank you. J:\LandDevtRan Check CommentsMeresa Transmittal.DOC I 1395 Theresa Avenue Plan Check Comments June 21,2004 Off--Site Street Improvement Plan Comments: General Comment: Provide redlined plans with resubmittal. Sheet 2: 1. Detail D-2;revise detail to reflect residential requirements. 2. Provide stationing tick marks on the centerlines at 50' intervals,with labels at 100' intervals. 3. Provide cross sections at 50' intervals. 4. Show crosswalk on plans, with restriping of crosswalk where pavement will be removed. 5. Existing inlet at Theresa and Chapman: turn this inlet into a manhole. Verify that this area will drain to the new curb and gutter. Provide manhole detail on plans (use City of San Jose standard detail D-11). 6. Install a new ADA ramp at the corner of Theresa and Chapman. 7. New inlet and RCP: RCP shall be 12". Verify that there are no utility conflicts installing the new RCP. Also the inlet will need to be relocated outside of the new ADA ramp (see item 6 above). 8. Foowline slope is too shallow.Use 1.1%minimum slope for flowline. Adjust proposed elevations accordingly. 9. Conform area at new driveway may need to be increased due to new flowline slope. 10. Along Chapman Avenue the sawcut location will need to be moved due to the proposed cross slopes being too steep. Allow a 10' minimum sawcut from edge of pavement or as necessary. 11. See plans for additional comments. End of Comments JALandDev\Plan Check Comments\Theresa 1395 chkl.doc Page 1 of 1 Edward Arango From: Bob Kass Sent: Thursday, May 27, 2004 8:38 AM To: Edward Arango Cc: Michelle Quinney; Marlene Pomeroy; Joanne D'Ambrosia Subject: Fees for CUSD re: Capri sidewalk infill Ed-- Dale Thurston called me today to see if we could waive the fees for the infill sidewalk that the school agreed to construct at our request. I told him that I would talk with you but did not see this as a problem due to the"joint"nature of this project. As you and I discussed,please proceed to waive the fees for this infill. Bob 5/27/2004 ARROLL Tel:408-261-9800 Fax:408-261-0595 NGIN EER I NG,I N C■ info@carroll-engineering.com Engineers and Surveyor's May 11, 2004 1101 So.Winchester Blvd.,Suite H-184,San Jose,CA 95128-3903 Mr. Ed Arango Associate Civil Engineer Planning Department-City of Campbell 70 North First Street Tz- I �"� y ED Campbell, CA 95008 A Ay 2 0 2004 RE: Capri Elementary School—850 Chapman Avenue 1°'Uau Additional Encroachment Permit �®MJN18T �8 Dear Ed, Enclosed for your review are three sets of Off-Site Plans for Capri Elementary School for their compliance to the issuance of an Encroachment Permit for the street improvements (curb, gutter, and sidewalk from the west side of the school property along Chapman Drive to the corner of Theresa Avenue). The plans consist of the following sheets: Sheet 1 —Title Sheet Sheet 2—Plan&Profile Sheet 3—Blueprint For A Clean Bay(to be submitted at time of permit issuance). We are also enclosing the following documents: 1) Encroachment Permit Application 2) Encroachment Permit Issuance Check List 3) Engineer's Estimate 4) Checklist for Street Improvement Plans 5) Permit Application Fee and Plan Check Deposit(Total of$760.00—made payable to the City of Campbell). The Encroachment Permit will be obtained by the contractor.We,however,wanted to have the plans reviewed beforehand so that if any changes were needed,we could take care of them right away. Thank you for your time. If you have any questions,please do not hesitate to contact our office. We look forward to your response. Very truly yours, CARROLL ENGINEERING, INC. Matthew P.Martus Assistant Engineer MPM/lm Enclosures cc: Victor Sandoval, Campbell Union School District Mark Finney,AEDIS, Inc. CnT 43I CAMPBELL PUBIJC WORKS DEPARTMENT EAI VQM'S ESTE"T'E A". Spa •C04PMA AJ Date .s oy Etamch�Pumit No. Appi at(on No. 1TLM ES FOR PROJECT AMOUNT MD. I DESCRIPTION UANTRIES lk <90 K LkV K to 5150 K >SISO K S AMOUNT 1. ACEC0NSTRUCTION;:y:j#%;i::;:y%3i:}i;: .:%; OBILIZATION LS i NSTRUCTION TRAFFIC NTROLCONTRO /PHASING LS ,LONSTRUCTION STAKING LS rMSTRUCTION TESTING LS 1L Lp�OLtf70K/CtERIIi.Gi1`'i::%::' ':33`•iSi 1. f' LEARING k GRUBBING LS �j L �AWCUT P.C.C./A.C.(UP TO 6-) 2�LF $4.50 S3.OD S2.00 03 V I 3. �.C.C.REMOVAL SY S30.00 S23.0D $10.0D A. �URB AND GUTTER REMOVAL LF $6.W $3.00 $2.00 i S. ►(EDIAN REMOVAL SF $4.50 S2.2S SI.25 I ' L REMOLISH EXISTING INLET/PLUG RCP'S EA I I M. 1. 12'R.C:P.(CLASS V) , LF S60.00 $40.00 $20.00 2 I L IS-R.C.P.(CLASS 111) LF US.001 UB.00 S38.00 3. U'R.C.P.(CLASS 111) LF S70,DD 56100 $52,00 4. i'R.C.P.(CLASS III) LF SB0.00 S6B.OD $59.00 I S. p0'R.C.P.(CLASS 110 LF S90.00I S75.00 $65.00 INSPECTION(12') LF $1.20 $0.75 SO.60 i 7. DRAINAGE INLET EA S1,600.00 $1,300.00 SI,0W.0D .C.DETAIL 9) II j 8. FIAT GRATE INLET EA S1,400.001 S1,100.00 $900.00 i C.DETAIL 6) t STANDARD MANHOLE EA 32,000.W $1,60D.OD •$1.300.00 I! fC.SJ.DETAIL D•11) IINCLUDES FRAME&LID) I 10. FREAK AND ENTER M.H./D.I. / EA S700.00 SSSO.OD 5450.00 7AQ t..7 1►'.+I ! CRETEFG I. PEWALK 7�12SF $6.50 S4.50 $2.75 I U 6// 2. bXIVEWAY APPROACH 3o® SF S7.50 SS.SO S3.751 2 I � 27-1un-96 Page 1 of 4 REII UNIT PRICES FOA 'ACT AMOUNT DESCRIPTION QUANTITIES <SM K 330 K m S150 K a MSO K $AMOUNT 1 BAND GUTTER r LF S22.00 $18.00 Sam 3 Q [ ALLEY GUTTER SF S12.S0 S10.00 S8.25 S. 1&NDICAP RAMP EA $1,200.00 5800.00 S700.w III [ rYPE B-I CURB LF S12.00 $9.50 S7.50 T. rYPE AI-113 CURB LF S15.00 SI2.00 S10.00 L COBBLESTONE MEDIAN SURFACE SF $12.00 $8.00 55.00 !1P.C.C.DRIVEWAY CONFORM /O O SF $7.00 SS.50 $4.50 7 o o 10 h.C.DRIVEWAY CONFORM SF $4.50 S3.75 S3.W V. PAVEMENT.': 1. �MALT DIGOUT AND REPLACE CF $5.00 S3,50 S2,S0 2. :VEMENT VEMENT WEDGE CUT(6') LF 55.00 $2.30 $1.50 !. GRINDING SF $0.90 S0.50 S0.3S 4. AVEMENT FABRIC(PETRO-MAT) SY $2.00 SIBS $1.50 iS. I PHALT CONCRETE(TYPE A) 3 O T S80.00 S50.00 $35.00 Z`�d I [ GGREGATE BASE(CLASS 2) T $40.00 $20.00 $12.00 7. FLURRY SEAL(TYPE 10 SF $0.07 $0.06 SO.w I ' L PLURRY SEAL(TYPE 110 SF $0.11 $0.09 $0.07 j VL 17L4#n0 SIGNALSI.LICHTS'%; 1. DETECTOR LOOP(6'ROUND) EA S430.00 S300.00 S250.00 1 L bETECTOR LOOP(6'x 30') EA $650.00 S540.00 $440.00 3. bETECTOR LOOP(6'x 50') EA $900.00 S750.O0 S640.00 II 4. �LECMOLIER EA $2,600.00 $2,200.00 SI.800.00 I S. 1/2'RIGID CONDUIT LF S9.O0 $7.00 S5.00 [ 'RIGID CONDUIT LF S17.00 S13.00 SI0.00 27 Jun-96 Page 2 of 4 J ' r UNIT PRICES FOR 1+ �T AMOUNT F;7. WNDUCTOR DESCRIPTION UANTITIES <S30K S30KTO5150K >SJSOK S AMOUNT LF $0.70 WISS $0.45 L BOX(NO.3 lm EA $300.00 S240.00 $185.00 r f BOX(NO.5) EA UM.00 S350.W 5300.00 VIl 7NG 1. ;OVE OVE PVMT.MARKINGS(PAINT) SF S2.50 $1.50 S1.00 fI L PVMT.MARKINGS(TBERMO) SF S3.00 $2.00 SIAO 11 L rOVE PVMT STRIPING LF SIAO $0.90 $0.40 I 4, f7'RIPING DETAIL 9 LF $1.35 $0.95 SO.35 S. I (PING DETAIL 29 LF $2.25 $1.65 S1.20 A. G DETAIL 32 LF $2.40 $1.75 5125 I ' 7. $TRIPING DETAIL 37(THERMO) LF S1.85 SI 30 S1.00 L �WING DETAIL 38(THERMO) LF S2.50 S1.85 SIAS f. i PING DETAIL 39 LF S1.50 WAS $0.115 { It STRIPING DETAIL 40 LF $2.20 $1.70 S1.00 I ` 11. 1.Ia4TT LINE LF 51.35 SI.OS $0:90 IL OSSWALK LF SUS SLOS SO:b IS. AVEMENT MARKINGS(PAINT) SF S2.50 S1.90 S1.b0 14. �AVEMENT MARKINGS(THERMO) SF S5.50 S3.80 $2.60 1 IS. FAVEMENT MARKER(NON-REFL.) EA $4.50 $3.00 $2.20 I iIt OAVEMENT MARKER(REFLECTIVE) EA S6.00 $4.15 $3.15 I i17. PE K MARKER EA S95.00 S80.00 $70.00 it. E N MARKER EA $95.00 S80.00 S70.6 It LALVAGE ROAD SIGN EA 585.00 575.00 S65.60 Zb. RELOCATE ROAD SIGN ti� EA 5100.00 $85.00 $75.00 I1. .RD.SIGN ON EXIST.POLE EA $200.00 S145.00 $110.00 22. DAD SIGN WITH POST / EA 5300.00 $240.00 $195.00 3 0 I � 27-Jun-96 Page 3 of 4 r IT 4 UNIT PRICES FOR P 'AMOUNT DESCRIPT10N QUANTITIES <S30 K K TO S1S0 K $150 K S AMOUNT Vin. _APING<:`%; :?#i�°�'<'%'•ir�i % iiiy:y::izC`; :f L RMATION,PLANTING WORK LS L TA4E TREE ROOTS EA S125.00 $100.00 SLS.00 3. RREE REMOVAL EA S650.00 5500.00 S400.00 4. ROOT BARRIER(12') LF S20.00 S10.00 S6.00 S. 600T BARRIER(18-) LF S25.0D $15.00 S10.00 i l rMEET TREE(24'BOX) EA S450•00 S325•OD MOD 7. n2EET TREE(36'BOX) EA S70D.00 S550.00 $400.00 L I�W SOIL BACKF'ILL CY t. IAN BARRIER LF S75.00 360.00 S50.00 I L PIAIN LINK FENCE(6') LF $15.00 S11.50 S9.2S I I I 3. BE MISC.BOX TO GRADE EA S300.00 SMAD S175.00 L ISE MANHOLE TO GRADE EA Sd00 00 $275 00 i $20 OD S. ¢RTALL MONUMENT BOX EA Sd50.00 $330.00 $300.00 I{I � 1 EDIAN BACKFILL CY $19.00 $17.00 SIS.50 A�y SUBTOTAL PRE►AREDBY: MAT' MAiZ'sl�ts I0%SECURITY ENFORCEMENT FEE REVIEWED BY: TOTAL ESTIMATE FOR FAITHFUL ARROVED BY: PERFORMANCE SECURITY 'Sr Imahm fiWA of Ole Map AM. R: .WK3(MP)REV613196 27-Jun-% Page 4 of 4 CITY OF CAMPBELL DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION CHECKLIST FOR STREET IMPROVEMENT PLANS APPLICATION NO: ADDRESS: S-O C UI ENCROACHMENT PERMIT NO. AJZA Instructions: This checklist provides advance notification to applicants of the City of Campbell's final street improvement plans and submittal requirements. Using this checklist will expedite your application through the City's review process. Prior to submitting a final street improvement plan list to the City Engineer, please place an X in the space to the right of each item below to indicate you have complied with, or place N/A to indicate that the particular item does not apply. Review applicable sections, which are referenced in parentheses, before checking off each item. ITEMS OK N/A CITY COMMENTS I. GENERAL 1 Applicable General Notes included. (Attachment A) 2 24"X36" sheet size used, including borders. 3 Title Block/scale/north arrow shown. 4 Plans capable of microfilm reproductions -'minimum 1/8 inch lettering. S Engineers name, number, expiration date and signature included. 6 Vicinity Map shown (must be microfilmable). 7 Sheet Index and key map included for 3 or more 0 sheets. 8 Limits of Public Works inspection clearly shown on / plan, typical section, and bond estimate. 9 Street light locations/legend/PG&E signature shown. ITEMS OK N/A CITY COMMENTS 10 Request for annexation to Lighting District submitted. (Accompanied by map & metef and bounds description and annexation fee). 11 Curb grade plans prepared by Public Works have been incorporated into improvement plans and verified as adequate. 12 Curb grade plans prepared by Engineer for review by Public Works and cross-sections @ 50' max. intervals along road frontage and extending 150' min. beyond limits of work. Profile line,centerline,& E.P. 13 Signing and striping plan plus existing striping / included in improvement plans. 14 Development No. (SUB,MS,LUP,DP) shown on each sheet. 15 Fire District signature shown for access and fire / hydrant location. 16 Verification of land rights for off-tract work (title report, recorded easement, etc.) C,fy has copy 17 Permits required from other agencies (Fish & Game, Caltrans, Army Corps of Engrs, Flood Control,etc.) 18 Right of entry submitted for review for all off-tract work. 19 Plans for landscaping within the public right-of-way / submitted for review. 20 Fence required along water district canals. 21 Water testing required before paving for grades less than 1%. -2- ITEMS OK N/A CITY COMMENTS II. ROADS A. Typical Sections # r 1 Structural sections indicated per R-value. u \ 3 2 Curb type indicated. p� l 3 Right-of-Way and street width dimensions shown. '7 4 2:1 max. cut/fill slopes shown beginning @ R/W lines - Soils Report verifying exceptions. l/ 5 Crown Slope indicated. 6 Sidewalk shown. 7 Pedestrian or bike paths shown. 8 Pavement Design Chart shown with T.I. values for review. -3- r ITEMS OK N/A CITY COMMENTS B. Plan Views 1 Radius of curvature shown on all curves. 2 20' curb return radii shown for major thoroughfare and industrial streets. 3-0, S 3 24' min. curb opening for private road intersection. 4 Horizontal curves and sight distance designed per / Highway Design Manual. V 5 Cul-de-sac radii (35' min.) shown. 6 Private road turnarounds shown. 7 1 R/W and street width dimensions shown. 8 Centerline stationing shown at 100' intervals and at all curves. B.C., E.C. 9 Lot/parcel lines and numbers/letters indicated. 10 Valley gutters indicated. Flag flow lines at quarter points on curb returns and valley gutter centerline. 11 Stationing and offsets of all drainage structures /' shown. V 12 T/C elevation at all drain structures w/invert and FL elevations shown. (Invert and FL elevations may be shown on profile if preferred. If profile is not on same sheet as plan view, T/C, invert, and F1 elevations must be shown on profile.) 13 Drainage easements shown and dimensioned 14 Location of underground pipes and utilities shown. f 15 Street-monuments shown. 16 Off-tract slope easements shown, with x-sections, topo and offer of dedication for slope easements submitted for review. 17 Pedestrian Paths shown. Basic grades shown. 18 Wheelchair ramps shown at returns per StateStd.Plan L ee' -4- ITEMS OK N/A CITY COMMENTS C. Profiles 1 Vert curves designed for proper speeds per Highway / Design Manual. v 2 Minimum vert curve lengths observed. 3 Curb returns and cul-de-sac profiles shown (high and or low pts. indicated when vertical curve is used). 4 Vertical curve used for grade breaks greater than 2%. (3% on sag curves). 5 6% maximum gradient observed @ intersecting streets. 6 6% maximum grade observed across intersection. V 7 1% minimum grade observed on all streets. 8 Maximum street grades per ordinance. 9 Underground pipes and utilities shown. 10 Existing ground on centerline shown. Where topography is steep, existing ground left and right of centerline has been shown. Cross sections may be required. 11 Finish grade profile for centerline and for top of curb shown (left & right) if special grades required. 12 Cul-de-sacs all have 1% to 4% cross slope between gutter lip and high point. 13 Super elevation grades shown where required by Highway Design Manual. 14 Back of curb flow diverters indicated on proposed county streets with grades over 5% when no sidewalk installed. 15 Centerline profiles of intersecting streets shown to their point of intersection. (Showing curb return or other profiles in lieu of the centerline profile is not an adequate or correct representation.) 16 Off-tract profile to catch pt. shown where road is constructed to subdivision boundary. 1/ -5- ITEMS OK N/A CITY COMMENTS 17 Centerline stations and elevations shown @ 100' minimum intervals and @ all BVC, EVC, PIVC, and grade breaks. 18 Profile slopes indicated. -6- ITEMS OK N/A CITY COMMENTS III. DRAINAGE A. Hydrology-Hydraulics 1 Contour maps-continue for 100 feet + beyond property. 2 100 year water surface calculations completed when natural watercourse or drainage facility flows through or adjacent to subdivision or the property lies within flood hazard or flood prone area and water surface shown on plans. 3 EGL, HGL, Fl, El, Q,A,S,V, freeboard at structures, structure losses, tailwater assumptions, super or subcritical flow all indicated. 4 Adequacy of in-tract drainage system verified. 5 All starting water surface calculations adequately verified. (When computing beginning watersurface in natural watercourse and no obvious point of control is available, begin 500' downstream and work up to point in question.) 6 Adequacy of off-tract drainage system verified. -7- ITEMS OK N/A CITY COMMENTS B. Easements 1 Off-tract drainage improvements (plan and profile) and accompanying easements shown. Off-tract offers of dedication for drainage easement submitted for / review. v 2 Off-tract work to be done but no easement requirements. Right of entry submitted for review. 3 Easement widths indicated for (a) Closed conduits, (b) Open channels. 4 Sufficient X-sections submitted to verify easement widths and Development rights for open channels. 5 Access and ingress easements shown, graded to be useable. 6 Minimum 12' ingress easement to public way provided to all access easements. 7 Minimum 40' centerline radius for access easements shown. 8 Structure setback line indicated and location verified with X-sections for unimproved channel. 9 Fences shown as required where street crosses watercourse or drainage structure. 10 Fences shown as required at outside boundaries of open lined channel easements and water district / canals. ✓ -8- f ITEMS OK N/A CITY rF1 COMMENTS C. Structures 1 Inlet depths without manhole bases and max. dia. pipes through inlets observed. Type A 6' CC 3011 36" front 30" side G� Type B 12' CC 3012 30" side Type C 4' CC 3013 36" front 24" side TypeD 6' CC 3016 36" front 24" side Tq Type E 4' CC 3017 36" front 24" side 2 Max. diameter pipes through manholes observed. Type I 24" CC 3020 Type II 42" CC 3021 Type III 60" CC 3022 3 1.25' minimum freeboard in inlets and manholes. 4 HGL shown in all structure profiles. 5 Type C inlet shown with grate unless in pedestrian area, FL elevation of side opening also indicated. 6 Structure type indicated on plan or on structure list on same plan sheet. 7 Type B or E inlets used on streets with grades 6% or steeper. 8 Ladder grab irons provided for manholes over 12 feet deep. 9 Gutter spron lengths for A or B inlets specified for r profile grades 3% or greater. 1/ 10 Indicate internal dimensions of non-county standard drainage structures used in private systems. -9- ITEMS OK N/A CITY COMMENTS D. Pipe 1 Closed conduit minimum slope of 0.003 observed. 2 Natural watercourses are placed in closed conduits for flows less than 80 cfs. ✓ 3 Gage of corrugated steel or aluminum pipe noted on plans. 4 Water directed into inlet does not reverse the direction of flow. 5 Minimum centerline radii of pipe checked. Beveled RCP lengths specified (bevel.one or both ends) and stationing of E.C. and B.C. indicated. 6 Outlet protection for closed conduits or lined channels provided. V/ 7 2' minimum cover over pipe observed (provided manufacturer specs does not require more) unless special design and calcs. submitted, 3' minimum cover for plastic pipe. 8 Design Q shown on pipe profile. 9 Minimum cleansing velocity of 2 FPS with half design flow observed. 10 18" minimum pipe size. -10- ITEMS OK N/A CITY COMMENTS E. Channels 1 Maximum velocity in earth channel verified by soils report - minimum velocity 3 fps. 2 Improved earth channel side slopes shown to be 2:1 or less steep as specified by soils report. 3 Lined channel side slopes as specified by soils report. 4 Areas noted to be cleared of structures, trees, brush, and debris within natural channel and watercourses. j:\harary\impropin.lst -11- I o V"C-4'til Edwai u ti.ango,P.E. '°11111� Associate Civil Engineer. r, City of Campbell U r 70 North First Street 0 A. Campbell,CA 95008 yF �Al Phone:(408)866-2166 o k c H A'R° Fax:(408)376-0958 E-Mail:Edward&@ ci.campbell.ca.us Transmittal To: Dale Thurston Date: June 3,2004 Company: Campbell Union School District Address: 155 North Third Street Campbell, CA 95008 Re: Capri Elementary Sidewalk Infill along 1395 Theresa ❑ Urgent RI For Review. ❑ Please Comment ❑ Please Reply ❑ Please Recycle • Enclosure: Check for$760.00 dated May 19,2004 • Comments: Dale, per your conversation with Bob Kass, the City will not charge any fees due to the"joint, jurisdictional" nature of this infill project along the frontage of 1395 Theresa Avenue. Although,Faithful Performance and Labor and Material securities will still be required similar to that of other projects the District has submitted with the City. Please contact me if you have any questions or comments. Thank you. J:\LandDev\Forms\Transmittal.DOC SANTACLARA COUNTY OFFIC' EDUCATION 92106443 BATCH NO. 0066 1290 RIDDER PARK DRIVE,SAN JOSE,CA 95131 DISTRICT BUSINESS SERVICES SCHOOLS COMMERCIAL REVOLVING FUND CAMPBELL UNION 09 P.O.NUMBER INV DATE INVOICE DESCRIPTION AMOUNT PV404143 05/10/04 Encroachment prmt 760.00 END OF REMITTANCE ADVICE WARRANT ISSUE DATE: 0 5/19/04 DISCOUNT TAKEN: 0.00 NET: 760.00 Plllr �III�,kCOW�Cd: Si . �I RRANT,�J.�,1„:%;y.,I IIII II O tilbl.....'�dl aA�:,I,o•:,h 1 ,:,� ...: a .": '. � II X. uI'II'III .....11 h ��`` x,�1,,,��`IA ��� II O�'�, rI�YFFIG�OF EDUGATI©N' I r,.. �, , !/i, ,:r�r�l N/,���M1�� .,��•. frM�/� .:':, !IIII ua Ih1,.. /,� , r; ,_, +,IP a.,I,i.,,.. .:;:•. _: ;t r-,i4ir `/l'.XFI�.fi :rr l,� /r r p,.h.,4"c, ,:,,. b ! . �I,�IIIII: 3112 SI 6,rvIr p.:Dl Ik -fu�, �5 � VI III�I"��! ,�-.-' •r 9T ...III I I I I L,LIIIII6 ar,1IG...F UN 14 O III II9CH . 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WUCHESTER BLVD. _.: TITLE SHEET 7/21 /04 SUITE �-184 Dote: SAN JOSE, CA 95128 a •:d STREET IMPROVEMENT FUNS -OFF' SITE TEL 408-261-9e00 m m FAX. 408-261-0595 Drawn B .. u, .. PROJECT ADDRESS: 1395 THERESA AVENUE ��Q������ E-MAM: CARENG16AI©L COM Y RM ��•$ ENCROACHMENT PERMIT NO. 2t}04--OQ129 � _ Designed By: MPM CAMPBEL.L, CALIFORNIA mv. 07/14/00 No; Revision b Z � m r� y D z cn = d o ri m � � O r bd �C t!} -p U4 rri 71 '-I Date By Chkd 96/LC/t *AOJ I VINNO-411VO 1-138dYWO 8 :48 PGUB!89(] pw � gt,O-t,OOZ *ON IINH:4d IN51WHDVOHDN21 �p oviloto w qqt I Hoo"10VOTONWO VHM-R gMUWINHAV NVWdVHD 038 'rIOOHDS AHVJLN:4W2trl5l lHdVD : SS:IH(I(IV JLD:4fOHd ll� *t **z00V% :48 UMD.J(] 690-Tgogot oxviff M.Am a 0 6 I Li �— Li. 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