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HomeMy WebLinkAboutPM 12201 Stockdale River Village - Soils ReportGEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED STOCKDALE RIVER VILLAGE SHOPPING CENTER NWC STOCKDALE HIGHWAY AND HEATH ROAD BAKERSFIELD, CALIFORNIA PROJECT No. 022-18058 JULY 23, 2018 Prepared for: MR. JUSTIN BATEY STOCKDALE RIVER VILLAGE, LLC POBox20247 BAKERSFIELD, CALIFORNIA 93390 Prepared by: KRAzAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 2205 COY A VENUE BAKERSFIELD, CALIFORNIA 93307 (661) 837-9200 ~~Krazan & AS S O C I AT E S, I N C. GEOTECHNICAL ENGINEERING• ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION July 23, 2018 KA Project 022-18058 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED STOCKDALE RIVER VILLAGE SHOPPING CENTER NWC OF STOCKDALE HIGHWAY AND HEATH ROAD BAKERSFIELD, CALIFORNIA INTRODUCTION This report presents the results of our Geotechnical Engineering investigation for the proposed Stockdale River Village Shopping Center to be located at the northwest comer of Stockdale Highway and Heath Road in Bakersfield, California. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, retaining walls, pavement design and soil cement reactivity. A site plan showing the approximate boring locations is presented following the text of this report. A description of the field investigation, boring logs, and the boring log legend are presented in Appendix A. Appendix A also contains a description of the laboratory-testing phase of this study, along with the laboratory test results. Appendices B and C contain guides to earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and Engineered Fill construction. Our scope of services was outlined in our revised proposal dated May 30, 2018 (KA Proposal No. P343- 18) and included the following: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of drilling 13 borings to depths ranging from approximately 10 to 50 feet for evaluation of the subsurface conditions at the project site. • Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. With Offices Serving The Western United States 2205 Coy Avenue •Bakersfield CA 93307 • (661) 837-9200 • Fax: (661) 837-9201 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 2 • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation. PROPOSED CONSTRUCTION We understand that design of the proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood the proposed development will include the construction of a new shopping center with six (6) buildings ranging in size from approximately 2,700 to more than 41,000 square feet. It is anticipated the buildings will be single-or two-story structures utilizing concrete slab-on-grade construction. Footing loads are anticipated to be light to moderate. On-site paved areas, storm water retention and landscaping are also planned for the development of the project. In addition, off-site road widening will be completed for the west side of Heath Road. In the event, these structural or grading details are inconsistent with the final design criteria, the Soils Engineer should be notified so that we may update this writing as applicable. SITE LOCATION AND SITE DESCRIPTION The site is irregular in shape and encompasses approximately 11 acres. The site is located at the northwest comer of Stockdale Highway and Heath Road in Bakersfield, California. Vacant agricultural land is located south of the site. A truck storage yard, office, shop building and rural residence are located north of the site. The remainder of the site is predominately surrounded by residential developments and undeveloped residential lots. Presently, the site is vacant, undeveloped land, which appears to have been previously utilized as agricultural land. A metal standpipe is located in the northeastern portion of the site. Wire fencing is located along the eastern boundary of the site. Concrete curb, gutter and sidewalk are located along the southern edge of the site. Buried and overhead utility lines are located along the edges of the site and may extend throughout the site. The site is covered in short dry grasses and weeds and the surface soils have a loose consistency. The site is relatively level with no major changes in grade. GEOLOGIC SETTING Geologically, the property is situated on the eastern flank, near the south end of the Great Valley Geomorphic Province. This province is a large northwesterly trending geosyncline or structural trough between the Coast Range Mountains and the Sierra Nevada. Erosion from both of these mountain systems has resulted in the deposition of immense thickness of sediments in the Valley floor. Heavily- laden streams from the Sierra Nevada have built very prominent alluvial fans along the margins of the San Joaquin Valley. This has resulted in a rather flat topography in the vicinity of the project site. The site is composed of alluvial deposits which are mostly cohesionless sands and silts. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 3 The south end of the San Joaquin Valley is surrounded on all sides, excluding the north, by active fault systems (San Andreas, White Wolf-Breckenridge-Kern Canyon, and Garlock Faults). Numerous smaller faults exist within the valley floor. There is on-going seismic activity in the Kern County area, with the most noticeable earthquake being the July 21, 1952 Kern County Earthquake. The initial shock was 7.7 magnitude shake with the epicenter near Wheeler Ridge, about 22 miles from Bakersfield. Vertical displacements of as much as 3 feet occurred at the fault line. Estimated average value of the maximum bedrock accelerations from the 1952 event are about 0.25 gravity at the project site. The closest known faults to the property are subsurface faults located at the Fruitvale Oil Field. These faults cut the older sediments and, although numerous, are not thought to be active in the last 2 million years. No evidence was observed that indicated surface faulting has occurred across the property during the Holocene time. Faults not yet identified, however, may exist. The site is not located within an Earthquake Fault Zone (special studies zone). FIELD AND LABORATORY INVESTIGATIONS Subsurface soil conditions were explored by drilling 13 borings to depths ranging from approximately 10 to 50 feet below existing site grade, using a truck-mounted drill rig. In addition, 8 bulk subgrade samples were obtained from the site for laboratory R-value testing. The approximate boring and bulk sample locations are shown on the site plan. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the subsoils. Soil samples were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation, shear strength, R-value, consolidation potential, and moisture- density relationships of the materials encountered. In addition, chemical tests were performed to evaluate soil cement reactivity. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final boring logs in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. Approximately 1 to 1 ½ feet of fill material was encountered within the borings drilled throughout the site. The fill material predominately consisted of silty sand. The thickness and extent of fill material was determined based on limited test borings and visual Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 4 observation. Thicker fill may be present at the site. Limited testing was performed on the fill soils during the time of our field and laboratory investigations. The preliminary testing indicates the fill material had varying strength characteristics ranging from loosely placed to compacted. Below the fill material, approximately 12 to 18 inches of loose to medium dense sand, silty sand, sandy silt and silty sand/sandy silt were encountered. Field and laboratory tests suggest that these soils are moderately strong and moderately compressible. Penetration resistance ranged from 8 to 38 blows per foot. Dry densities ranged from 87 to 101 pcf. Representative soil samples consolidated approximately 2 to 5½ percent under a 2 ksf load when saturated. A representative soil sample had an angle of internal friction of 3 7 degrees. Below approximately 2 to 3 feet, alternating layers of predominately loose to very dense sand, clayey silty sand, silty sand, silty sand/sand, sandy silt and clayey sand were encountered. Field and laboratory tests suggest that these soils are moderately strong and slightly compressible. Penetration resistance ranged from 11 blows per foot to more than 50 blows per 6 inches. Dry densities ranged from 84 to 126 pcf. These soils had slightly stronger strength characteristics than the upper soils and extended to the termination depth of our borings. For additional information about the soils encountered, please refer to the logs of borings in Appendix A. GROUNDWATER Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Free groundwater was not encountered. Groundwater has historically been encountered at depths greater than 50 feet within the project site vicinity. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. CONCLUSIONS AND RECOMMENDATIONS Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations. Administrative Summary In brief, the subject site and soil conditions, with the exception of the fill material, loose and moderately compressible upper native soils, and previous development, appear to be conducive to the development of the project. Approximately 1 to 1 ½ feet of fill material was encountered within the borings drilled throughout the site. The fill material predominately consisted of silty sand. The thickness and extent of fill material was determined based on limited test borings and visual observation. Thicker fill may be Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 5 present at the site. Limited testing was performed on the fill soils during the time of our field and laboratory investigations. The limited testing indicates the fill soils have varying strength characteristics ranging from loosely placed to compacted. Therefore, it is recommended that the fill soils be excavated and stockpiled so that the native soils can be prepared properly. These soils will be suitable for reuse as Engineered Fill provided they are cleansed of excessive organics, debris and fragments greater than 4 inches in maximum dimension. Prior to backfilling, Krazan & Associates, Inc. should inspect the bottom of the excavation to verify no additional removal will be required. Of primary importance in the development of the site is the removal of fill materials and moderately compressible upper native soils from the proposed development. These soils are slightly to moderately compressible and/or collapsible under saturated conditions. Structures within the general vicinity have experienced excessive post-construction settlement when the foundation soils become near-saturated. Accordingly, mitigation measures are recommended to reduce the potential of excessive soil settlement. It is recommended that following stripping, fill removal and demolition activities, the upper 12 inches of native soils within the proposed building areas be excavated, worked until uniform and free from large clods, moisture-conditioned to at or above optimum moisture content, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. In addition, it is recommended that proposed structural elements within the proposed building areas be supported by a minimum of 12 inches of Engineered Fill. Over-excavation should extend to a minimum of 5 feet beyond proposed footing lines. The base width of the over-excavation should be established on the basis of a 60 degree upward projection from the bottom of the footings. Prior to backfilling, the exposed subgrade soils should be proofrolled and observed by Krazan & Associates, Inc. to verify stability. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. The project was previously utilized as agricultural land. In addition, existing developments are located within the project vicinity. Associated with these developments are buried structures, such as utility lines that may still be present at the site. Any buried structures, including utilities or loosely backfilled excavations, encountered during construction should be properly removed and/or relocated. It is suspected that demolition activities of the existing structures will disturb the upper soils. After demolition activities, it is recommended disturbed soils be removed and/or recompacted. This compaction effort should stabilize the upper soils and locate any unsuitable or pliant areas not found during our field investigation. Relatively clean sands were encountered at various locations throughout the site. The possibility exists that site grading operations could expose these soils in areas of proposed buildings, pavements, and/or retaining walls. The Contractor should note that these soils lack the cohesion necessary to stand vertically, even in shallow excavations such as footing trenches. If these conditions are encountered, it will be necessary to over-excavate the affected area(s) to a minimum of 2 feet below the proposed bearing surface. These areas may be backfilled using a mix of the silty sand and sand soils that contains at least 20 percent fines and meeting the requirements for Engineered Fill. This material may be obtained from elsewhere at the site, imported to the site from an approved off-site source, or manufactured through blending of the excavated clean sand with other suitable material containing a higher percentage of fines to result in material meeting the requirements for Engineered Fill. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr) doc KA No. 022-18058 Page No. 6 Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. After completion of the recommended site preparation and over-excavation, the site should be suitable for shallow footings bearing on a minimum of 12 inches of Engineered Fill. The proposed structure footings may be designed utilizing an allowable bearing pressure of 2,500 psf for dead-plus-live loads. Footings should have a minimum embedment of 18 inches. Groundwater Influence on Structures/Construction Based on our findings and historical records, it is not anticipated that groundwater will rise within the zone of structural influence or affect the construction of foundations and pavements for the project. However, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, "pump," or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Site Preparation General site clearing should include removal of: vegetation; existing utilities; structures including foundations; basement walls and floors; existing stockpiled soil; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for use as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Demolition activities should include proper removal of any existing and/or buried structures. Any buried structures, utilities, or loosely backfilled excavations encountered during construction should be properly removed and/or recompacted and the resulting excavations backfilled with Engineered Fill. Excavations, depressions, or soft and pliant areas extending below planned finished subgrade levels should be cleaned to firm, undisturbed soil and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Existing concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. The resulting excavations should be backfilled with Engineered Fill. Approximately 1 to 1 ½ feet of fill material was encountered within the borings drilled throughout the site. The fill material predominately consisted of silty sand. The thickness and extent of fill material was determined based on limited test borings and visual observation. Thicker fill may be present at the site. Limited testing was performed on the fill soils during the time of our field and laboratory Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 7 investigations. The limited testing indicates the fill soils have varying strength characteristics ranging from loosely placed to compacted. Therefore, it is recommended that the fill soils be excavated and stockpiled so that the native soils can be prepared properly. These soils will be suitable for reuse as Engineered Fill provided they are cleansed of excessive organics, debris and fragments greater than 4 inches in maximum dimension. Prior to backfilling, Krazan & Associates, Inc. should inspect the bottom of the excavation to verify no additional removal will be required. In order to reduce the potential of excessive total and differential settlement, it is recommended that following stripping, fill removal and demolition activities, the upper 12 inches of native soils within the proposed building areas be excavated, worked until uniform and free from large clods, moisture- conditioned to at or above optimum moisture content, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. In addition, it is recommended that proposed structural elements within the proposed building areas be supported by a minimum of 12 inches of Engineered Fill. Over-excavation should extend to a minimum of 5 feet beyond proposed footing lines. The base width of the over-excavation should be established on the basis of a 60 degree upward projection from the bottom of the footings. Prior to backfilling, the exposed subgrade soils should be proofrolled and observed by Krazan & Associates, Inc. to verify stability. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. Relatively clean sands were encountered at various locations throughout the site. The possibility exists that site grading operations could expose these soils in areas of proposed buildings, pavements, and/or retaining walls. The Contractor should note that these soils lack the cohesion necessary to stand vertically, even in shallow excavations such as footing trenches. If these conditions are encountered, it will be necessary to over-excavate the affected area(s) to a minimum of 2 feet below the proposed bearing surface. These areas may be backfilled using a mix of the silty sand and sand soils that contains at least 20 percent fines and meeting the requirements for Engineered Fill. This material may be obtained from elsewhere at the site, imported to the site from an approved off-site source, or manufactured through blending of the excavated clean sand with other suitable material containing a higher percentage of fines to result in material meeting the requirements for Engineered Fill. Within exterior flatwork and pavement areas, following stripping operations and fill removal activities, the upper 12 inches of the native soils should be excavated/scarified, worked until uniform and free from large clods, moisture-conditioned to at or above optimum moisture content, and recompacted to a minimum of90 percent of maximum density based onASTM Test Method D1557. As indicated previously, fill material is located throughout the site. It is recommended that any uncertified fill material encountered within pavement areas be removed and/or recompacted. The fill material should be moisture-conditioned to at or above optimum moisture and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. As an alternative, the Owner may elect not to recompact the existing fill within paved areas. However, the Owner should be aware that the paved areas may settle which may require annual maintenance. At a minimum, it is recommended that the upper 12 inches of subgrade soil be moisture-conditioned as necessary and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Krazan & Associates, Inc. With Offices Serving The Western United States 022 I 8058 Report (Stockdale Shopping Ctr) doc KA No. 022-18058 Page No. 8 The upper soils, during wet winter months, become very moist due to the absorptive characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section. Engineered Fill The organic-free, on-site, upper native soils and fill material are predominately silty sand, sand, sandy silt and silty sand/sandy silt. These soils will be suitable for reuse as Engineered Fill provided they are cleansed of excessive organics, debris, and fragments larger than 4 inches in maximum dimension. Relatively clean sands were encountered at various locations throughout the site. The possibility exists that site grading operations could expose these soils in areas of proposed buildings, pavements, and/or retaining walls. The Contractor should note that these soils lack the cohesion necessary to stand vertically, even in shallow excavations such as footing trenches. If these conditions are encountered, it will be necessary to over-excavate the affected area(s) to a minimum of 3 feet below the proposed bearing surface. These areas may be backfilled using a mix of the silty sand and sand soils that contains at least 20 percent fines and meeting the requirements for Engineered Fill. This material may be obtained from elsewhere at the site, imported to the site from an approved off-site source, or manufactured through blending of the excavated clean sand with other suitable material containing a higher percentage of fines to result in material meeting the requirements for Engineered Fill. The preferred materials specified for Engineered Fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor, since he has complete control of the project site at that time. Imported Fill should consist of a well-graded, slightly cohesive, fine silty sand or sandy silt, with relatively impervious characteristics when compacted. This material should be approved by the Soils Engineer prior to use and should typically possess the following characteristics: Percent Passing No. 200 Sieve 20 to 50 Plasticity Index 10 maximum UBC Standard 29-2 Expansion Index 15 maximum Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 9 Fill soils should be placed in lifts approximately 6 inches thick, moisture-conditioned to at or above optimum moisture content, and compacted to achieve at least 90 percent of maximum density based on ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required density or if soil conditions are not stable. Drainage and Landscaping The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. In accordance with Section 1804 of the 2016 California Building Code, it is recommended that the ground surface adjacent to foundations be sloped a minimum of 5 percent for a minimum distance of 10 feet away from structures, or to an approved alternative means of drainage conveyance. Swales used for conveyance of drainage and located within 10 feet of foundations should be sloped a minimum of 2 percent. Impervious surfaces, such as pavement and exterior concrete flatwork, within 10 feet of building foundations should be sloped a minimum of 1 percent away from the structure. Drainage gradients should be maintained to carry all surface water to collection facilities and off-site. These grades should be maintained for the life of the project. Utilitv Trench Backfill Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards by a Contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the Contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. The utility trench backfill placed in pavement areas should be compacted to at least 90 percent of maximum density based on ASTM Test Method Dl557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. The Contractor is responsible for removing all water-sensitive soils from the trench regardless of the backfill location and compaction requirements. The Contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc Foundations KA No. 022-18058 PageNo. 10 After completion of the recommended site preparation and over-excavation, the site should be suitable for shallow footing support. The proposed structures may be supported on a shallow foundation system bearing on a minimum of 12 inches of Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures: Load Allowable Loadin2 Dead Load Only 1,875 psf Dead-Plus-Live Load 2,500 psf Total Load, including wind or seismic loads 3,325 psf The footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches, regardless of load. It is recommended that all footings be reinforced by at least one No. 4 reinforcing bar in both top and bottom. Ultimate design of foundations and reinforcement should be performed by the project Structural Engineer. The total soil settlement is not expected to exceed 1 inch. Differential settlement measured across a horizontal distance of 40 feet should be less than 1 inch. Most of the movement is expected to occur during construction as the loads are applied. However, additional post-construction settlement may occur if the foundation soils are flooded or saturated. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.40 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A ½ increase in the above value may be used for short duration, wind, or seismic loads. The above earth pressures are unfactored and are, therefore, not inclusive of factors of safety. Floor Slabs and Exterior Flatwork In areas that will utilize moisture-sensitive floor coverings, concrete slab-on-grade floors should be underlain by a water vapor retarder. The water vapor retarder should be installed in accordance with accepted engineering practice. The water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 3 inches of compacted, clean, gravel of ¾-inch maximum size. To aid in concrete curing an optional 2 to 4 inches of granular fill may be placed on top of the vapor retarder. The granular fill should consist of damp clean sand with at least 10 to 30 percent of the sand passing the Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 11 100 sieve. The sand should be free of clay, silt, or organic material. Rock dust which is manufactured sand from rock crushing operations is typically suitable for the granular fill. This granular fill material should be compacted. The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 2 percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills. Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the slab-on-grade. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To reduce moisture vapor intrusion, it is recommended that a vapor retarder be installed. It is recommended that the utility trenches within the structure be compacted, as specified in our report, to reduce the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended. Positive drainage should be established away from the structure and should be maintained throughout the life of the structure. Ponding of water should not be allowed adjacent to the structure. Over-irrigation within landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the structure is recommended to reduce the accumulation of interior moisture. Lateral Earth Pressures and Retaining Walls Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalent fluid active pressure of 35 pounds per square foot per foot of depth. Walls that are incapable of this deflection or walls that are fully constrained against deflection may be designed for an equivalent fluid at-rest pressure of 55 pounds per square foot per foot per depth. Expansive soils should not be used for backfill against walls. The wedge of non-expansive backfill material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1 (horizontal to vertical) or flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment, foundations, or roadways. The above earth pressures are unfactored and are, therefore, not inclusive of factors of safety. During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils. Retaining and/or below grade walls should be drained with either perforated pipe encased in free- draining gravel or a prefabricated drainage system. The gravel zone should have a minimum width of 12 inches wide and should extend upward to within 12 inches of the top of the wall. The upper 12 inches of backfill should consist of native soils, concrete, asphaltic concrete, or other suitable backfill to Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc KA No. 022-18058 Page No. 12 minimize surface drainage into the wall drain system. The aggregate should conform to Class 2 permeable materials graded in accordance with CalTrans Standard Specifications (2010). Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the manufacturer's recommendations. If a prefabricated drainage system is proposed, our firm should review the system for final acceptance prior to installation. Drainage pipes should be placed with perforations down and should discharge in a non-erosive manner away from foundations and other improvements. The pipes should be placed no higher than 6 inches above the heel of the wall, in the centerline of the drainage blanket and should have a minimum diameter of four inches. Collector pipes may be either slotted or perforated. Slots should be no wider than ¼-inch, while perforations should be no more than ½-inch in diameter. If retaining walls are less than 6 feet in height, the perforated pipe may be omitted in lieu of weep holes on 4 feet maximum spacing. The weep holes should consist of 4-inch diameter holes (concrete walls) or unmortared head joints (masonry walls) and not be higher than 18 inches above the lowest adjacent grade. Two 8-inch square overlapping patches of geotextile fabric ( conforming to CalTrans Standard Specifications for "edge drains") should be affixed to the rear wall opening of each weep hole to retard soil piping. R-Value Test Results and Pavement Design Eight R-value samples were obtained from the project site at the locations shown on the attached site plan. The samples were tested in accordance with the State of California Materials Manual Test Designation 301. Results of the tests are as follows: Sample Depth Description R-Value at Equilibrium 1 12-24" Silty Sand (SM) 55 2 12-24" Silty Sand (SM) 56 3 12-24" Silty Sand (SM) 61 The test results are moderate and indicate good subgrade support characteristics under dynamic traffic loads. The following table shows the recommended pavement sections for various traffic indices. Traffic Index Aspbaltic Concrete Class Il A1:!:!!regate Base* Compacted Subgrade** 4.0 2.0" 4.0" 12.0" 4.5 2.5" 4.0" 12.0" 5.0 2.5" 4.0" 12.0" 5.5 3.0" 4.0" 12.0" 6.0 3.0" 4.0" 12.0" 6.5 3.5" 4.0" 12.0" 7.0 4.0" 4.5" 12.0" 7.5 4.0" 5.5'' 12.0" Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc * 95% compaction based on ASTM Test Method Dl557 or CAL 216 ** 90% compaction based on ASTM Test Method Dl557 or CAL 216 KA No. 022-18058 Page No. 13 If traffic indices are not available, an estimated (typical value) index of 4.5 may be used for light automobile traffic and an index of 7 .0 may be used for light truck traffic. The following recommendations are for light-duty and heavy-duty Portland Cement Concrete pavement sections. Traffic Index 4.5 Traffic Index 7.0 PORTLAND CEMENT PAVEMENT LIGHT DUTY Portland Cement Concrete*** Class II Airnregate Base* Compacted Subgrade** 5.0" --12.0" HEAVY DUTY Portland Cement Concrete*** Class II A1rn:reirate Base* Compacted Sub2rade** 6.5" -- * 95% compaction based on ASTM Test Method D1557 or CAL 216 ** 90% compaction based on ASTM Test Method D1557 or CAL 216 ***Minimum compressive strength of 3000 psi 12.0" As indicated previously, fill material is located throughout the site. It is recommended that any uncertified fill material encountered within pavement areas be removed and/or recompacted. The fill material should be moisture-conditioned to at or above optimum moisture and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D 1557. As an alternative, the Owner may elect not to recompact the existing fill within paved areas. However, the Owner should be aware that the paved areas may settle which may require annual maintenance. At a minimum, it is recommended that the upper 12 inches of subgrade soil be moisture-conditioned as necessary and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D 1557. Seismic Parameters-2016 California Building Code The Site Class per Section 1613 of the 2016 California Building Code (2016 CBC) and Table 20.3-1 of ASCE 7-10 is based upon the site soil conditions. It is our opinion that a Site Class Dis most consistent with the subject site soil conditions. For seismic design of the structures based on the seismic provisions of the 2016 CBC, we recommend the following parameters: Seismic Item Value CBC Reference Site Class D Section 1613.3.2 Site Coefficient Fa 1.071 Table 1613.3.3 (1) Ss 1.072 Section 1613.3.1 SMs 1.148 Section 1613.3.3 Sos 0.765 Section 1613.3.4 Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc LIMITATIONS KA No. 022-18058 PageNo. 15 Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although your site was analyzed using the most appropriate and most current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to advancements in the field of Soils Engineering, physical changes in the site, either due to excavation or fill placement, new agency regulations, or possible changes in the proposed structure after the soils report is completed may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that 2 years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations may be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Soils Engineer should be notified of any changes so the recommendations may be reviewed and re-evaluated. This report is a Geotechnical Engineering Investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc APPENDIX A Appendix A Page Al FIELD AND LABORATORY INVESTIGATIONS Field Investigation The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Thirteen 4½-inch to 6½-inch diameter exploratory borings were advanced. The boring locations are shown on the site plan. The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System. Modified standard penetration tests were performed at selected depths. This test represents the resistance to driving a 2½-inch diameter split barrel sampler. The driving energy was provided by a hammer weighing 140 pounds falling 30 inches. Relatively undisturbed soil samples were obtained while performing this test. Bag samples of the disturbed soil were obtained from the auger cuttings. All samples were returned to our Clovis laboratory for evaluation. Laboratory Investigation The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. In-situ moisture content, dry density, consolidation, direct shear, and sieve analysis tests were completed for the undisturbed samples representative of the subsurface material. R-value tests were completed for select bag samples obtained from the auger cuttings. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory borings and laboratory determinations are presented in this Appendix. Krazan & Associates, Inc. With Offices Serving The Western United States 022 I 8058 Report {Stockdale Shopping Ctr).doc UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART CONSISTENCY CLASSIFICATION COARSE-GRAINED SOILS Description Blows per Foot (more than 50% of material is larger than No. 200 sieve size.) Granular Soils Clean Gravels (Less than 5% fines) Very Loose <5 ~•:'; Well-graded gravels, gravel-sand .. GW ••• mixtures, llttle or no fines GRAVELS ... •:~ More than 50% i?=~ GP Poorly-graded gravels, gravel-sand .o~ of coarse :-:;D:<; mixtures, little or no fines Loose 5-15 Medium Dense 16-40 Dense 41-65 Very Dense > 65 fraction larger Gravels with fines (More than 12% fines) than No. 4 sieve size GM Silty gravels, gravel-sand-silt mixtures Cohesive Soils Very Soft <3 Soft 3-5 ~ GC Clayey gravels, gravel-sand-clay mixtures Firm 6-10 Stiff 11-20 Clean Sands (less than 5% fines) Very Stiff 21-40 : .. :-:-SW Well-graded sands, gravelly sands, .. :.:•: little or no fines SANDS :-:•:• .· ·,: 50% or more SP Poorly graded sands, gravelly sands, of coarse ,• ·, little or no fines fraction smaller Sands with fines lMore than 12% fines) than No. 4 1· sieve size '' ' SM Silty sands, sand-silt mixtures ,( :·: Hard >40 GRAIN SIZE CLASSIFICATION Grain Type Standard Sieve Size Grain Size in Millimeters Boulders Above 12 inches Above 305 Cobbles 12 to 13 inches 305 to 76.2 ~ SC Clayey sands, sand-clay mixtures 10. .. ·~ FINE-GRAINED SOILS (50% or more of material is smaller than No. 200 sieve size.) Gravel 3 inches to No. 4 76.2 to 4.76 Coarse-grained 3 to¾ inches 76.2 to 19.1 Fine-grained ¾ inches to No. 4 19.1 to 4.76 Sand No. 4 to No. 200 4.76 to 0.074 Inorganic silts and very fine sands, rock SILTS ML flour, silty of clayey fine sands or clayey AND silts with sllght plasticity CLAYS ~ Inorganic clays of low to medium Liquid limit ~ CL plasticity, gravelly clays, sandy clays, less than silty clays, lean clays Coarse-grained No. 4 to No. 10 4.76 to 2.00 Medium-grained No. 10 to No. 40 2.00 to 0.042 Fine-grained No. 40 to No. 200 0.042 to 0.074 Silt and Clay Below No. 200 Below 0.074 50% -I---Organic silts and organic silty clays of ~ -OL -low plasticity ~--PLASTICITY CHART ,_ - Inorganic slits, micaceous or SILTS MH dlatomaceous fine sandy or silty soils, elastic silts AND CLAYS CH Inorganic clays of high plasticity, fat Liquid limit clays 50% or greater Organic clays of medium to high OH plasticity, organic silts HIGHLY ._\I, ORGANIC .!t. ~ PT Peat and other highly organic soils SOILS il 60 l 50 ' ~ 40 C :!: 30 ~ u 20 j:: ~ 10 CL .,v CH / / ,, ALINE: Pl= o·73(LL.-20l CL .. v MH.lOH ./ V ........ CLtlli. .··.7 ML&,OL O O 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) {%) Log of Boring 83 Project: Stockdale River Village Shopping Center Client: Stockdale River Village, LLC Location: NWC Stockdale Highway and Heath Road, Bakersfield, CA Depth to Water> SUBSURFACE PROFILE Description g 0 ..c .s:::, -C. E Q) >, 0 en ·1t1:·'.-~-:· - -Ji '' ~ ~:i t,}~: ::.~r-J:) ~;,;~1~~- 22 ·tl'"-!'·~• l~ij.,•~f-,_ ... . J' J:ij -1":·r"k"' l~~:;:tI 24-t/f -(i!:'~,-1, End of Borehole 26 - - 28- 30 - 32 - - 34 - 36- 38 - 40 Drill Method: Hollow Stem Drill Rig: CME 45C-1 Driller: Chris Wyneken Initial: None SAMPLE -- 13' E:: ~ ;:;. -::R. ~ "iii C e! ~ Q) ::, 0 en Cl) Q) ~ 2:-·5 C. >, 0 0 :ii: I-a:i 107.1 3.7 61 Krazan and Associates Project No: 022-18058 Figure No.: A-3 Logged By: Wayne Andrade At Completion: None Penetration Test 20 blows/ft Water Content(%) 40 60 10 20 30 40 -·----t----·-····J-··-----·--L -·---J _______ 1 • Drill Date: 6-6-18 Hole Size: 6½ Inches Elevation: 25 Feet Sheet: 2 of 2 Sieve Openings in Inches 3 1-1/2 3/4 1/2 L L I I --,-- I I I I i I I I I I : I I '. I I ! I I I I I 100 Coarse Project Name Project Number Soil Classification Sample Number I I I I Gravel I 3/8 10 Grain Size Analysis U.S. Standard Sieve Numbers Hydrometer #4 #8 #16 #30 #50 #100 #200 l 1 .1 I I I I I I r I I -I -I 11 I \ II I . ' ; I I I I I : I ! I , I I i I I I I I I I I ! 11 I I I ; I I I I I : I . I 1 , I ~ Fine Coarse I ~ I : I I \ I I '. I . I I I I I I I 1 I I I I I I I I I I . I I I I ; I I I ! I I I l I : I I ! I I I I 0.1 Grain Size in Millimeters Sand Medium I Fine I I I I I I I I I I I I I I I I I I 1 111 I I I I I I I I (Unified Soils Classification) Stockdale River Village Shopping Center 022-18058 ML 86@2-3' I I I I I I I . I I I • I . ! . I I j I I ; I I I I ; I I . I I I I I I I : I I I I i I I I I : 0.01 Silt or Clay 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0.001 C) z en u, <C ll. I-z w u 0:: w ll. Krazan Testing Laboratory Sieve Openings in Inches 3 1/2 --L. L 1-1/2 3/4 I I I I I I I . I I I I I I I I I r I I I I -I I I '. l I I I I I I I I I 100 Coarse Project Name Project Number Soil Classification Sample Number I I I I I I I I I I I I I I I I I Gravel I 3/8 10 Grain Size Analysis U.S. Standard Sieve Numbers Hydrometer #4 #8 #16 #30 #50 #100 #200 l .1. I I I 1 I I I j i ~ I' I -I I j j I I I I\ I I '. I I I i ; I I : I 1\ I ; I i I I : j i I .1 : I I " I I -I I I I ! I I i l I \. I I I I . I . J I I _ I I I I I I . l I I I I I I I I I I i I i I I 11 I I I I I 11 I I I I I I I I I I I I I ! I I I Fine Coarse I 0.1 Grain Size in Millimeters Sand Medium I Fine (Unified Soils Classification) Stockdale River Village Shopping Center 022-18058 SM-ML 813@ 2-3' I I : I I I I : I I I I I I I I I I I . I I : I I I I I I I I I I I 1 1 I 0.01 Silt or Clay 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0.001 (!) z en Cl) <( Q. I-z w u 0::: w Q. Krazan Testing Laboratory GENERAL APPENDIXB EARTHWORK SPECIFICATIONS Appendix B Page B.1 When the text of the report conflicts with the general specifications m this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Soils Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified by the project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less than 90 percent relative compaction based on ASTM Test Method D1557 or CAL-216, as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc AppendixB PageB.2 SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the Contract documents for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or windblown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter detennined by the Soils Engineer to be deleterious or otherwise unsuitable. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree roots removed in parking areas may be limited to the upper 1 ½ feet of the ground surface. Backfill of tree root excavations should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted. SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, building or slab loads shall be prepared as outlined above, excavated/scarified to a depth of 12 inches, moisture-conditioned as necessary, and compacted to 90 percent relative compaction. Loose soil areas, areas of uncertified fill, and/or areas of disturbed soils shall be moisture-conditioned as necessary and recompacted to 90 percent relative compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc AppendixB Page B.3 FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer. PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill areas shall be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill are as specified. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc APPENDIXC PAVEMENT SPECIFICATIONS Appendix C Page C.1 1. DEFINITIONS -The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. The term "Standard Specifications": hereinafter referred to is the 2010 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the applicable tests outlined in the Materials Manual. 2. SCOPE OF WORK -This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically noted as "Work Not Included." 3. PREPARATION OF THE SUBGRADE -The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 90 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses. 4. UNTREATED AGGREGATE BASE -The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class 2 material, 1 ½ inches maximum size. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent. 5. AGGREGATE SUBBASE -The aggregate subbase shall be spread and compacted on the prepared subgrade in confom1ity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class 2 material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Repo11 (Stockdale Shopping Ctr).doc Appendix C Page C.2 6. ASPHAL TIC CONCRETE SURF ACING -Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades and dimensions shown on the plans. The viscosity grade of the asphalt shall be PG 64-10. The mineral aggregate shall be Type B, ½ inch maximum size, medium grading and shall conform to the requirements set forth in Section 39. The drying, proportioning and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment and spreading and compacting mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50° F. The surfacing shall be rolled with a combination of steel wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine. 7. FOG SEAL COAT -The fog seal (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of Section 3 7. Krazan & Associates, Inc. With Offices Serving The Western United States 02218058 Report (Stockdale Shopping Ctr).doc