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HomeMy WebLinkAbout3166; PALOMAR AIRPORT RD; GEOTECHNICAL REPORT; 1990-09-27- - ,.- I / - - 0• PH. :1 I -1 F - -- - •.:.. - -- . . 4 V. • _Vc. ,.- • -V -( - - - -- -, : • - -. ;. - L_'. , -':-- - •- .: - . _:- •e1 . 'V. C GEOTECHNICAL REPORT FOR THE PROPOSED PALOMAR AIRPORT ROAD IMPROVEMENTS EAST OF EL CAMINO REAL CARLSBAD, CALIFORNIA For: o P&D TECHNOLOGIES 401 West A Street Suite 2500 San Diego, California Submitted by: KLEINFELDER, INC. 9771 Clairernont Mesa Boulevard Suite G San Diego, California 92124 (619) 541-1145 I k"KLE IN FELDER I I September27, 1990 Project No. 1551-01 I P&D Technologies I 401 West A Street, Suite 2500 San Diego, California 92101 JUN1993 RECEIVED EnvlCmnt / I Attention: Mr. Roger Hocking Director of Public Works SUBJECT: GEOTECHNICAL REPORT FOR PALOMAR AIRPORT ROAD IMPROVEMENTS' EAST OF EL CAMINO REAL CARLSBAD AND SAN MARCOS, CALIFORNIA I Dear Mr. Hocking: We are pleased to submit our investigation for the proposed Palomar Airport Road I improvements from 1,000 feet east of El Camino Real in Carlsbad to Avenida Rosas in San Marcos, California. This report was issued in draft form on July 13, 1990 for comments. I These comments were reviewed, and the report was modified accordingly. This report provides a description of the investigation performed and our recommendations for geotechnical design and construction of the project. In summary, the soils at the proposed subgrade level consist primarily of sandy clay, clayey sand, sandy claystone, and clayey sandstone. These basement soils are moderately plastic with moderate to very high expansion potential. Although these soils have relatively poor subgrade support ability, they are suitable for embankment construction and roadway subgrade with proper moisture conditioning, compaction, and adequate pavement thickness. Five alternate pavement sections are presented for your review. KLE(NFELDER 9555 Chesapeake Drive, Suite 101, San Diego, CA 92123 (619) 541-1145 Project No. 51-1551-01 Page 2 Should there be any questions with regard to the information submitted in this report, or if we can be of further service, please do not hesitate to contact our office. Sincerely, KLEINFELDER, INC. /~"4&jen'- I - Rick E. Larson Senior Associate RCE 39226, GE 2027 REL:sf , ;._._.•( i No. 2027 i Exp./ZI KLEINFELDER 9555 Chesapeake Drive, Suite 101, San Diego, CA 92123 (619) 541-1145 I KLEINFELDER I - EXECUTIVE SUMMARY ' A.- The majority of the soil found at the proposed subgrade level consist of sandy clay, clayey andf 11tone, and clayey sandst. The soils which are primarily fine grained exhibit medium plasticity and medium to very high expansion potential. Shrinkage values on the order' of -10 to 15 percent should-be, anticipated for slopewash and .fill- soil; formational, soil will tend to bulk 2 to 5 percent. Subgrade 'support. characteristics ,are generally poor; all R-values on untreatd .subgrade - - samples were 5 or less. Section 5.4 of this report contains preliminary pavement I design options I • - 2. ,The existing soils can be isedin the construction of embankments provided the soils are properly moisture conditioned and compacted The proposed slope ratio of 2:1 I for fills and cuts should be adequate for the indicated maximum slope heights of 24 - and 32 feet, respectively. Where fills are placed on slopes steeper than5 horizontal - I to 1 vertical, keyway trenches and horizontal benches are recommended as shown in guideline earthwork specifications I the 3 From about 1 mile west of Business Park Drive to the east end of the project, the I soils have a severe potential for erodibthty I 4. No significant geologic hazards were encountered or observed along the section of roadway to be improved. 5. The existing:pavemeni can be recycled and reused as either hew fill or aggregate - - base It would also be possible to blend up to 15 percent of the existing asphalt I pavement with virgin hot mix materials to construct the new asphalt surface I 6 CI andl frenc within thed7eptl~ I • - - ' . - S. •'• .- I kEII KLEIN F ELDER Project No. 51-1551-01 Page 1 1.0 INTRODUCTION This report presents the results of the geotechnical engineering investigation Kleinfelder performed for the design of Palomar Airport Road improvements east of El Camino Real. 1.1 PROJECT DESCRIPTION Palomar Airport Road will be developed into four travel lanes with a painted 18-foot median within a full-width graded area and right-of-way based on the ultimate street width. The ultimate proposed project includes the construction of Palomar Airport Road to prime arterial standards within the City of Carlsbad from 1,000 feet east of El Camino Real to approximately Business Park Drive, a length of approximately 11,000 feet. The project also includes the construction of San Marcos Boulevard (also known as Encinitas Road) in the City of San Marcos from Business Park Drive to Avenida Rosas, a length of approximately 3,600 feet, also to be developed to prime arterial standards. The location of the section of roadway to be improved is shown on Plate Al. A prime arterial consists of 6 traveled lanes, a bike lane, an 18-foot-wide raised landscaped median, sidewalks, curb and gutter, and streetlights with a curb-to-curb width of 106 feet within a right-of-way width of 126 feet. Preliminary design plans indicate that maximum fills and cuts on the order of 24 and 32 feet, respectively, are anticipated. 1.2 PURPOSE AND SCOPE The purpose of this investigation was to explore and evaluate the surface and subsurface conditions along the section of roadway to be improved and provide geotechnical design parameters and recommendations in accordance with our proposal dated April 13, 1990. KLEIN F ELDER Project No. 51-1551-01 Page 2 The scope of the investigation included field explorations consisting of 18 borings and 4 pavement cores, laboratory testing of selected soil and pavement samples, and engineering studies to evaluate site conditions and develop soil and pavement design recommendations for roadway improvements. In addition, we have made an evaluation of the feasibility of recycling the existing pavement materials. 1.3 AUTHORIZATION This investigation was authorized by Mr. Marinus Baak of P&D Technologies with a signed contract dated April 16, 1990. KLEIN FE L D ER Project No. 51-1551-01 Page 3 2.0 FIELD EXPLORATION AND LABORATORY TESTING We explored subsurface conditions by drilling, or hand augering,tJghteentestbori at the approximate locations shown on Plates A2, A3, and A4. In addition, the existing pavement was cored at four of the boring locations to evaluate thickness and obtain component samples for testing. Logs of borings and a description of exploration and sampling methods are presented in Appendix B. Descriptions of laboratory tests and their results are presented in Appendix C. KLE INkn FE L D E R Project No. 51-1551-01 Page 4 3.0 SITE AND SUBSURFACE CONDITIONS 3.1 SITE CONDITIONS The site includes the portion of Palomar Airport Road from 1000 feet east of El Camino Real in Carlsbad to Avenida Rosas in San Marcos, a length of approximately 14,600 feet. Portions of the existing road alignment have recently been improved, including the north side of Palomar Airport Road between El Camino Real and Loker Avenue East, and both sides of Palomar Airport Road for about 500 feet at the east end of the project. The roadway alignment from El Camino Real to about Business Park Drive generally follows the natural, gently sloping topography, with minor cuts and fills on the order of about 3 to 5 feet. Elevations along the roadway generally range between 300 to 500 feet (MSL datum). The portion of the roadway from Business Park Drive, east to Avenida Rosas, is constructed along the north side of a relatively steep northeast trending natural canyon. A 12 to 15 foot high relatively steep cut slope is located to the north of the roadway immediately east of Business Park Drive. To the east of the cut slope, the roadway descends as it crosses tributary drainages along the north side of the northeast trending canyon. From El Camino Real to Business Park Drive, the properties adjacent to the roadway are generally utilized for farming, with the exception of a business park to the north of Palomar Airport Road between Laker Avenue East and Laker Avenue West. East of Business Park Drive, the areas adjacent to the roadway are generally undeveloped except for occasional single family dwellings. Large residential developments exist and are being constructed at the extreme east end of the project. J KLEINF[LDER I Project No. 51-1551-01 I Page 3.2 GEOLOGIC SETTING I The site is located in the Peninsular Ranges Geomorphic Province of southern California. The Peninsular Ranges Province is characterized by its northwest structural trend which roughly parallels the dominant fault systems in the region. I The southern portion of the Peninsular Ranges Geomorphic Province is known as the San Diego Embayment. The San Diego Embayment consists of thick sequences of marine and I nonmarine sediments. These sedimentary rocks form an eastward thinning wedge of continental margin deposits extending from Oceanside, California southward to the Mexican border. The basement rocks upon which the sediments were deposited consist of mildly metamorphosed volcanic rocks and igneous rocks of the southern California batholith. Published geologic maps and literature indicate that the general site area is underlain by the I Eocene Del Mar Formation. The Del Mar Formation is generally composed of interbedded marine claystone, clayey siltstone, clayey sandstone, and sandstone. Due to the I predominantly clayey nature of the Del Mar Formation, it is considered to be locally expansive and susceptible to landslides and ,slope failure. I 3.2.1 Faulting and Seismicity The site is located in the seismically active southern California region. The San Andreas I . fault system of California comprises a number of northwest trending, predominantly right- lateral strike-slip faults at the boundary between the Pacific and North American tectonic I plates. As the Pacific plate moves northwestward relative to the adjacent North American plate, stress accumulates and is relieved by strain along the many known faults of the San Andreas system. In the general site area, these include the San Jacinto, Elsinore, and Newport-Inglewood fault zones, the San Clemente fault, the Rose Canyon fault and the "off- shore zone of deformation" (termed the Coronado Banks fault by some authors). 1 I M KLEINFELDER Project No. 51-1551-01 Page 6 Numerous fault features have been mapped in roadcuts, excavations for utility lines, and in cuts for residential and commercial tract development in the north San Diego County region. For the most part, through-going fault zones have not been established, perhaps due, in part, to lack of detailed study. The implication is that with continuing development, many more of these faults will likely be uncovered, disclosing a more complex pattern of faulting, and perhaps delineating true fault zones (Weber, 1983). A fault feature is mapped (Weber, 1983) in the steep cut slope to the north of Palomar Airport Road between Business Park Drive and Avenida Rosas. Additionally, a fault trace was observed in a large diameter boring performed for the development of the business park north of Palomar Airport Road between Laker Avenue East and Laker Avenue West. Displacement of Holocene sediment, indicating recent activity has not been established at either location; therefore, recent activity is not indicated. Although the possibility of future seismicity related to these features cannot be precluded on the basis of the what is known at this time, it is our opinion that the risk of surface rupture impacting the proposed project is low. The site is located in the seismically active southern California region, and is likely to be subjected to moderate to strong seismic shaking during the design life of the project. Seismic shaking at the site could be generated by events on any number of known active and potentially active faults in the region. We have performed a computer aided evaluation of the anticipated ground accelerations at the site from seismicity on faults within a 100 kilometer radius of the site. Based on the results of the computer search, peak horizontal ground accelerations of approximately 0.15g (g is the acceleration due to gravity) could be produced at the site by maximum probable events on the Rose Canyon fault (8 miles west of the site), the "Offshore Zone of Deformation" (12 miles west of the site), and the Elsinore fault (22 miles northeast of the site). I &i I Project No. 51-1551-01 Page 3.2.2 Landslides I The Del Mar Formation is a predominantly clayey unit which is considered to be locally susceptible to landslides and slope failures. We have reviewed geologic maps, technical I literature, and aerial photographs of the general site area. The majority of the terrain in the immediate vicinity of the roadway is relatively gently sloping. One recent slope failure is mapped adjacent to the south side of the deep northeast trending canyon at the extreme east end of the road alignment. This failure is no longer evident in the field due to recent residential development in the area. We did not observe any indications of landsliding in the immediate vicinity of the road alignment; however, cut slopes should be observed in the field during construction to verify that no adverse geologic features are present which indicate previous landslide movement or possible slope instability. I 3.3 EXISTING PAVEMENT SECTIONS In general, the new pavement is in reasonably good condition. The portion of the pavement I which has not been improved is generally in poor condition and lacks the required pavement section to accommodate the design traffic index of 9. The following table indicates the pavement sections encountered at the locations cored: I Boring Number Asphalt Thickness Aggregate Base Thickness B4 5.511 12.5" I B5 . 3.5" 14" B10 7" none B13 7" none I 1 I I EI KLEINFELDER Project No. 51-1551-01 Page 8 3.4 SUBSURFACE CONDITIONS Our subsurface investigation generally indicates that the road alignment is underlain by siltstones, and sandstones f the Eocene Del Mar Formation. The formational materials sometimes contain caliche and gypsum and are locally stained and cemented with iron oxide. The formational materials are locally overlain by surficial deposits of fill and slopewash consisting mainly of sandy clay and clay. and are present in the agricultural fields adjacent to the roadway inthe area between El Camino Real and Business Park Drive. The existing roadway is also locally underlain by fill where small drainages cross the alignment and where the alignment runs along sloping surfaces. kn KLEIN FELDER I Project No. 51-155101 i Page 4.0 ANALYSIS AND DISCUSSION 4.1 GENERAL SITE ASSESSMENT From a geotechnical engineering standpoint, the proposed roadway improvements are generally suitable. However, the appreciable quantities of clay present in the subsurface I materials over a large portion of the area do impact the alignment to a degree. These clay materials have relatively poor subgrade support characteristics and tend to be moderately to very highly expansive. These conditions can be mitigated through thickened pavement sections, proper moisture conditioning and compaction, and lime treatment. The erodibility for the soils along the alignment vary from slight for the predominant clay soils to severe for the friable sandstone with little clay binder. From about one mile west of Business Park Drive to the east end of the project, the soils have a severe potential for erodibiity. This is especially true for that portion of the roadway with the - existing steep cuts in sandstone. Sedimentation and erosion can be mitigated through implementation of proper sedimentation and control measures in the design and during construction. 4.2 GEOLOGIC HAZARDS Our field studies and review of the geologic literature and air photos did not disclose the presence of known active faults or landslides crossing the roadway alignment. In our opinion, the potential impact from geologic hazards is relatively low. 4.3 SLOPE STABILITY Stability of selected proposed cut and fill slopes were analyzed to evaluate their gross stability by using a computerized slope-stability program (PCSTABL4). The unit-weight and shear strength parameters used in our analyses are based on our laboratory shear test results, our experience with similar types of soils in San Diego County, and our professional judgement. These parameters are cited below: kn KLEINFELDER Project No. 51-1551-01 Page 10 Moist Unit Weight Cohesion Friction Angle Soil Type (pcf) (pcf) (Degree) Compacted Fill 118 270 20 Undisturbed Soil/ 123 600 30 Formation We performed stability analyses for the proposed slopes using the Janbu method. For the seismic condition, we assumed a horizontal earthquake loading coefficient of 0.15. The results of these analyses indicate that slopes constructed in accordance with the recommendations have calculated factors of safety in excess of , 1.5 against deep seated failure under static and seismic conditions. The slopes which were analyzed are listed below: Station Slope Type Slope Height (Ft.) Slope Ratio 197+00, North Side Fill 14.5 2:1 220+50, South Side Fill 24.0 2:1 228+50, North Side Cut 32.0 2:1 Surficial instability of on-site soils exposed in the proposed cut and fill slopes are considered low assuming that slopes are provided with appropriate surface drainage systems and are landscaped immediately after grading. Berms or brow-ditches should be provided at the tops of all slopes. At the present time, we do not anticipate any significant amount of seepage at the cut slope faces. Project No. 51-1551-01 Page 11 I 4.4 SHRINKAGE AND SUBSIDENCE . I The following earthwork shrinkage and subsidence values may be used for preliminary - earthwork balance calculations. Shrinkage or bulking occurs when a material is excavated I and replaced at a new density, substantially different than its original density Subsidence results when the material shrinks following in-place ground processing, suchas scarifying and I precomp action.-., The values are based upon a limited number of density tests and exploratory borings. A better approximation can be developed during the early stages df I site work so that adjustments of crests and toes of slopes can be field adjusted to balance the earthwork quantities. 1iildbe in Murat soildensity7 I very app rOiiiã e. 1 Soil Unit . Shrink/Bulk Factor.. Subsidence Alluvium/Colluvium, 10 to 15% Shrink 6.15' I topsoil, existing fill soils I Formational Soils - 2 to 5% Bulk 0 00' (siltstones, claystones, sandstones) Please note that these values do -not "include any factof to account for losses due to stripping or construction wastage 1 un tIistd1i6iJ I I i P i - k'EI KLEINFELDER Project No. 51-1551-01 Page 12 Boring Approximate Depth of Alluvium/Colluvium, Topsoil, Existing Fill Soils (Ft.) Bi 0.5 B2 1 B3 0 B4 2 B5 1.5 B6 3.5 B7 0 B8 3 B9 7 B1O 2.5+ * Bil 4 B12 0.5 B13 . . 5 B14 3 B15 2.5 B16 3.0 B17 3.0 B18 5.5+ * Boring terminated at 2.5 due to utility, trench. 4.5 ANTICIPATED POST-CONSTRUCTION FILL SETTLEMENT The post-construction settlement of fills following complete removal and recompaction of the soils above the dense formational materials to 90% of the ASTM D1557 maximum dry density is estimated as being approximately 0.2% of the fill thickness. The settlement during construction is anticipated to occur as the material is being placed. For properly constructed fills with thicknesses of 20 feet, the post-construction settlement is anticipated to be on the order of 0.5 inches. Case-history studies in the technical literature indicate that post- % KLEIN F ELDER Project No. 51-1551-01 Page 13 construction settlement on similar soils compacted to similar densities may occur as long term creep over periods as long as 1 to 2 years. 4.6 RECYCLED PAVEMENT MATERIALS The existing single and two-lane pavements, which have not been upgraded, do not have sufficient structural thickness and width to carry the proposed traffic for a traffic index of 9. To accommodate the proposed improvements, the old pavement will need to be removed. It is technically feasible to recycle the existing aggregate base and asphalt concrete for use as unstabilized base for the new pavement through in-place grinding and pulverization. As a minimum, the existing pavement can be pulverized and used as fill rather than being transported to a landfill. There are at least three local contractors who have the equipment to process the material. The processed material should be required to meet the minimum requirements of Section 200-2.5, Processed Miscellaneous Base, of the most recent edition of the Standard Specifications for Public Works Construction. It is also technically feasible to convert the processed pavement material to stabilized base by the addition of cement or emulsified asphalt. The contractor should be required to submit a tentative job-mix formula for review by the geotechnical engineer and the City of Carlsbad. Treated base materials should conform to Section 301-3.3, Cement-treated Base, and Section 301-4, Bituminous Stabilized Base, of the most recent edition of the Standard Specifications for Public Works Construction. The existing pavement materials can also be reclaimed and mixed with virgin hot mix materials. The amount of recycled asphalt pavement should not exceed 15 percent of the total mix. Recycled asphalt concrete should conform to the general requirements of Section 203-7, Recycled Asphalt Concrete-Hot Mix, of the Standard Specifications for Public Works Construction. The contractor should be required to submit a tentative job-mix formula for review by the geotechnical engineer and the City of Carlsbad. k9 KLEINFELDER Project No. 51-1551-01 Page 14 4.7 LIME-TREATED SOIL It is our opinion that the clay soils should be capable of having their subgrade support characteristics improved through lime treatment. We anticipate that a gravel factor of 1.2 can be obtained by treatment with 3 to 4 percent quicklime by thy unit weight. However, additional testing would be necessary to confirm this assumption, especially since some of the borings indicate the presence of gypsum which may be detrimental to lime stabilization. In general, lime-treated subgrade should meet the requirements of Section 301-5 of the Public Works Specifications for Public Works Construction. EI K LE I N F ELDER Irw Project No. 51-1551-01 Page 15 5.0 RECOMMENDATIONS 5.1 SEDIMENTATION AND EROSION MITIGATION As previously discussed, the erodibility of the native soils varies from slight to severe, with the most severe conditions being found from about one mile west of Business Park Drive to the end of the project. Other severe erodibility areas may be exposed during construction. The amount of erosion for completed fills and cut surfaces is anticipated to I be extremely dependent on the care and effort exercised by the contractor. Without proper sedimentation and erosion design and mitigation measures during construction, there is a strong possibility that runoff from the site to nearby ditches and streams may carry unacceptable amounts of sediments to pollute surface waters and fill adjacent low areas. I Temporary measures which the contractor can use to mitigate sediment and erosion I problems may include, but are not limited to, the following items or practices: I . Placement of spoils uphill from excavation areas. Work areas at roadways and near ditches can be cleaned up and graded to I the approximate finish grades at the end of each work day. I . Excess excavation and debris can be placed in centralized areas outside the immediate construction area which are free from flooding or wash out. I . Dewatering and drainage of the site can be done in such a manner that sediment from the site is not discharged to nearby surface'-waters or ditches. I Sediment mitigation measures may also include the construction of strawbale sediment barriers, diversion dikes, filter berms, or filter fences. I . The contractor can follow other mitigation procedures as outlined in the latest edition or printing of the "Erosion and Sediment Control Handbook" prepared I by the California Department of Conservation. Slopes can and should be maintained in a dressed and compacted condition I free of loose fill. I K LEI N FELDER Project No. 51-1551-01 Page 16 We recommend that the contractor be required to submit a sediment and erosion mitigation plan for review for completeness by the project landscape architect. Longer term measures which can be used to mitigate sediment and erosion problems after construction include: Stabilization of construction disturbed areas by planting natural grasses. Proper contouring of the site with regard to final drainage paths, diversion dikes, filter berms, and erosion resistant ditch linings. Following other procedures as outlined., in the latest edition or printing of "The Erosion and Sediment Control Handbook" prepared by the California Department of Conservation. 5.2 EARTHWORK Grading and earthwork should be performed in accordance with the following recommendations and the General Grading and Earthwork Specifications included in Appendix D. 5.2.1 Clearing and Grubbing In the text of this report, clearing and grubbing refers to work operations which should occur prior to excavation and fill placement for mass grading. This work should normally commence afterthe contractor's plans for sedimentation and erosion control have been reviewed. Clearing and grubbing operations should consist of clearing the surface of the ground within the designated project area of all trees, stumps, down timber, logs, snags, brush, undergrowth, hedges, heavy growth of grass or weeds, fences, debris, or natural obstructions. Also, included in this operation should be the stripping of surface organics, grubbing of stumps and roots, and the disposal from the immediate work area of all spoil materials resulting from the clearing and grubbing operation. Clearing and grubbing may be completed in phases to reduce erosion potential. In areas that are designated to be k9 KLEINFELDER Project No. 51-1551-01 Page 17 cleared and grubbed, all stumps, roots, buried logs, brush, grass, topsoil, and other unsatisfactory materials should be removed. Stumps, roots, and other projections over 11/2 inches in diameter should be grubbed out to a minimum depth of 18 inches below the existing or finished surrounding ground, whichever is lower. All holes remaining after the grubbing operation in the fill area should be widened as necessary to permit access for compaction equipment. The hole should then be filled with acceptable material, moisture conditioned as required, and properly compacted in layers in accordance with the methods and density for fill materials outlined in the earthwork section of this report. The same construction procedures should be applied to holes remaining after grubbing the excavation areas where the depth of holes exceeds the depth of the proposed excavation. Stripping of surface organics should generally require removal of an anticipated one to two inches of surface materials.. There may be localized areas where stripping to greater depths may be required. This organic material is not suitable for use within the fills. After the clearing and grubbing operation has been completed in an area, the next step would be to prepare the fill areas. All fill areas should be proofrolled with a wheel tractor scraper which has a minimum scraper axle load of 45,000 pounds (a loaded Caterpillar 621 or equivalent). We recommend that four passes, ideally with two passes perpendicular to the others, should be completed. This proofrolling should be observed by the geotechnical consultant. Soft or wet areas that deflect under the proofrolling should be removed as required. Stream channels and ditches may require ,some additional excavation to remove soft material and to provide access prior to proofrolling. Soils that deflect under the proofrolling operations due to excessive moisture, but which are otherwise suitable for use as fill materials, should be excavated, dried, and recompacted. We anticipate that the underlying formational materials should have adequate resistance to deflection. j KEINFELDER I I I. I ... I . I I I I I I ' I.. I Project No. 51-1551-01 Page 18 After the proposed fill area subgrades have been proofrolled and the deflecting material removed, the next operation should be to scarify the fill area subgrade to a depth of 6 inches. The surface should then be moisture conditioned as required and worked with a harrow, disk, blade, or similar equipment to obtain a uniform moisture distribution at 2 to 5% above optimum moisture content. The optimum moisture content and maximum dry density for the subgrade material should be obtained in accordance with ASTM D-1557 "Test for Moisture-Density Relations of Soils Using a 10-lb. Rammer and 18 inch Drop." After a uniform moisture content has been obtained, the scarified area should be compacted to at least 90% of ASTM D-1557 maximum dry density. Areas of the subgrade which cannot be scarified without resorting to light ripping do not require scarification prior to filling operations. 5.2.2 Excavation . - ~zbo—nes 74 in—fFnal-soils,-espe-cially-in-the-lopes existing-st_ro east/ 5.2.3 Slopes We recommend that all slopes be constructed at slope inclinations no steeper than 2 horizontal to 1 vertical for the maximum anticipated slope height of 35 feet. Slopes constructed at inclinations steeper than 2:1 are particularly susceptible to shallow sloughing in periods of rainfall and upslope runoff. Periodic slope maintenance may be required, especially in the sandy soils. Proposed cut slopes in formational materials may expose adverse bedding or other questionable geologic conditions. Therefore, we recommend that all cut slopes be mapped I 1 k9 KLEINFELDER Project No. 51-1551-01 Page 19 during grading by a geologist from our office. Final evaluation of additional slope stabilization, if necessary, will be made in the field during grading. We recommend that highly expansive clays and claystones not be placed within approximately 15 feet (measured horizontally) of the fill slope face. The sandstones and clayey sands should be placed in this zone. Material obtained from the widening of the roadway east of Business Park Drive can be mixed with some of the more clayey materials to provide suitable material for the outward slope face. Basal keys for fill slopes should be observed and approved in the field by the geotechnical consultant. Where fill-over-cut slopes are proposed, it is recommended that the cut portion be completed prior to fill placement. A minimum equipment width fill key should be constructed at the cut/fill contact. A typical fill-over-cut detail is presented in Appendix D. 5.2.4 Fills The on-site soils are generally suitable for use as compacted fill provided they are properly moisture-conditioned and are free of organic material and debris. All areas to receive fill and/or other surface improvements should be stripped of topsoil, scarified to a minimum depth of 6 inches, brought to at least 2 percent over optimum moisture content and compacted by mechanical means. Any import soils should be predominantly granular and nonexpansive, and should be tested for suitability by the geotechnical engineer. Fill materials should be placed in successive horizontal layers of not more than 8 inches in loose thickness for the full width of the area being filled. Prior to rolling the material in layers, the material should be moisture conditioned to within 2 to 5% above the ASTM D- 1557 optimum moisture content and compacted to at least 90% of the ASTM D-1557 maximum dry density. Preferably, the moisture conditioning should take place within the borrow area before the material is transported to the fill area. In placing and compacting fill materials, starting layers should be placed in the deepest portion of the fill. As I 4 Project No 51-1551-01 Page 20 I placement progresses, subsequent layers shbuld be constructed approximately parallel to the finished grade r I Cna -. I tural g JJ I Placement and compaction offill shoul&be performed in general accordance with our 4 General Grading and Earthwork Specifications presented in Appendix D I Sloughing of fill slopes can be reduced by over-building the exterior slope face by at least 3 feet and cutting back to the desired slope. -To a lesser extent, sloughing can be reduced - by backrolhng slopes at frequent intervals As '.a nilnimuni, we recommend that fill slopes I be backrolled at maximum 4-foot fill height intervals Additionally, we recommend that all fill slopes be track-walked or grid-rolled so that a dozer trak or grid-roller covers all - I surfaces at least twice "Feathering" of fill over the tops of slopes should not be permitted I andiIds tone materiàI apabl 3ihes miurndeiiityWithThiiffiffiã1J I Ert. Chunky pieces with maximum dimensions, gi:e'ater than 3 inches should be uniformly ' distributed over the area to be filled so that construction equipment can be operated in such a manner that the larger pieces will be broken into smaller articles and become ' incorporated with the other materials in the layer. This requirement for particle size reduction does not apply to cobbles, small boulders and small hard rock found within the; i surface soils and formational materials I Rocks with a maximum particle size greater than 18 inches should not be incorporated into the fill Some oversize material may be placed at the ends of drainages to act as energy I I I I Project No 51-1551-01 I 9 . Page 21 dissipaters of heavy runoff and to mitiäte erosion in these drainages Oversize material I may also be utilized as landscape or "natural" rock in green belt areas - - ' - I ck4~6 eeedingjj s __ upper When there are large quantities of rocks 'to be placed I . in the fill, rocks should.notbe nested, but should be spread with sufficient room between them so that intervening voids can be adequately filled with fine material to form a dense, I compact mass - .- - ' 5 2.5 Transition Zones Cut and embankment materials should be blended thoroughly at all cut to fill transitions I The larger transition zones should be 3 to 4 feet deep, feathering out in each direction for a distance of 50 feet: The shallower the .filY depth, the smaller the requirement for the I transition zone. In the shallower transition zones, the cuts and fills should be scarified and blended to a depth of 1 foot throughout. ' I - - 5.2.6 Trench Excavation-and Backfill -. I Excavation of trenches in locally cemented' zones in the formational material may be difficult for light-duty backhoes and may require the use of heavy duty track-hoes Trench backfill should be compacted ih uñifdrm lifts with a thickness dependent on the type I and size of 'compaction equipmnt used. Ii general, we recommend a lift not exceeding 8 inches in compacted thickness to be compacted by mechanical means to at least 90 percent relative compaction in accordàhce with ASTM b-1557 maximum dry density.' The moisture I . content of compacted backfill soils -should be a minimum of 2 percent over optimum moisture The maximum dry density and optimum moisture content of backfill soils should I . be obtained in accordance with ASTM D457. KLEIN FE L D ER Project No. 51-1551-01 Page 22 The on-site soils may be used as trench backfill provided they are screened of organic matter and cobbles over 6 inches in dimension. We anticipate that on-site expansive soils will be excavated in blocks or chunks which will be difficult to properly moisture condition and recompact back into a trench without additional processing and care on the part of the contractor. Imported, nonexpansive soils should be considered for use as trench backfill beneath pavements and sidewalks for a lateral distance of at least 5 feet beyond the edge of improvements. Use of on-site expansive soils in non-critical areas still has the potential risk for soil heaving (which may damage buried utilities) and backfill settlement unless these soils have been properly moisture-conditioned and adequately compacted. Due to the high swell potential of these expansive soils, compaction by jetting or flooding is not recommended. Walls of trenches less than 5 feet deep may be constructed at a near-vertical inclination for temporary construction activities. Where trenches are extended deeper than 5 feet, the excavations may become unstable and should be monitored by the contractor for adequate stability prior to personnel entering the trenches. Shoring or sloping of any deep trench or cut may be necessary to protect personnel and provide stability. All trenches and cuts should conform to current Cal-OSHA requirements for work safety. As a general guideline, excavations made below the elevation of proposed pavements or steep slopes should not be closer to the proposed pavements or slopes by a distance equal to the depth of excavation. Care must be taken in the excavation of areas adjacent to pavements and slopes to avoid damage or undercutting of foundation support and/or drying of the supporting soils. These areas should be reviewed on an individual basis for recommendations. 5.3 SOIL CORROSIVITY Soluble sulfate, pH, and resistivity tests were performed on selected samples to evaluate the corrosivity of the subsurface soils. Results of these tests are included in Appendix C. The KLEIN FE L D ER Project No. 51-1551-01 Page 23 test results indicate the existing soils contain a negligible to moderately high concentration of soluble sulfate. Therefore, a Type II cement is recommended for use in concrete which will be in contact with on-site soils. Laboratory tests also indicate that on-site soils have a low to medium minimum electrical resistivity which suggests a potentially corrosive environment for buried metal. The impact of corrosive soil conditions can be mitigated for buried utilities by the use of inert materials or by providing metal pipes with cathodic protection and/or polyethylene encasement. A corrosion specialist should be consulted for more specific recommendations. 5.4 PRELIMINARY PAVEMENT SECTIONS In our analysis and design of pavements, we have performed R-value tests on samples considered representative of subgrade materials encountered at the site. Laboratory R- values of 8 to less than 5 were obtained on the native soils. For design purposes, an R-value of 5 has been assumed. Due to the relatively low strength of the native soil, it may be advantageous to lime treat the subgrade soil. The reaction of the native soil with lime was not tested for this investigation; however, based on past experience, it is anticipated that a gravel factor of approximately 1.2 could be obtained by treating the native soil with 3 to 4 percent lime by dry weight. Alternative pavement sections utilizing lime treated subgrade are presented for the purpose of cost estimation only. If it is decided to use a lime treatment alternative in the bid package, the design should be confirmed with additional testing to verify that adequate chemical reactions are obtained, that gypsum is not in sufficient quantity to be a problem, and the percentage of lime required. The pavement design sections presented in the following table are based upon an R-value of 5 in general conformance with Caltrans design procedures. A traffic index of 9 was used as recommended by Mr. Pat Entezari of the City of Carlsbad. 1 I I kI KLEIN FE L D ER Project No. 51-1551-01 Page 24 5 PRELIMINARY PAVEMENT SECTIONS (Basement Subgrade R-value = 5; Traffic Index = 9) Class 2 Class 2 Class B Lime Recompacted Asphalt Aggregate Aggregate Cement Treated Treated Basement I Option Concrete Base Subbase Base Subgrade Subgrade. 1 2 6' 9" 12" - - 12 :: I 19.1 12 I 5 6" - 6' 16" - I R-value verification tests should be made during construction for the actual basement soils at subgrade level. The pavement sections should then be adjusted accordingly. The recommended pavement sections assume the following conditions: I .1. Unless otherwise designated, all subgrades should be compacted to a minimum of 95 percent of ASTM D-1557 maximum dry density for at least 12 inches below finished I subgrade elevation. Soil underlying the thicker lime-treated section will not be recompacted. To compensate for this factor, an additional 3 inches has been added ' to the total section of the lime-treated soil. The finished subgrade should be in a stable, non-pumping condition at the time I baserock and subbase materials are laid and compacted. Lime-treated subgrade will be tested and a minimum gravel factor of 1.2 will be I obtained prior to acceptance for final design. The section can be redesigned if this value cannot be economically obtained with a reasonable percentage of lime. Lime- treated subgrade should meet the requirement of Section 301-5 of the Public Works Specifications and should be approved by the City of Carlsbad prior to use. 1 I I 5. I 6. I I I 7. I I I I I K LEt N EEL DE R Project No. 51-1551-01 Page 25 An adequate drainage system is used such that the subgrade soils are not allowed to become saturated. Base and subbase material should be compacted to at least 95 percent of ASTM D- 1557 maximum dry density. Base materials should meet either the State of California Specifications for Class 2 Aggregate Base or the requirements for Crushed Aggregate Base as described in Section 200-2.2 of the Standard Specifications for Public Works. Processed Miscellaneous Base meeting the requirements of Section 200-2.5 of the Public Works Specifications may be used if approved by the City of Carlsbad. Subbase materials should meet either the State of California Specifications for Class 2 Aggregate Subbase or the requirements for Select Subbase as described in Section 200-2.6 of the Standard Specifications for Public Works. Processed Miscellaneous Base meeting the requirements of Section 200-2.5 of the Public Works Specifications may be used if approved by the City of Carlsbad. Cement-treated aggregate base should meet the State of California minimum specifications for Class B Cement-Treated Base. The asphalt paving should meet the State of California Specifications for 3/4" maximum coarse Asphaltic Concrete. Recycled Asphalt Concrete meeting the requirements of Section 203-7 of the Standard Specifications for Public Works may be used if approved by the City of Carlsbad and the amount of recycled materials is 15 percent or less of the total mix. Asphalt concrete should be AR 8000 for pavement construction from March to October, and AR 4000 from November to February. 10. All concrete curbs separating pavement and landscaping materials should extend at least 6 inches below subgrade to reduce movement of moisture through the aggregate base layer. This minimizes pavement failures due to subsurface water originating from landscaped areas. I 1 I I K LE IN FE L 0 ER Project No. 51-1551-01 Page 26 5.5 PORTLAND CEMENT CONCRETE SIDEWALKS, CURBS, AND GUTTERS Portland cement concrete sidewalks, curbs, and gutters should be constructed in accordance with the City of Carlsbad standard requirements. Base and subgrade for curbs and gutters should be the same as the adjacent pavement. Due to the expansive nature of the majority of the soils, we recommend that sidewalks be underlain by 8 inches of aggregate base. A chamfered key, 1 inch by 2 inches, should be used between the curb and sidewalk to further mitigate uplift. The upper 2 feet of subgrade beneath the sidewalk areas should be moisture conditioned from 2 to 5 percent above optimum moisture and recompacted in 8 inch nominal base lifts to at least 90010 of the ASTM D-1557 maximum dry density. The day before the aggregate base is placed, the moisture content at the upper 6 inches of subgrade should be checked and remoisture conditioned as directed by the geotechnical engineer if the moisture content has dried below its optimum. kn KLEINFEDER Project No. 51-1551-01 Page 27 6.0 ADDITIONAL SERVICES The review of plans and specifications, field observations, and testing by Kleinfelder, Inc. are an integral part of the conclusions and recommendations made in this report. If Kleinfelder, Inc. is not retained for these services, the owner agrees to assume Kleinfelder, Inc.'s responsibility for any potential claims that may arise during, or following, construction. The required tests, observations, and consultation by Kleinfelder, Inc. during construction includes, but is not necessarily limited to, the following: Continuous observation and testing during site preparation, grading, placement of engineered fill, and pavement construction; Observation of keyways and cut slopes by our engineering geologist; Review of contractor submittals for recycled pavement materials, lime treatment, and new pavement materials; and Consultation as required during construction. The above listed testing and observations would be additional services provided by our firm. The costs for these services are not included in our current fee arrangements. K LE IN F ELDER Project No. 51-1551-01 Page 28 7.0 LIMITATIONS The conclusions and recommendations of this report are for design purposes for the Palomar Airport Road improvement project as described in the text of this report. The conclusions and recommendations in this report are invalid if: The road alignment is changed from that shown on the 30 percent submittal drawings. The report is used for adjacent or other property. C. The ADDITIONAL SERVICES section of this report are not followed. d.. If changes of grades, and/or groundwater occur between the issuance of this report and construction. e. If any other change is implemented which materially alters the project from that proposed at the time this report is prepared. The conclusions and recommendations in this report are based on the test borings drilled for this study. It is possible that variations in the soil conditions could exist between or beyond the points of exploration or the groundwater elevation may change, both of which may require additional studies, consultation, and possible design revisions. This report was prepared in accordance with the generally accepted standard of practice existing in - the Carlsbad and San Marcos areas at the time of the investigation. No warranty, express or implied, is made. It is the owner's responsibility to see that all parties to the project, including the designer, contractor, subcontractor, etc., are made aware of this report in its entirety. II K%j KLEIN FELDER PROJECT NO. 51-1551-01 M -b SITE LOCATION MAP PALOMAR AIRPORT ROAD IMPROVEMENTS EAST OF EL CAMINO REAL PLATE Al pi 44 01 - .54_e.IJlJ 4L.L ..• •.rip IV Ty :' ' r m g vy Sy 16~ 1111101 k: tt IA I KLEIN FE L D ER I APPENDIX B FIELD EXPLORATION B.1 SUBSURFACE EXPLORATION A total of 18 test borings were drilled or hand augured on the site at the approximate locations shown on Plate A2. Prior to drilling, 4 of the borings that were located within the existing pavement were cored with a 10-inch diameter diamond-tipped coring bit to obtain I intact, representative samples of the pavement structure. A total of 15 borings were drilled with a truck-mounted CME55 drill rig equipped with 8-inch diameter hollow stem auger. I Due to limited accessibility, 3 of the 18 borings were completed with a 2-inch diameter hand auger. The borings were logged by our geologist who also obtained representative samples of the I materials encountered for classification and subsequent laboratory testing. The elevations shown on the boring logs were interpolated from the field plotted locations on 200 scale topographic maps which were surveyed in 1979. The accuracy of the plotted locations and referenced elevations is a function of the accuracy of the map and the methods used. If more accurate locations and elevations are desired, we recommend that they be surveyed by a licensed land surveyor. I The logs of the test borings are presented on Plates B2 through B20. Soils are described according to the Unified Soil Classification System explained on Plate Bi. .1 I B.2 SAMPLING Representative samples of the subsurface materials were obtained in the borings using a 23/8- inch inside diameter, 3-inch outside diameter California sampler containing thin brass liners. The sampler was driven with a 140-pound hammer falling 30 inches. The number of blows I required to drive the sampler the last 12 inches of an 18-inch drive were recorded and are noted on the boring logs adjacent to the sample location. I I -J W SOIL DESCRIPTION in - GW Well-graded gravels and gravel-sand mixtures, little or no fines. Poorly graded gravels and gravel-sand GP mixtures, little or no fines. Silty gravels, gravel-sand-silt mixtures. GM GC Clayey gravels, gravel -sand -cla' mixtures. SW Well-graded sands and gravelly sands, SP little or no fines. Poorly graded sandsand gravelly sands, little or no fines. Silt)' sands, sand-silt mixtures. SM Sc Clayey sands, sand-clay mixtures. ML Inorganic silts, very fine sands, rock CL flower, silt)' or clavey fine sands. Inorganic clays of low to medium plasticity, gravelly clays, sands' clays, silt" clays, lean clays. OL Organic silts and organic silty clays of MH low plasticity. inorganic silts, micaceous or CH diatomaceous fine sands or silts, elastic cii tc Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat, muck and other highly organic soils. '-0 tZ SAMPLE TYPE 1 CONTINUOUS SAMPLE 1 5 GRAB SAMPLE 10 CALIFORNIA SAMPLE 15 NO RECOVERY l PITCHER SAMPLE 20f' SHELBY TUBE SAMPLE [25 STANDARD PENETRATION I SAMPLE 30 1 DESCRIPTION OF UNIFIED PLATE kNj KLEIN F ELDER SOIL. CLASSIFICATION SYSTEM AND Bi BORING LOG LEGEND PROJECT NO. 1:5 Date Completed: 5/22/90 Logged By: Debbie A. Carroll Total Depth: 10.5 feet - FIELD LABORATORY - 4.1 4- .41 OJ UI.0 '4- '4.. L 4 UT 41 .41 DC W Im .4.1 C .-4 fl ...4 41 LE L W .4.1 0. EL E 3 0 lfl C'4-..0 &4J (LW E '4.. (J .0 .4.1 W C 01 40 -4 L W U 00 04J 01 .4.1 40 O (fl M OOCEOXOU)4J 0 I- 0. Sampler: 3.0" O.D. California Sampler and Grab Sample Hammer Wt: 140 lbs., 30" drop DESCRIPTION Surface Elevation: Approximately ft (MSL) 15 Brown sandy CLAY, loose, dry to damp (FILL) Greenish and yellowish brown, sandy and silty CLAYSTONE, dense, dry to damp-undisturbed sample consists of silty fine SAND Caliche in pockets and veins (WEATHERED FORMATION) Light grey and yellowish clayey fine SANDSTONE, dense, damp to moist Light yellow and orange mottled and - interlayered SILTSTONE and CLAYSTONE, hard, damp to moist Mottled greenish gray and orangeish CLAYSTONE/SANDSTONE hard, damp Total depth 10.5' No free water encountered Backfilled with cuttings Remolded 59 101 24 Direct Shear R-value 5 1flfl1M72 1 111 1 16 20 25 30 35 fj", KLEINFELDER PROJECT NO. 51-1551-01 PALOMAR AIRPORT ROAD PLATE CARLSBAD, CALIFORNIA LOG OF BORING NO. 1 B2 PLATE NY PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA LOG OF BORING NO. 2 15 20 25 30 35 K14 KLEIN FELDER PROJECT NO. 51-1551-01 Sampler: 3.0" O.D. California Sample Date Completed: 5/22/90 Logged By: Debbie A. Carroll Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY I (fl .0 I,.. DESCRIPTION I - DI 4J L 4 DC W4) W in .0 41 QJ 11 3 ..4 UI 4.1W n.1J LC Q.W L In W 41 Surface Elevation: Approximately ft (MSL) CL W El WI 0 -1 31C--1C L W 0 0 0 ELl.. 0 4.1 UI .0 UI 4.1 UI C 01 o wl DOCZO.'O(fl4-J - 0 fl. Dark brown clayey very fine SAND, loose, dry - 37 114 9 Sieve \ILL) Analysis Sand Mottled greenish and yellowish brown clayey Equivalent fine SANDSTONE and sandy CLAYSTONE, very 81 dense, damp, - occasional pockets of caliche \(WEATHERED FORMATION) Total depth 6.5' No free water encountered Backfilled with cuttings 5 10 Sampler 3.0" O.D California Sampler and Grab Date Completed: 5/22/90 Sample Logged By: Debbie A. Carroll Total Depth: 9.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY DESCRIPTION • Di 4,-. \ 3 .i-I L41 3 C 01.4-' 0101 (II 41 -' CL 3 -4 Ui .aoi in.,-i LC IL L In Di .eJ (. Di E 01 0 .-4 3C(-.•-4C L. Di U 0 0 E l- 0 41 UI .0 In 4j DI C DI Surface Elevation: Approximately ft (MSL) o (1) W 00QO0U)41 0 Sieve Greenish brown, fine sandy CLAYSTONE, hard, Analysis damp to moist occasional sandy interbeds Maximum (WEATHERED FORMATION) Density 55/ 113 15 Sand 5 5.5 ,' Equivalent Direct Shear Greenish gray clayey CLAYSTONE, hard, damp to moist !I 50/ 5"- io-1 I Total depth 9.5' No free water encountered Boring backfilled with cuttings 15 - 20- 25 - 30- 35 - - qKLEINFELDER PROJECT NO. 51-1551-01 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA LOG OF BORING NO. 3 PLATE Date Completed: 5/22/90 Logged By: Marc Lombardi Total Depth: 11 .5 feet - FIELD LABORATORY - .5.1 W L4J W. U1 4.) m .0 .-4 Ui .4 3 C 4J WD LC U. CU Q. C E 3 Q LU lfl.sJ DOJ EL -. CU £ LU C CU o CU (1) —4 CD t.QJ000 0000 IN 04CU OU)4.1 .I CU 0 C- CU fl. -IIIiIl 77 iIliiII 117 13 Sieve - Analysis R-value iM 70 Sampler: 3.0" O.D. California Sampler and Grab Sample Hammer Wt: 140 lbs.. 30" drop DESCRIPTION Surface Elevation: Approximately ft (MSL) Asphalt (5.5" thick) Brown sandy GRAVEL, damp \\(BASEROCK_ 12.5' thick) Brown sandy CLAY, stiff, moist (FILL) 50 . 15 Yellow brown clayey SANDSTONE, very dense, moist, caliche veins (WEATHERED FORMATION) Yellow brown clayey SANDSTONE, very dense, moist, some gypsum crystals in sample Total depth 11.5' No free water encountered Backfilled with cuttings Asphalt patched with cold patch 20 25 30 35 k"K L E I N F E L D E R PROJECT NO. 51-1551-01 PALOMAR AIRPORT ROAD PLATE CARLSBAD, CALIFORNIA LOG OF BORING NO. 4 B5 Sampler: 3.0" O.D. California Sampler and Grab Date Completed: 5/22/90 Sample Logged By: Debbie A. Carroll Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY 41 01 Ul.0 DESCRIPTION • 01 I,- \ l .4.' L 4 3 C 411.4.' 0101 01 .0 .4.' —4 El 01 3 .4 Ui 4j 0.4.' LC Q. 41J L UI UI .J 0. 01 E 40 0 —4 3c_.-ic L UI U 0 0 EL- 0 .i.' in r ii .J 01 C Ui Surface Elevation: Approximately ft (MSL) o (1) M 000EO.ZOU)4.1 0 I— L Sieve 'Asphalt (3.5" thick) Analysis 45'1 20 108 14 R-value Brown GRAVEL with trace sand, dry to ciam (ASRU(.&-14 thick) \Dark brown sandy CLAY, stiff, moist (FILL) 43 Yellow-brown, clayey SANDSTONE firm, moi \with coarse sand to fine gravel size pebbles \(WEATHERED FORMATION) Total depth 6.5" No free water encountered Backfilled with cuttings and sand Asphalt patched with cold patch 15 20 25 1I 35 k1l KLEIN FELDER PROJECT NO. 51-1551-01 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA LOG OF BORING NO. 5 PLATE 101 10 Sampler: 3.0" O.D. California Sampler and Grab Date Completed: 5/22/90 Sample Logged By: Debbie A. Carroll Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY .4.' DESCRIPTION W I.. \ ) .4.' L 4 3 C Ifl.J WO LQ .4.' a 3 to 41 W 0 4J L C M L 61 w ., 0. W E to 0 —4 IC--4C L bJ Li 0 0 ELI- 0 .41 1A £ IR .eJ W W Surface Elevation: Approximately ft (MSL) o U) M 0000.\OU)4J 0 Expansion Dark brown fine sandy CLAY, dry at 0-1', damp Index below 1'(FILL) 33 Sieve 107 18 Analysis Stiff at 2.5' Plasticity Index Mottled orange-brown and greenish silty 68 - CLAYSTONE. hard. damp - \(WEATHERED FORMATION) Light gray and orange, clayey, very fine SANDSTONE, dense, damp 10 — Total depth 6.5' 15 20 25 30 35 PALOMAR AIRPORT ROAD PLATE Iff] K L E I N F E L D E R CARLSBAD, CALIFORNIA j PROJECT NO. 51-1551-01 LOG OF BORING NO. 6 B7 PLATE PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA LOG OF BORING NO. 6 15 20 25 Mi kNj KLEI N FELDER PROJECT NO. 51-1551-01 Sampler: 3.0" O.D. California Sampler and Grab Date Completed: 5/22/90 Sample Logged By: Debbie A. Carroll Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY • DESCRIPTION W \ 4.1 L 4 3 C 0 4 WD 4.1 41 .c4 CL fl 3 ..4 UI 41 W 4 LC CL 01 UI .11 0. 01 E UI 0 -I 3C-"4 L Ci 0 C 0 0 Z X ELI.. 0 .J UI .0 UI .J Ci Ci Surface Elevation: Approximately ft (MSL) U) M DoC 0U)4 0 1- 0. Expansion Dark brown fine sandy CLAY, dry at 0-1, damp Index below l'(FILL) 33 Sieve 107 18 Analysis \Stiff at 2.5' Plasticity - Index Mottled orange-brown and greenish silty 68 - CLAYSTONE. hard. damp FT - \(WEATHERED FORMATION) Light gray and orange, clayey, very fine \SANDSTONE, dense, damp Total depth 6.5' 10 Sampler 3.0" O.D. California Sampler and Grab Date Completed: 5/23/90 Sample Logged By: Debbie A. Carroll Total Depth: 13.5 feet Hammer Wt: 140 lbs.. 30' drop FIELD LABORATORY DESCRIPTION I,.. 3 L4J .4.401 U1 4-1 LC L IA IA .4.' .4.4 0. CL E 3 0 LA 3 C 4-4C U1 41 O01 ELI4. 01 44 .0 IA Surface Elevation: Approximately ft (MSL) 4 - Light yellowish brown fine clayey SANDSTONE, very dense, damp 65 (WEATHERED FORMATION) Interbedded white and orange-brown fine SANDSTONE, very dense, damp - White zones appear to have caliche III 59 - ____________________________________________________ 111 Greenish and orangeish brown mottled SILTSTONE and CLAYSTONE, very hard, damp 10 50/ Light yellowish green CLAYSTONE, very dense, 3" damp 50' • YSTONE and very hard, greenish an 15 - rown interbeds of very fine Lsand/silt,ostly claystone (sample is very ilt) Total depth 13.5 No free water encountered 20 — Backfilled with cuttings - 332 25 - 30— •• - 35 PALOMAR AIRPORT ROAD PLATE k"K L E I N F E L D E R CARLSBAD, CALIFORNIA LOG OF BORING NO. 7 B8 PROJECT NO. 51-1551-01 Sampler: 3.0" O.D. California Sampler Date Completed: 5/22/90 Logged By: Debbie A. Carroll Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30' drop FIELD LABORATORY DESCRIPTION 4.-3 L4) tfl.0 Ifl4) In In \ .4-i -4 DC 4-1 1W W En LC L In 4) ..' 0. 0 E 3 0 In 3 C44..4C IA.I-I 11. a) EL4... In .4.1 .0 in C In ID —4 1. In U 0 0 0 .i 91 -ii in in Surface Elevation: Approximately ft (MSL) o U) (I) 00DZO<0IO4) 0 I— 0. Sieve - Dark brown sandy CLAY and clayey SAND, Analysis damp to moist (FILL) 50 108 16 Plasticity Index Orangeish and greenish brown sandy R-value vrr --rri'i .,;th ,c I .J I VVILII 51 .1tA1l 1I1L¼I V a 'JL claystone, very dense, damp, occasional veins — and pockets of caliche (WEATHERED \FORMATION) Total depth 6.5' No free water encountered Backfilled with cuttings 15 20 25 30 35 qKLEINFELDER PROJECT NO. 51-1551-01 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA LOG OF BORING NO. 8 PLATE WE 5 10 Sampler: 3.0" O.D. California Sampler and Grab Date Completed: 5/22/90 Sample Logged By: Debbie A. Carroll Total Depth: 15.1 feet Hammer Wt: 140 lbs.. 30" drop FIELD I LABORATORY 41 C DESCRIPTION 4.1 L 4 C LtI.J WOl 4.1 .0 4.' -4 C UI 3 .4 UI 4j M 4 LC D.W L UI DI Surface Elevation: Approximately ft (MSL) a E 0 3 C F.--4C EL -I- .0 UI C Sieve Brown clayey SAND with occasional gravel Analysis Dry 0-.5', damp below .5' Occasional chunks of asphalt (FILL) R-value 43 Orangeish brown, sandy CLAY, moist, stiff, occasional chunks of weathered formational \ material \(SLOPEWASH) 10 — greenish and orangeish sandy 50/ Direct Shear LTSTONE and CLAYSTONE, hard, damp to ihoi 5" jinterlayered EATHERED FORMATION) / Light gray and yellow clayey, very fine SANDSTONE to very fine sandy CLAYSTONE, 15 - - hard/dense, damp - minor iron staining Total depth 15'10" 50/ 100 13 4" No free water encountered Backfilled with cuttings 20- 25 30— - 35 -—----- PALOMAR AIRPORT ROAD PLATE k"KLEI N FELDER CARLSBAD, CALIFORNIA LOG OF BORING NO. 9 B10 PROJECT NO. 51-1551-01 Sampler: 3.0' O.D. California Sampler and Grab Date Completed: 5/22/90 Sample Logged By: Debbie A. Carroll Total Depth: 9.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY DESCRIPTION L 1 L4J 3 C to 41 WO r .1.) - EL E in B 0 .4 tfl 3 C 4--IC 41 Ifl4i LC O. EL — L (fl .4J .0 in C . Surface Elevation: Approximately ft (MSL) - Brown clavey SAND, damp (FILL) Dark brown sandy CLAY, damp to moist 4 Color change to red-brown Interlayered orange brown clayey SANDSTONE 5 - 43 and light greenish gray sandy CLAYSTONE, 109 12 very dense, damp Occasional pockets and veins of caliche (WEATHERED FORMATION) sb - - Total depth 9.5' 10 — No free water encountered Backfilled with cuttings 15 - - 20— - 25 - 30 — - 35 -—- PALOMAR AIRPORT ROAD PLATE k1l K LEIN FELDER CARLSBAD, CALIFORNIA LOG OF BORING NO. 11 B12 PROJECT NO. 51-1551-01 Sampler: 3.0" O.D. California Sampler and Grab Date Completed: 5/22/90 Sample Logged By: Debbie A. Carroll Total Depth: 11.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY DESCRIPTION .. 01 \ I.-3 J L 4 C Ifl4 0101 Ii Z .1-' C Ii 4J &I 1A 4.j 0.01 L. 01 01 0. E 0 :0C. -4C ELI- .c m Surface Elevation: Approximately ft (MSL) Sieve \Dark brown clayey fine SAND with gravel, dry /ö N Analysis \damp, (FILL) 50/ 111 9 Sand 511 Equivalent - Yellow brown, clayey fine SANDSTONE, dense Maximum \\damp (WEATHERED FORMATION) 5 - Density 84 lYellow brown fine ccniiv CLAYSTflNP damp -. - Interbedded and mottled greenish and orangeish brown fine SANDSTONE and CLAYSTONE, very 10— dense, damp to moist, occasional caliche veins 50/ Dominantly sandy CLAYSTONE with few sand 5" - interbeds Olive green interbedds of sandy \SILTSTONE/CLAYSTONE very hard, damp 15 - Total depth 11.5' No free water encountered Backfilled with cuttings 25 30 35 PALOMAR AIRPORT ROAD PLATE k'qKLEIN FELDE R CARLSBAD, CALIFORNIA PROJECT NO. 51-1551-01 LOG OF BORING NO. 12 Sampler: 3.0" California Sampler and Grab Sample Date Completed: 5/22/90 Logged By: Mark Lombardi Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY Cl.0 DESCRIPTION - \ 41 Ic aj CRI 4.) .41 0.1 3 Cl 1(11.1.1 I.JW LC I CL 11 I L UI Cl 41 Surface Elevation: Approximately ft (MSL) 0. W El go I 0 —4 L. Cl UI 0 0 E L. it-I 0 .0 UI . ' t W o wi W 00 CL =aX U (fl 4.I 0 I— 0. Expansion Asphalt (7" thick) Index d Dark brown sandy CLAY, firm, moist (FILL) Maximum Density 100 106 18 Mottled yellow brown and olive green, clayey - fine SANDSTONE, very dense, moist, with c \(WEATHERED FORMATION) Boring terminated at 6.5' No free water encountered Backfilled with cuttings and sand 5/22/90 Patched with cold patch 15 25 30 35 ]-k'q K L E I N F E L D ER PROJECT NO. 51-1551-01 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA LOG OF BORING NO. 13 PLATE B14 5 10 52 — 50/ 111 1111 5" 10- ilfi 50/ 3" 15 — 20- 25 - 30- 35 - - Sampler: 3.0' O.D. California Sampler Date Completed: 5/23/90 Logged By: Mark Lombardi Total Depth: 10.9 feet Hammer Wt: 140 lbs.. 30" drop FIELD LABORATORY • DESCRIPTION ai \ 3 .' IC L 4J to 4j 41O1 to .4.' .4. IL 3 (U .4 I41 (ti.;.' LC ti L UI UI .4.' Surface Elevation: Approximately ft (MSL) 0. UI E (U 0 -4 3Ie-I-4C 1. UI ul 0 0 ELI.. 0 .4.' II £ LU 4j W C o U) U) 00 0.JZO.\ C.) U) -ii 0 (.— 0. - T It Dark brown silty very fine SAND, dry to damp Direct Shear \(FILL) \Dark brown sandy CLAY, damp Yellowish brown clayey fine SANDSTONE, veryr 16 \dense, damp \(WEATHERED FORMATION) Olive green CLAYSTONE, very hard, damp, some \ iron staining, occasional pockets and veins of \caliche — Orangeish and greenish very fine sandy \CLAYSTONE, hard, damp Total depth 10'9" No free water encountered Backfilled with cuttings k"K L E I N F E L D E R PROJECT NO. 51-1551-01 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA LOG OF BORING NO. 14 PLATE B15 Sampler Date Completed: 5/22/90 Logged By: Debbie A. Carroll - Total Depth: 46.5 feet Hammer Wt: FIELD LABORATORY 4.' I I i .J L. Ifl .i. La I .s.' .c wi \ .4-i 3 C lu CR .4.' £ II II .4 41 LC .IJ, QJ 3 Ifl ii-i-' Q. W W 4-' 0. El 0 JC4e—l-.4 C E L. - .0 t C OJ I —4 L U UI 0 0 0 .4.' U -ii U U Surface Elevation: Approximately 505 ft (MSL) E uj 00 0.ZO< C.) (fl .iJ 0 DESCRIPTION 8 15o/ 4.5 10-9/ 9 50 15J;/ VA Dark gray brown clay, dry at 0 - 1', damp below 1' (residual soil) Light yellowish green silty fine SANDSTONE, - damp, dense, disseminated caliche (WEATHERED FORMATION) I Becomes very dense, caliche in veins and 1 pockets 1 Light gray to white SANDSTONE with trace silt--some beds and fracture surfaces iron-stained Very difficult drilling-water added Orange-brown sandy CLAYSTONE, hard, damp, Occasional SANDSTONE interbeds 25 - 501 9 511 30—M 59 Greenish gray and orange brown CLAYSTONE, very hard, damp PALOMAR AIRPORT ROAD PLATE q KLEIN FELDER CARLSBAD, CALIFORNIA PROJECT NO. 51-1551-01 LOG OF BORING NO. 17 BiB FIELD LABORATORY DESCRIPTION Is- 3 .,.J L 4 3 C IA4 C1 IA .0 4.' -4 EL IA 3 -4 IA .W 444J t.0 CL L IA W 4.J (Continued from previous plate) Q. E 0 4C Is- -4C ELI. .0 IA C I50/ 6" Greenish gray and orange brown CLAYSTONE, very hard, damp 40- 56/ T 45 isoi '11114" Total depth 46.5' - No free water encounterd Backfilled with cuttings 50- 55 - 60 — — 65- — 70- 75' PALOMAR AIRPORT ROAD PLATE k"K L E I N F E L D E R CARLSBAD, CALIFORNIA LOG OF BORING NO. 17 Big PROJECT NO. 51-1551-01 Sampler Date Completed: 7/25/90 Logged By: Debbie A. Carroll Total Depth: 46.5 feet Hammer Wt: FIELD LABORATORY 43 DESCRIPTION L.4J In4J W \ .4.3 DC Wa .4.3 .0 -1 In .4 41 t.0 L In .J CL 3 In W4J CL tj .4.3 CL E 0 3 C--4C ELI- .0 In C c..< Surface Elevation: Approximately 438 ft (MSL) Yellowish brown mottled clayey SAND and sandy - - CLAY, damp to moist (FILL) Total depth 5.5' No free water encountered Backfilled with cuttings 10- 15- 20— - 25- - 30- 35 - - PALOMAR AIRPORT ROAD PLATE kn K L E I N F E L D E R CARLSBAD, CALIFORNIA PROJECT NO. LOG OF BORING NO. 18 620 KLEIN F ELDER APPENDIX C LABORATORY TESTING C.1 GENERAL Soil and pavement samples obtained during our field exploration were sealed in brass sampling liners or plastic bags and transported to our laboratory for testing. The purpose of the testing program was to evaluate their physical characteristics and engineering properties. The program for soil materials included tests for moisture content, unit weight, Atterberg limits, grain size, moisture-density relationships, direct shear, U.B.C. expansion index, R-value, sand equivalent, and corrosivity tests. The program for pavement materials included unit weight, extraction tests, grain size, and viscosity. C.2 GRAIN SIZE ANALYSIS Grain size distributions were obtained by sieve analysis to assist in soil classification and aggregate evaluation. Results are presented on Plates Cl and C14. C.3 A'FIERBERG LIMITS Atterberg limit tests were performed to aid in soil classification and to evaluate the plasticity characteristics of the materials. Tests were performed in general accordance with ASTM Test Method D-4318. Results of these tests are summarized on Plate C2. C.4 EXPANSION INDEX Expansion index tests were performed on selected, fine-grained soils samples. Test procedures were in general accordance with the Uniform Building Code (UBC) Standard 29-2. Results of these tests are presented on Plate C3 and indicate the expansion potential of remolded site soils. C.5 DIRECT SHEAR TEST Direct shear tests were performed on four samples of soil to evaluate their strength. Three levels of normal (vertical) load were used. Samples from Borings 1 and 3 were remolded at 90% of the representative ASTM D1557 maximum dry density at optimum moisture. k9 K LEI N FELDER Samples from Borings 9 and 14 were completed on intact specimens extruded from the sampling tubes. After equilibrium under each normal load had been achieved, the sample was sheared by applying a lateral (horizontal) load at a uniform rate of strain. The maximum shear stress measured during loading was plotted against normal load, and a shear strength envelope was plotted. The shear strength envelope can be used to estimate the strength of the soil under field loading conditions. Results of the direct shear tests are summarized on Plates C4, C5, C6, and C7. I C.6 MOISTURE-DENSITY RELATIONSHIP Bulk samples of four subgrade soils were tested to evaluate their moisture-density relationships ingeneràl accordance with ASTM D1557. The characteristic moisture content versus dry density curve (commonly referred to as the Compaction Curve) for each sample is plotted on Plates C8, C9, C10, and Cli. C.7 R-VALUE Resistance value (R-value) tests were performed in accordance with Caltrans Test Method 301 on bulk soil samples. These test results are presented on Plate C12. C.8 SAND EQUIVALENT TESTS Three subgrade samples were tested for sand equivalent to evaluate the presence of plastic fine material. These test results are presented on Plate C13. C.9 MOISTURE CONTENT AND UNIT WEIGHT Moisture contents and unit weights were obtained for numerous samples. Results of soils samples are presented on the boring logs in Appendix B. Results of the unit weight for asphalt concrete cores are presented on Plate C15. Boers KLEIN F ELDER C.10 EXTRACTION The purpose of the extraction of the asphalt concrete portion of the pavement is quantitative separation of the aggregate and asphalt by ASTM D-2172. After the aggregate was extracted, it was sieved to obtain the gradation. The grain size analysis and extracted asphalt content for each pavement core are presented on Plate C16. C.11 ASPHALT VISCOSITY For two of the asphalt concrete samples, the extracted asphalt was reclaimed from solution by ASTM D-1856, and its consistency was evaluated on the basis of viscosity at 140°F by ASTM D-2171. The asphalt viscosities for the tested samples are also included on Plate C16. C.12 CORROSIVITY TESTS Two soil samples were delivered to Analytical Testing, Inc. where they were tested for pH, resistivity, and soluble sulfates to evaluate their potential for corrosion of concrete and steel. The results of these are presented on Plate C17. - - - - - - - - - - - - - - - - - - - Co L. C) 00 —4 P (A UI . . UI — GRADING ANALYSIS Z PALOMAR AI1PORT ROAD 11 Percent Passing Boring Boring Boring Boring Boring Boring Boring Boring Sieve B2 B3 B4 B6 B8 89 B12 B13 rm Size 1.0'-2.5' 0 1 -3.0' 3.0 1 -5.0' 0 1 -4.0' 0 1 -2.0' 0'-5.0' 0'-2.0' 0.5 1 -5.0' 4 100 100 99 100 98 98 61 98 — 10 100 100 95 100 94 94 58 93 20 99 99 88 99 89 88 54 88 0 40 95 97 76 98 79 81 47 83 100 67 83 50 84 60 61 28 73 200 48 59. 37 63 . 49 41 16 63 I— -u -<0 C/) j - 0 D —U C•) —1 C) a) GROUP UNIFIL SYMBOL FINE C OL Organi clays ML Inorga fine s CL Inorga medium ON Organi high p MM Inorga clayey CM Inorga high p 10( r t J 10 20 30 40 50 60 70 80 LIQUID LIMIT TEST SYMBOL BORING NO. SAMPLE DEPTH LIQUID LIMIT PLASTICITY INDEX CLASSIFICATION • B6 0-4.0' 49 28 Dark brown fine sandy CLAY (CL) • 88 Qt 72.01 40 20 DARK brown clayey SAND (SC) £ B13 O'-5.O' 48 26 Dark brown fine sandy CLAY (CL) PLATE k%j KLEI N FELDER PALOMAR AIRPORT ROAD C2 PLASTICITY CHART PROJECT NO.51-1551-01 I iP'TIAL MOISTURE LOCATION CONTENT (%) DRY DENSITY (PCF) B6( 0'-4.0' 11.5 114.8 B13@ 0'-5.0' 11.8 104.2 I I I I I I I. I I I .. I . I k"KLEI N FELDER I PROJECT NO. 51-1551-01 FINAL MOISTURE EXPANSION CONTENT (%) SWELL (%) INDEX * 28.1 12.9 129 26.3 13.5 135 * PER TEST METHOD UBC 29-2 ** CLASSIFICATION OF EXPANSIVE SOILS Expansion index Potential Expansion 0-20 Very low 21-50 Low 51-90 Medium 91-130 High above 130 Very high EXPANSION TEST RESULTS PLATE PALOMAR AIRPORT ROAD C3 EXPANSION CLASSIFICATION - HIGH VERY HIGH 3. 1.0 2.0 3.0 NORMAL STRESS a, kip/ft2 BORING NO. Bi SAMPLE NO. 2 DEPTH, ft 2.0-5.0 DESCRIPTION Greenish Rrnwn Sndv ri AY SYMBOL DRY DENSITY lb/ft' 106.5 106.6 106.4 INITIAL WATER CONTENT 2 10.0 10.0 10.0 FINAL WATER CONTENT ? 22.9 20.0 22.3 NORMAL STRESS a, kip/ft2 1.0 2.0 3.0 SHEAR STRESS T, kip/ft2 068 1.27 1.57 ANGLE OF INTERNAL FRICTION, 4 24 COHESION, kip/ft2 0.28 KLEIN FELDER PALOMAR AIRPORT ROAD PLATE DIRECT SHEAR TEST PROJECT NO. 51-1551-01 . -.•••.. ..•. J. .•. •:4.:,: -- 4 4 I - I . r -- -r--------- - - - * - -- --f--- ----H-_ - - I. I I L I -. .• I I 3. 1. 1.0 2.0 . 3.0 NORMAL STRESS a, kip/ft 2 BORING NO. B3 SAMPLE NO. 2 DEPTH, ft 0-3.0 DESCRIPTION Greenish Brown Sandy (lAY Note: Remolded to 90 percent of maximum dry dncity. SYMBOL S DRY DENSITY lb/ft3 106.6 106.7 106.7 INITIAL WATER CONTENT 10.0 10.0 10.0 FINAL WATER CONTENT 14.8 22.1 20.9 NORMAL STRESS a, kip/ft2 1.0 . 2.0 3.0 SHEAR STRESS T, kip/ft 2 0.65 0.98 1.38 ANGLE OF INTERNAL FRICTION, 20 COHESION, kip/ft2 0.30 KLEIN FELDER PALOMAR AIRPORT ROAD 1PLATE DIRECT SHEAR TEST C5 PROJECT NO. 51-1551-01 3.0 2.0 1.0 2.0 3.0 NORMAL STRESS a , kip/ft 2 BORING NO. B9 SAMPLE NO. 3 DEPTH. ft 10.0 DESCRIPTION Gray and Yellow Clayey SANDSTONE SYMBOL DRY DENSITY lb/ft' 108.5 108.3 109.0 INITIAL WATER CONTENT 16.8 16.8 16.8 FINAL WATER CONTENT 22.0 19.3 20.8 NORMAL STRESS a , kip/ft 2 1.0 2.0 3.0 SHEAR STRESS T, kip/ft2 1.6 2.4 3.2 ANGLE OF INTERNAL FRICTION, 39 COHESION, kip/ft2 0.83 PALOMAR AIRPORT ROAD PLATE KLEINk%j F E I D E R C6 DIRECT SHEAR TEST PROJECT NO. 51-1551-01 3.0 c,J 2.0 La.J 1.0 2.0 3.0 NORMAL STRESS a, kip/ft2 BORING NO. B14 SAMPLE NO. 1 DEPTH, ft fl DESCRIPTION Yellowish Brown Fine SANDSTONE SYMBOL DRY DENSITY lb/ft' INITIAL WATER CONTENT FINAL WATER CONTENT NORMAL STRESS a, kip/ft2 SHEAR STRESS T, kip/ft2 KLEE N FELDER PROJECT NO. 51-1551-01 113.3 113.4 13.2 13.2 18.1 17.9 1.0 2.0 1.52 2.47 ANGLE OF INTERNAL FRICTION, COHESION, kip/ft2 PALOMAR AIRPORT ROAD DIRECT SHEAR TEST 114.5 13.2 17.6 3.0 3.21 40 0.72 PLATE C7 rs 35 SUMMARY OF TEST RESULTS MATERIAL DESCRIPTION; Dark Brown Sandy CLAY Sample B13-2 @ 0'-5.0- TEST SYMBOL TEST METHOD ASTM D1557 MAXIMUM DRY DENSITY LPC F 122.5 OPTIMUM WATER CONTENT (%) 12 .1 UNIFIED SOIl. CLASSWICATION CL NATURAL WATER CONTENT (0/p) 18.1 LIOUID LIMIT 48 PLASTIC LIMIT 26 SPECIFIC GRAVITY CURVES OF 100 % SATURATION FOR SPECIFIC GRAVITY EQUAL To, 2.75 2.70 -,--2.65 4 8 Ia 16 20 24 WATER CONTENT - PERCENT OF DRY WEIGHT PALOMAR AIRPORT ROAD KLEI N FELDER LPREPARED BY: JH DATE: 7/12/90 1 COMPACTION DIAGRAM CHECKED BY: RL DATE: 7/12/90 PROJECT NO. 51-1551-01 PLATE NO. RESISTANCE VALUE TEST RESULTS PALOMAR AIRPORT ROAD Sample Number Depth Description - Resistance Value B1-2 2.0' - 5.0' Yellowish Brown Sandy CLAY 5 B3-2 0' - 3.0' Greenish Brown Sandy CLAY Less than 5 B4-3 3.0' - 5.0' Yellowish Brown Clayey SAND Less than 5 B5-3 1.5' - 3.0' Brown Sandy CLAY 8 B6-2 0' - 4.0' Brown Sandy CLAY Less than 5 B8-2 0' - 2.0' Brown Sandy CLAY Less than 5 139-1 0' - 5.0' Brown Sandy CLAY 5 B13-1 0' - 5.0' Brown Sandy CLAY Less than 5 K%j KLEIN FELDER PROJECT NO.51-1551-01 M -6 PALOMAR AIRPORT ROAD RESISTANCE VALUE TEST RESULTS PLATE C12 SAND EQUIVALENT TEST RESULTS PALOMAR AIRPORT ROAD Sample Number Depth (ft.) Sand Equivalent B2-1 1.0 7 B3-2 0 - 3.0 10 B12-1 0 -2.0 16 I k'q KLEIN FELDER LPROJECT NO. 51-1551-01 M -b PALOMAR AIRPORT ROAD PLATE SAND EQUIVALENT TESTS I C13 GRADING ANALYSIS BASE MATERIAL PALOMAR AIRPORT ROAD Boring B4 Boring B5 Percent Passing At At Sieve Size 05-1.5' 05-1.5' 1½ 100 100 1 100 99 3/4 77 82 ½ 37 29 ~ 24 15 4 12 10 9 5 20 7 4 40 6 4 100 4 3 200 .3 2 K L E I N F E I D E R PALOMAR AIRPORT ROAD PLATE GRADING ANALYSIS— C14 PROJECT NO. 51-1551-01 BASE MATERIAL 4 -6 ASPHALT TESTING RESULTS PALOMAR AIRPORT ROAD Boring Number Asphalt Thickness Unit Weight (PCF) B4 4" 135 B5 3.511 132 B1O 7" 144 B13 7" 143 PALOMAR AIRPORT ROAD PLATE K I E I N F E I D E R ASPHALT TESTING C15 PROJECT NO. 51-1551-01 M -6 ASPHALT EXTRACTION DATA PALOMAR AIRPORT ROAD Aggregate Sieve Analysis Percent Passing Boring Boring Boring Boring Sieve Size B4 B5 B10 B13 ½ 97 92 100 100 %• 89 81 93 100 4 62 61 74 .74 8 48 . 49 63 62 16 36 37 51 48 30 26 27 39 33 50 18 17 28 21 100 11 10 17 13 200 7.3 7 11 8 (wash) Asphalt Content of Total Mix 5.7% 5.8% 4.8% 5.0% Viscosity of Recovered Asphalt (Poises) 17,800 . 642,000 K L E I N F F L D F R PALOMAR AIRPORT ROAD PLATE ASPHALT EXTRACTION DATA C16 PROJECT NO. 51-1551-01 M -6 EI KEINFELDER SUGGESTED GUIDELINES FOR EARTHWORK AND PAVEMENT CONSTRUCTION PALOMAR AIRPORT ROAD IMPROVEMENTS 1.0 GENERAL 1.1 Scope - The work done under these specifications shall include clearing, stripping, removal of unsuitable material, excavation, installation of subsurface drainage, preparation of natural soils, placement and compaction of on-site and imported fill material and placement and compaction of pavement materials. 1.2 Contractor's Responsibility - A geotechnical investigation was performed for the project by Kleinfelder and presented in a report dated September 27, 1990. The Contractor shall attentively examine the site in such a manner that he can correlate existing surface conditions with those presented in the geotechnical investigation report. He shall satisfy himself that the quality and quantity of exposed materials and subsurface soil or rock deposits have been satisfactorily represented by the Geotechnical Engineer's report and project drawings. Any discrepancy of prior knowledge to the Contractor or that is revealed through his investigations shall be made known to the Owner. It is the Contractor's responsibility to review the report prior to construction. The selection of equipment for use on the project and the order of work shall similarly be the Contractor's responsibility. The Contractor shall be responsible for providing equipment capable of completing the requirements included in following sections. k9 KLEIN F ELDER 1.3 Geotechnical Engineer - The work covered by these specifications shall be observed and tested by Kleinfelder, the Geotechnical Engineer, who shall be hired by the Owner. The Geotechnical Engineer will be present during the site preparation and grading to observe the work and to perform the tests necessary to evaluate material quality and compaction. The Geotechnical Engineer shall submit a report to the Owner, including a tabulation of tests performed. The costs of retesting unsuitable work installed by the Contractor shall be deducted by the Owner from the payments to the Contractor. 1.4 Standard Specifications - Where referred to in these specifications, "Standard Specifications" shall mean the current State of California Standard Specifications for Public Works Construction, 1988 Edition. 1.5 Compaction Test Method - Where referred to herein, relative compaction shall mean the in-place dry density of soil expressed as a percentage of the maximum dry density of the same material, as determined by the ASTM D1557-78 Compaction Test Procedure. Optimum moisture content shall mean the moisture content at the maximum dry density determined above. k9 KLEINFELDER 2.0 SITE PREPARATION 2.1 Clearing - Areas to be graded shall be cleared and grubbed of all vegetation and debris. These materials shall be removed from the site by the Contractor. 2.2 Stripping - Surface soils containing roots and organic matter shall be stripped from areas to be graded and stockpiled or discarded as directed by the Owner. In general, the depth of stripping of the topsoil will be approximately 1 to 2 inches. Deeper stripping, where required to remove weak soils or accumulations of organic matter, shall be performed when determined necessary by the Geotechnical Engineer. Stripped material shall be removed from the site or stockpiled at a location designated by the Owner. 2.3 Removal of Existing Fill - Existing fill soils, trash and debris in the areas to be graded shall be removed prior to the placing of any compacted fill. Portions of any existing fills' that -are suitable for use in new compacted fill may be stockpiled for future use. All organic materials, topsoil, expansive soils, oversized rock or other unsuitable material shall be removed from the site by the Contractor or disposed of at a location on-site, if so designated by the Owner. 2.4 Ground Surface - The ground surface exposed by stripping shall be scarified to a depth of 6 inches, moisture conditioned to the proper moisture content for compaction and compacted as required for compacted fill. Ground surface preparation shall be approved by the Geotechnical Engineer prior to placing fill. ' I 3.0 EXCAVATION 3.1 General - Excavations shall be made to the lines and grades indicated on the I plans. I The data presented in the Geotechnical Engineer's report is for information only and the Contractor shall make his own interpretation with regard to the I methods and equipment necessary to perform the excavation and to obtain material suitable for fill. 3.2 Materials - Soils which are removed and are unsuitable for fill shall be placed in nonstructural areas of the project, or in deeper fills at locations designated by the Geotechnical Engineer. All oversize rocks and boulders that cannot be incorporated in the work by placing in embankments or used as rip-rap or for other purposes shall be removed from the site by the Contractor. 3.3 Treatment of Exposed Surface - The ground surface exposed by excavation shall be scarified to a depth of 6 inches, moisture conditioned to the proper moisture content for compaction and compacted as required for compacted fill. Compaction shall be approved by the Geotechnical Engineer prior to placing fill. 3.4 Rock Excavation - Wheresolid rock is encountered in areas to be excavated, it shall be loosened and broken up so that no solid ribs, projections or large fragments will be within 6 inches of the surface of the final subgrade. KLEINFELDER 4.0 COMPACTED FILL 4.1 Materials - Fill material shall consist of suitable on-site or imported soil. All materials used for structural fill shall be reasonably free of organic material, have a liquid limit less than 30, a plasticity index less than 15, 100% passing the 3 inch sieve and less than 30 percent passing the #200 sieve. 4.2 Placement - All fill materials shall be placed in layers of 8 inches or less in loose thickness and uniformly moisture conditioned. Each lift should then be compacted with a sheepsfoot roller or other approved compaction equipment to at least 90 percent relative compaction in areas under structures, utilities, roadways and parking areas, and to at least 85 percent in undeveloped areas. No fill material shall be placed, spread or rolled while it is frozen or thawing, or during unfavorable weather conditions. 4.3 Benching- Fill placed on slopes steeper than 5 horizontal to 1 vertical shall be keyed into firm, native soils or rock by a series of benches. Benching can be conducted simultaneously with placement of fill. However, the method and extend of benching shall be checked by the Geotechnical Engineer. Benching details are shown at the end of these guideline specifications. 4.4 Compaction Equipment- The Contractor shall provide and use sufficient equipment of a type and weight suitable for the conditions encountered in the field. The equipment shall be capable of obtaining the required compaction in all areas. 4.5 Recompaction- When, in the judgement of the Geotechnical Engineer, sufficient compactive effort has not been used, or where the field density tests indicate that the required compaction or moisture content has not been obtained, or if pumping or other indications of instability are noted, the fill AIL M KLEIN F ELDER shall be reworked and recompacted as needed to obtain a stable fill at the required density and moisture content before additional fill is placed. 4.6 Responsibility - The Contractor shall be responsible for the maintenance and protection of all embankments and fills made during the contract period and shall bear the expense of replacing any portion which has become displaced due to carelessness, negligent work or failure to take proper precautions. KLEIN F ELDER 5.0 UTILITY TRENCH BEDDING AND BACKFILL 5.1 Material - Pipe bedding shall be defined as all material within 4 inches of the perimeter and 12 inches over the top of the pipe. Material for use as bedding shall be clean sand, gravel, crushed aggregate or native free-draining material, having a Sand Equivalent of not less than 30. Backfill should be classified as all material within the remainder of the trench. Backfill shall meet the requirements set forth in Section 4.1 for compacted fill. 5.2 Placement and Compaction - Pipe bedding shall be placed in layers not exceeding 8 inches in loose thickness, conditioned to the proper moisture content for compaction and compacted to at least 90 percent relative compaction. All other trench backfill shall be placed and compacted in accordance with Section 306-1.3.2 of the Standard Specifications for Mechanically Compacted Backfill. Backfill shall be compacted as required for adjacent fill. If not specified, backfill shall be compacted to at least 90 percent relative compaction in areas under structures, utilities, roadways, parking areas and concrete flatwork, and to 85 percent relative,compaction in undeveloped areas. KLEIN FE LDER 6.0 SUBSURFACE DRAINAGE 6.1 General - Subsurface drainage shall be constructed as shown on the plans. Drainage pipe shall meet the requirements set forth in the Standard Specifications. 6.2 Materials - Permeable drain rock used for subdrainage shall meet the following gradation requirements: Sieve Size Percentage Passing 3" 100 1-1/2" 90 - 100 3/4" 50 - 80 No.4 24- 40 No. 100 0- 4 No. 200 0- 2 6.3 Geotextile Fabric - Filter fabric shall be placed between the permeable drain rock and native soils. Filter cloth shall have an equivalent opening size greater than the No. 100 sieve and a grab strength not less than 100 pounds. Samples of filter fabric shall be submitted to the Geotechnical Engineer for approval before the material is brought to the site. 6.4 Placement and Compaction - Drain rock shall be placed in layers not exceeding 8 inches in loose thickness and compacted as required for adjacent fill, but in no case, to be less than 85 percent relative compaction. Placement of geotextile fabric shall be in accordance with the manufacturer's specifications and shall be checked by the Geotechnical Engineer. KLEINFELDER I 7.0 SUBGRADE, BASE, AND SUBBASE FOR PAVED AREAS I 7.1 Subgrade Preparation - After completion of any utility trench backfill and I prior to placement of aggregate base, the upper 12 inches of subgrade soil shall be uniformly compacted to at least 95 percent relative compaction. I Scarifying, moisture conditioning and compacting in both cut and fill areas may be required to meet this specification. If lime-treated soil is approved for use, it shall meet the reqi.iirements of Section 301-5 I 7.2 Base Material - Base materials should meet either the State of California Specifications for Class 2 Aggregate Base or the requirements for Crushed Aggregate Base as described in Section 200-2.2 Of the Standard Specifications for Public Works. Processed Miscellaneous Base meeting the requirements of Section 200-2.5 of the Public Works Specifications may be used if approved by the City of Carlsbad. I 7.3 Subbase Material - Subbase materials should meet either the State of I California Specifications for Class 2 Aggregate Subbase or the requirements for Select Subbase as described in Section 200-2.6 of the Standard I Specifications for Public Works. Processed Miscellaneous Base meeting the requirements of Section 200-2.5 of the Public Works Specifications may be I used if approved by the City of Carlsbad. I . 7.4. Cement-Treated Aggregate Base - Cement-treated aggregate base should meet the State of California minimum specifications for Class B Cement-Treated I Base. I After the subgrade is properly prepared, all base and subbase shall be placed I in layers, moisture conditioned as necessary and compacted with suitable I equipment to at least 95 percent relative compaction. The final compacted thickness of base and subbase shall be as shown on the plans. I kn KLEIN F ELDER I 8.0 ASPHALT CONCRETE PAVEMENT 8.1 Thickness - The compacted thickness of asphalt concrete shall be as shown on the plans. I . 8.2 Materials - The asphalt paving should meet the State of California Specifications for 1/4" maximum coarse Asphaltic Concrete. Recycled Asphalt I . Concrete meeting the requirements of Section 203-7 of the Standard Specifications for Public Works may be used if approved by the City of I Carlsbad and the amount of recycled materials is 15 percent or less of the total mix. Asphalt concrete should be AR 8000 for pavement construction I from March to October, and AR 4000 from November to February. Where a prime coat is specified, the type and grade of asphalt for use as prime coat shall be SC 250 with an application rate of 0.10 to 0.25 gallons per I square yard. The type and grade of asphalt for use as tack coat shall be SS1 or SS1h with an application rate of 0.05 to 0.10 gallons per square yard. I. The type and grade of asphalt for use as seal coat shall be MC 250 or RC 250 I with an application rate of 0.15 to 0.20 gallons per square yard. Sand blotter, if needed to prevent "pick-up", shall be spread at a rate of 10 to 15 pounds I per square yard. I 8.3 Placement -'The asphalt concrete material, and placement procedures shall conform to appropriate section of the Standard Specifications. I I I P FILL SLOPE REMOVE UNSUITABLE MATERI PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND NATURAL GROUND' - COMPACTED FILL 4 TYPICAL 'BENCH HEIGHT BENCH KEY DEPTH 1 15 MIN. LOWEST BENCH (KEY) FILL-OVER-CUT SLOPE REMOVE UNSUITABLE MATERI COMPACTE FILL_::: NATURAL GROUND- - - 19' MIN. T LOWEST BENCH TYPICAL BENCH HEIGHT CUT FACE TO BE CONSTRUCTED PRIOR TO FILL PLACEMENT NOTES: LOWEST BENCH: DEPTH AND WIDTH SUBJECT TO FIELD CHANGE BASED ON CONSULTANTS INSPECTION. SUBDRAINAGE: BACK DRAINS MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL CONSULTANT. PLATE KLEIN FELDER BENCHING DETAILS PROJECT NO. 1-6