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Home My WebLink About3215; LA COSTA AVE WIDENING; GEOTECHNICAL SERVICES PERTAINING TO WIDENING OF LA COSTA AVE; 1986-07-18Testing Engineers - San Diego Mailing Address. 3467 Kurtz Street Post Office Box 80985 San Diego, CA 92110 San Diego, CA 92138 (619) 225-9641 - -'- - -V.-.- ir- - GEOTEC}I CAL SERVICES PERTAINING TO WIDENING OF TAAENUEJ BETWEEN HIGHWAY 5 AND EL CAMINO REAL CITY OF CARLSBAD, CALIFORNIA JOB NO. 70316 JULY 18, 1986 City of Carlsbad, Job No. 70316 TABLE OF CONTENTS PAGE INTRODUCTION.............................................1 METHOD OF INVESTIGATION..................................2 LABORATORY TESTING ........................................ .3 GEOLOGIC CONDITIONS ......................................4 FORMATIONAL ROCKS ..................................4 TERRACE DEPOSIT (Qt) ..............................5 ALLUVIUM (Qal) .....................................6 LAGOON DEPOSIT (Qi) ................................6 FAULTS.............................................7 GEOLOGIC STRUCTURE ................................ 8 DISCUSSION AND CONCLUSIONS ..............................9 RECOMMENDATIONS ..........................................11 GENERAL. ............................................ 11 RETAINING WALLS ......................................15 EXISTING ASPHALTIC CONCRETE PAVEMENT.................18 NEW ASPHALTIC CONCRETE PAVEMENT......................19 REVIEW................................................... 21 INVESTIGATION LIMITATIONS ................................22 City of Carlsbad Job No. 70316 TABLE OF CONTENTS (CONTINUED) ENCLOSURES PLATE 1 ...............SECTION A-A' PLATE 2 .... . ........... SECTION B-B' PLATE 3 ... ............SECTION C-C' PLATE 4 ...............SECTION D-D' APPENDIX A ............. TEST PIT AND BOREHOLE LOGS APPENDIX B.............LABORATORY TEST RESULTS AND LABORATORY TEST DESCRIPTION APPENDIX C.............GRADING SPECIFICATIONS SHEETS 1 through 9: GEOLOGIC MAPS ARE ALSO ATTACHED HEREWITH. tTriJJLJ Testing Engineers - San Diego Mailing Address. 3467 Kurtz Street Post Office Box 80985 San Diego, CA 92110 San Diego, CA 92138 (619) 225-9641 July 18, 1986 Job No. 70316 City of Carlsbad 1200 Elm Avenue Carlsbad, California 92008 Attention: Mr. Jeff Bunnell Subject: Geotechnical Services Pertaining To Widening of La Costa Avenue City of Carlsbad, California C.I.P. 3208 Gentlemen: As per your request and authorization, we have completed a geotechnical investigation of the proposed La Costa Avenue alignment. Reference is made to the agreement through purchase order number 15739 and our letter dated May 14, 1986 regarding additional costs due to unexpected expenses as described in the letter. The purpose of this investigation was to evaluate the nature of the site materials relative to the construction of the proposed roadway, the construction of various retaining walls, and the adequacy of the existing asphalt pavement to be used as part of the new roadway. City of Carlsbad Page No. 2 July 18, 1986 Job No. 70316 METHOD OF INVESTIGATION Site materials.within the area of the proposed improvements were evaluated by geologic mapping of surface exposures, backhoe excavated test pits, and auger drilled test borings. The excavations provided opportunities to evaluate subsurface conditions, and enabled engineers to collect samples for laboratory analysis. A bucket (large diameter) drill rig excavation was also conducted to evaluate the existing hillside for signs of faulting or landsliding. The existing La Costa Avenue was evaluated by coring the asphaltic concrete at the center line of the road at several locations. The in-place density of soil in the test pits was evaluated at various depths using Sand Cone Tests conducted according to the ASTM Standard Test Method D-1556-82. The approximate test pit, test boring and coring locations are shown on the enclosed maps. The test pit and boring logs are included in Appendix A. The number of blows required to drive the sampling barrel into the soil was recorded on the boring logs. The results of the Sand Cone Tests are tabulated in Appendix B. City of Carlsbad Page No. 3 July 18, 1986 Job No. 70316 LABORATORY TESTING Laboratory tests were performed in accordance with generally , accepted test methods of the American Society for Testing and Materials (ASTM). Tests conducted for the project included: Consolidation, Direct Shear, Moisture/Density, Maximum Density, Grain Size Analyses, Expansion and ttRt_value tests. "R"-value tests were performed on samples taken from test borings at various depths and on subbase materials obtained from coring the asphaltic concrete pavement. The Test Results and Test Descriptions are presented in Appendix B. City of Carlsbad Page No. 4 July 18, 1986 Job No. 70316 GEOLOGIC CONDITIONS Proposed roadway grading will encounter natural soil/rock materials during construction. The earth deposits were exposed during this investigation and include the following units: Formational Rocks (Ts) Upper hillside terrain of the project area is underlain by light colored sandstone with thinly interbedded siltstone. The •rocks are widely exposed throughout local coastal areas, and are most commonly designated Santiago Formation (Eocene ages). Well developed exposures were noted within large cut slopes above the south edge of the existing roadway. Sandstone exposures are characterized bya dusky-gray color and rich quartz/feldspar content. Noted sandstone units are massive and moderately-well cemented. Siltstone exposures are thin, dark gray colored clay-bearing units which indicate the prevailing structure. I SECTION B-B' (Stations 75-761 145- -145 135- -135 125- -125 105- Z\ Benching I -105 i- 95.. Proposed Road 95 Ui - -.--.---.-- -- ---------.. Ui 85- Way -85 See Detail on 85 -: t20' Plate 7 . 45- - Existing -45 LU 35 35 Road Way LU 25 -25 0- Temporary. -0 Scale 1=4O' NOTE: For approximate locations of the sections, please refer to Geologic Map Sheets. Testing Engineers—San Diego LA COSTA AVENUE. Jot) Ho. 70316 Oile6-2. _€Plate 2 City of Carlsbad Page No. 5 July 18, 1986 Job No. 70316 Terrace Deposit (Qt) Terrace deposit soil occurs along part of the proposed improvements and are indicated on the enclosed map sheets. The terrace deposits represent older residual soil (Pleistocene) which extends westward to prominent. exposures along local sea cliffs. Different terrace levels are apparent along the proposed project. Lower level exposures, along the eastern end of the project, are most prominent and will be encountered during cut excavations. Higher terrace: deposits occur in nearby exposures, excluded from the planned grading, most notably, above the large existing road cut at the west end of the project. Local Terrace Deposit soil is characterized by a distinctive red-brown color and a firm, friable consistency. City of Carlsbad Page No. 6 July 18, 1986 Job No. 70316 Alluvium (pal) Natural alluvial soil occurs along theproject site, approximatelyas shown on the enclosed map sheets. The exposed alluvium consists chiefly of unconsolidated sandy to silty soils, which occupy smailtributary canyons across the project area. Lagoon Deposit (Ql) Fine grain lagoon soil occupies the perimeter areas of Batiquitos Lagoon. It is chiefly silty to clayey deposits in a saturated and soft condition. Local lagoon soil is a natural deposit which is derived from flurial processes within San Marcos Creek. Portions of the reconstructed roadway may encounter Lagoon Deposit soil approximately as shown on the enclosed maps. Details of the earth materials underlying the project area are given on the enclosed excavation logs. A summary of their engineering characteristics is included on the enclosed map sheets. City of Carlsbad Page No. '7 July 18, 1986 Job No. 70316 Faults Faulted earth materials occur in the project area. The most notable feature is a well developed northeast trending fault which is exposed in the large road cut at the west end of the project (see enclosed map). The fault surface consists of a thin break, or shear, which extends upward through the formational rocks into the overlying terrace deposit soils. The fault is designated a "growth" or "depositional" fault, as younger terrace deposit soil near the surface is unaffected. The lack of.a significant gouge zone, and a relatively small displacement along the fault, suggests that the feature represents a discontinuous break which may be related to more significant distant faults such as the Rose Canyon fault. Existing hillside exposures indicate the presence of additional faults in the project area. The faults were noted within unimproved, hillside road cuts south of City of Carlsbad Page No. 8 July 18, 1986 Job No. 70316 the project area. The faults represent thin breaks in the formational rock section which evidence little or no displacement, and which are not expected to impact the project. Geologic Structure Bedding conditions within exposed formational rocks along the planned alignment are moderately well developed. Bedding attitudes were recorded cheifly along siltstone interbeds exposed in existing road cuts and in test excavations. The data indicated gently folded conditions, with dips of 10 degrees or less, in various directions. Locally steeper dips are isolated conditions related to faulting in areas excluded from planned excavations. Four sections were plotted as shown on Plates 1 through 4, to evaluate and depict the steepness of the hillside. SECTION A-A' A IStationa 61-621 145- :: - 116- I— iii 105- Ui - U.. 96- 86- z 75 0 65- > 55- Ui - _j 45.- w 35- 25- 15- 5- 0. Scale iu=40' Refer to the enclosed maps. 7.44' 1 I Proposed Road Way. N. 8 Existing r R oad Way. -'~N em O r a r y. 145 -135 -125 -115 -105 -95 -85 -75 -65 -55 -45 .-35 -25 -15 --5 -0 NOTE: For approximate locations ''--"i s&iiiu.—aIi LIIC'EILI of the sections, please refer to Geologic Map Sheets. LA COSTA AVENUE CITY OF CARLSBAD Jot) lo 70316 I.Da lelS-20-8 Plate 1 SECTION C-C I (StatIons 90-91) p P1 155 — —155 145— —145 135— —135 125— - —125 115 \._..\ 4.\ —115 105— I 105 : . 95 0 85- 120' \\ Way —85 75— - —75 -65 55— 1 1 . —55 \ Existing J —45 ;; : \ Road Way —35 25— -25 Temporary. —5 Scale i 40' NOTE: For approximate locations of the sections, please refer to Geologic Map Sheets . Testing Engineers—San Diego LA COSTA AVENUE jot) tlo.10316 Dale6-23-86jPF;ote 3 SECTION D.-D' IStatIons 92-931 15P- -150 140- .140 130- "N -130 120- 'N\ -120 110- . , -110 Ui ioo- 'N. ioo Ui IL oo- . NN. Proposed Road -90 Cl) 80. 'N . Way 1 180 0 70 N To so- . 'N. -60 'N >60- 'N. Existing -50 LU _j 40- " -4 -40 Ui Road Way 30- . -30 20- . . . , .20 10- . -10 6' 0- -0 Scale 1'=4 0' NOTE: For approximate locations of the sections, please refer to Geologic Map Sheets. I Testing Engineers—San Diego I LA COSTA AVENUE- Job Ho. 70316 ____ I 0aIe6-238Iae 4 City of Carlsbad Page No. 9 July 18, 1986 Job No. 70316 DISCUSSION AND CONCLUSIONS Based on our field observations, analyses of technical data generated in this study, and our geotechnical point, of view, the site is suitable for the proposed project. The planned roadway alignment is underlain by existing road fill soil and several natural earth deposits which range from soft, saturated soils .to hard, cemented formational rocks. The indicated distribution of earth materials beneath the project is depicted on the enclosed maps. Subsurface conditions are shown on the attached cross-sections. Due to the soft and saturated nature, some soil layers, especially fill zones along the lagoon side, may have a potential for settlement. The impact of slope stability was also analyzed with various soil layers at various locations. As a result, safe cut and fill soil slopes could be designed. Portions of the hillside, south of- the La Costa Avenue, needs stabilization against surficial failure or sliding. Various methods were considered. One way is to provide a sufficiently - flat slope, depending on the existing earth material. A minimum safe slope of one horizontal to one vertical can be used. It is is City of Carlsbad Page No. 10 July 18, 1986 Job No. 70316 however, noted, that adverse bedding may be present within the slope. The slopes are shown on Plates 1 through 4. The other alternative is building retaining walls or a combination of retaining walls, benching, and sloping the soil above the walls. This will reduce the height of the retaining wall. Crib walls can also be. used, though more excavation work will b required, making the solution costly. Based on the analyses of the settlements of fill slopes and stability of slopes with the solution alternatives discussed above, the following recommendations are given: . City. of Carlsbad Page No. 11 July 18, 1986 Job No. 70316 RECOMMENDATIONS The following'section presents recommendations consistent with the underlying, soil/rock units relative to the'planned grades: i; General 1.1 The near surface, saturated, alluvial soil, whenever encountered, should be removed to a minimum depth of 3 feet and replaced with site soil or base materials having acceptable moisture contents. This replaced soil should be compacted to a dry density of at least ninety percent (90%) •of the laboratory Standard (ASTM Test Method, D-1557), and should be free of debris, organic materials, or boulders. 1.2 Soil adjacent to the.roadway should be excavated and recompacted. The excavations should extend at least 10 feetfrom the outside edges of the roadway. This will • City of Carlsbad Page No. 12 July 18, 1986 Job No. 70316 minimize settling and cracking of the roadway and contribute to reducing water seepage under the pavement. 1.3 As shown on the plan, the proposed roadway extends about 30 feet, horizontally, into the lagoon area on the north, near Stations 96 to 97. In addition, the shoulder, and a sloping fill, will extend further into the lagoon area. Whenever encountered, all fill should be well compacted to avoid major settlement. For this purpose, we suggest that the upper 3 feet be compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D-1557. The balance of fill should be compacted to a minimum density of 90 percent of the laboratory standard. The soft lagoon soil, beyond the slope, should be, excavated 3. feet below the bottom of the slope, and replaced with granitic City of Carlsbad Page No. 13 July 18, 1986 Job No. 70316 rock fragments, or a similarly well graded sandy'material. This is intended to'act as a key .for the fill slope. Prevailing ground water levels may impact construction, and should be addressed prior to the beginning of excavation. The part of the slope face that is below maximum wave height, should be protected to preclude erosion. This should reduce short term maintenance of the slope and minimize settlement of the fill, though minor settlement of the fill should be anticipated. This is shown on Plates 5 and6. 1.4 When fill is to be placed and compacted against hillsides or existing fill, the slopes of original hillsides and old or new fills shall be horizontally benched to key the ill material into the adjacent ground. 1.5 Drainage and positive surface gradients should be provided so that no surface water ponds on the pavements, shoulder areas, nor foundations.' STATION 38+00 N QRTH SQUTH _4'MIn.soll cover 43 -3r mo rocki' —Mixture of soll& rock, compacted to minimum 90% of the labOratory standard- STATION 57+00 2: Erosion prevention. Sandy till compacted to minimum 90% of the - laboratory standard 15 [ Testing Engineers—San Diego LA COSTA AVENUE Job flo. 70316 I 03te7_22..861 Plate 5 SOUTH STATION 59+00 - Benching. Scale V & H 1'20' Sand fill Compacted to u%inimum 90% Of the laboratory standard. —Erosion Prevention. (f 10, "••••.••.' d... SOUTH STATION 111+00 Cut slope Th . Testing Engineers—San Diego LA COSTA AVENUE Job NO. 70316 DaIe7_22_86 Plate _6 City of Carlsbad Page No. 14 July 18, 1986 Job No. 70316 1.6 Support of open trenches: All trenches excavated in excess of five feet in depth should either be adequately shored or laid back on a slope of one horizontal to one vertical. In areas where sand is encountered, the slope should be flattened to 2 horizontal to 1 vertical. On-site inspection by a representative of this office may result in modification based on actual field exposures. 1.7 Trench Backfill: Pipeline trenches should be backfilled with compacted fill. Backfill materials should be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction 90 percent by mechanical means. In pavement areas, portions of the trench backfill within the pavement section should conform to the material and compaction requirements of the adjacent pavement section. City of Carlsbad Page No. 15 July 18, 1986 Job No. 70316 1.8 The hillside slope, on the south side of the La Costa Avenue may be stabilized by 'providing, adequate slopes depending on the existing earth material. A minimum slope of one horizontal to one vertical (1:1) may be used in the sandstone material. Wherever sandy soil is encountered, a slope of two horizontal to one vertical' (2:1) may be used. These slopes, if greater than twenty feet (201 ) high should be benched or stepped. However as noted earlier, adverse bedding may be present within the slope, and should be inspected. The slopes-may be evaluated on-site by a representative of this off ice, based on actual site inspections. 2. Retaining Walls Retaining walls may also be used, as an alternative, to the slope stabilization on the hillside area. City of Carlsbad Page No. 16 July 18, 1986 Job No. 70316 2.1 The retaining walls if preferred, should be properly designed and be founded at least 24 inches below the lowest adjacent grade. For design purposes, a static, lateral earth pressure may be approximated using an equivalent fluid unit weight of 35 pounds per cubic foot. Drainage behind the retaining wall should be adequate to ensure that no free moisture accumulates near the wall. A coefficient of friction 0.35 times the dead load may be used between the bearing soils and concrete wall foundations. 2.2 The four foot thick soil under the retaining wall is loose clayey or silty sand and is underlain by dense silty sand or sandstone material. So the crib wall, if used, should be placed at four feet (41 ) depth from the existing ground surface. Alternatively, the top four foot (41 ) thick soil can be removed, and replaced with compacted site material. The compaction should conform to the City of Carlsbad Page No. 17 July 18, 1986 Job No. 70316 requirements of the ASTN Test Method D-1557. The retaining wall foundations can then be placed at two foot (21 ) depth. In this alternative, minor settlement of the wall may be expected. 2.3 The foundations of :the retaining walls can be designed for a. safe allowable bearing.value of - three thousand pounds per square foot (3000 psf), for both of the above alternatives. 2.4 When building the retaining walls, the excavated hillside slope should be stabilized for safety against sliding or caving. A temporary slope gradient of three fourths horizontal to one vertical (0.75:1) may be used for the sandstone zones. This slope should be evaluated, 0n-site, by a representative of this office based on actual site inspections. City of Carlsbad Page No. 18 July 18, 1986 Job No. 70316 2.5 After backfilling the excavated area behind the retaining wall,' the slope above the wall should have a gradient of one and a half horizontal to one vertical (1-1/2:1) as shown - in the Detail on Plate 7. To flatten the hillside to the above specified gradient with minimum excavation, the wall height, wherever necessary, may need to be increased. 3. Existing Asphaltic Concrete Pavement 3.1 Results of "R"-value tests on the existing s.thgrade material indicate that the site soils have "R"-values ranging from 22 to 76. 'The existing pavement is underlain with an imported sandy base material in thicknesses ranging from three to nine inches (3 to 9"). For •' traffic Index (TI) of 8, the actual asphalt thicknesses of the existing asphaltic pavement were calculated depending on the corresponding "R"-values. In some areas the existing thickness is less than the calculated thickness. So an overlay is computed at respective stations and presented in Table I. EXCAVATION DETAIL IRefer to Section B-B'I 1 I The actual wall height may vary 90 and should be adequate to permit a 1.5:1 (horizontal to vertical) fill slope adjacent to 80- the entire temporary cut slope. Thus, the actual wall height may require adjustment to conform 70- with the eventual point at which the temporary cut slope meets 60- the natural slope , 77 / , / 50 N 40- '0 30- Area to be backfilled / with sandy material I - 201 after wall construction. 10 Approx. Scale: 12O' Testing Engineers—San Diego LA COSTA' AVENUE ?!). 70316 1 ft07-28667 1 Diu ri 20 City of Carlsbad - Page No. 19 July 18, 1986 Job No. 70316 4. New Asphaltic Concrete Pavement 4.1 The new asphaltic pavement section for the widening of the road comprises of Class II base and asphaltic concrete. The design was based on a minimum "R"-value of the base material of 78 and a subbase material of 10. For a traffic index (TI) of 8, a minimum asphaltic concrete thickness of four inches and a base material thickness of twenty inches may be used. Alternatively, a full depth asphaltic concrete section, twelve inches (1211 ) thick, may be constructed on the existing subgrade material. This alternative may bridge, to some extent, the different thickness of new and old pavements. As a reusit, differential settlements that may otherwise occur, may be minimized. These values are summarized and presented in Table 1, Appendix B. City of Carlsbad Page No. 20 July 18, 1986 Job No. 70316 4.2 The placement and construction of the Pavement section, should be in conformance with an appropriate standard specification, such-as "Standard Specification for Public Works." 4.3 The overall design of the pavement should include proper drainage systems and gradients for runoff flow away from the roadway. Also, proper channeling systems should be designed to prevent pondingof water that may promote seepage beneath the pavement. City of Carlsbad Page No. 21 July 18, 1986 Job No. 70316 REVIEW The final plans should be reviewed by this office to minimize any misunderstandings between the plans and the recommendations presented herein. In addition, excavations and earthwork performed on-site should be evaluated by a qualified engineering geologist or soils engineer. If conditions are found to vary from those stated herein, appropriate recommendations should be requested. City of Carlsbad Page No. 22 July 18, 1986 Job No. 70316 INVESTIGATION LIMITATIONS The materials encountered on the project site and utilized in our laboratory investigation are believed to be representative of the total area. However, soil and bedrock materials vary in characteristics betzeen excavations and natural outcrops. Since our investigation is based on the materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed nor implied. The opportunity to be of service is sincerely appreciated, and if you should have any questions regarding this matter, please feel welcome to contact our office. Almaz sseha Project Engineer Dennis Middleton, CEG 980 Engineering Geologists REM/AF/DM/ eg Respectfu y itted, Roy . Moore R.C.E. 28119 Principal Geotechnical Engineer APPENDIX A TEST PIT AND BOREHOLE LOGS JOB NO. 70316 EST PET LOGS ALLUVIUM: 6.0' SAND, red-brown, medium dense, damp. @ 3.50' Cobbles encountered 9.0' SAND, red brown and light gray mixture, dense. I0NAL ROCK: SANDSTONE - SILTSTONE, light gray, dense, damp. Excavation Stopped @ 10.0'. SILTY SAND, tan to red-brown, medium- dense; moist. SILTY SAND, dark brown to black, moist loose.• Excavation Stopped @ 9.5' JOB NO. 70316 TEST rr LOGS SILTY SAND, with scattered sandstone fragments, tan to light gray color, damp, dense. SANDSTONE, tan to light gray color. Contains streaks of discontinuous brown soil, fractured. Damp friable. Excavation Stopped @ 7'. SILTY FINE SAND, light gray to tan, medium-dense, damp. SILTY SAND, black, moist, medium- dense. Excavation Stopped @ 9.0'. TP.5 FILL: I (, 3.0 OiO: 3.0' ALLUVIUM: 3,0-6.5' 65 SILTY SAND, light gray to light yellow, medium-dense, damp. SILTY SAND, black moist, medium- dense. Excavation Stopped @ 6.5'. "I JOB NO. 70316 TT P[i LOGS 0.0 TP.6 2.0 SOIL; ( 0 - 2' SILTY TO CLAYEY SAND, medium brown, moist, loose. - 2 - 7.5' SANDY TO CLAYEY SILT, dark brown, moist, moderately stiff. @ 4 . 5' water seeps from south wall 75) of trench, caving of trench wall from 2 3'. FOTUIATIONAL ROCK: 7.5 - 8 SANDSTONE, rusty brown to gray color (mottled). Micaceous, very weathered. Friable, wet. 0.0 TP.7 Excavation Stopped at 8'. SOIL: ) 010 - 8.0' SILTY TO CLAYEY SAND, dark brown, moist, medium. fit @ 6' water seeps from southwest wall of trench, caving of trench wall from (If LP U .. Excavation Stopped @ 8'. 8 .0 TP.8 ALLUVIUM: O --6' SILTY SAND, medium to light brown, damp, loose. TERRACE DEPOSIT: 6 - 8' SANDY SILT, tan colored with white caliche deposits, moist, friable to firm. Excavation Stopped at 8'. 6.0' . TEST P LCGS TP.9 TOPSOIL: F601: - 3' CLAYEY SAND, dark brown, damp, firm. FORNATIONAL ROCK: 3 - 8' SANDSTONE, fine to coarse grain. Weathered to soft consistency in upper 2', well-cemented below. Tan color in weathered zone. Gray below. massive, tight. Excavation Stopped @ 6'. 0.0 TP.10 / FORMATIONAL ROCK: O - 5' SANDSTONE, tan color. Weathered to soft consistency. 5.0 From 3', caliche deposits throuhout, Massive. Fine to medium grain. Damp. 5.!- 9' SILTSTONE, gray color with thin, yellow silt interseains. Highly fractured and weathered to popcorn texture in upper 9.0' 2', moderately hard and blocky below. 77 Fractured, Bedding attitude at 8': - E W/54N. Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/13/86 Boring No: BR-i Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: _________ Hammer Weight & FaIl:_140 lb/30" Ground Water: Logged By: AF _ LaJ uJ kn ZU.. _J — CL In 0- CL FIELD DESCRIPTION - Z 0.0 - 7.0' CLAYEY SILT, light brown (FILL) to tan, dry, stiff. 2 4 53 6 7.0 - 10' SILTY FINE SAND, tan, dry 8 (FILL) to dump, medium-dense. 10 10.0 - 14' FINE SAND, yellow, dump, 27 (TERRACE medium-dense. 12 DEPOSIT) 4' 14 14.0 - 18.0' CLAYEY SANDY SILT, light (ALLUVIUM) brown, medium stiff to 16 stiff, dry. 37 18 18.0 - 27.0' SAND, brown to yellowish (FORMATIONAL) brown, very dense, medium 20 grained, dry. 96 22 24 26 - At 27.0' gravelly sand, 28 very dense. Boring terminated at 27.01. PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date 5/12/86 Boring No: BH-2 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: 5' Logged By: AF I- u_ - U. u w UJ w— Z CL 0 0 0. UJ FIELD DESCRIPTION 0.0 - 5.0' SILTY SAND, light brown to (ALLUVIUM tan, moist, medium-dense. 2 DEPOSIT) 11l .4 - groundwater at 4.5'. 16 6 5 - 14' SAND, light brown, fine to • (ALLUVIUM) medium-coarse grained, loose to wet, medium-dense. -8 10 14 12 14 14 - 25' SAND, dark gray, very fine, (ALLUVIUM) wet, mixed with mica, medium 18 16 dense. 18 At 19-21' loose and wet. 20 6 22 24 25 - 29' SAND, with clay lense, dark 44 26. (FORMATIONAL) gray, very fine and plastic, wet. Sand mixed with mica medium dense. - 28 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/12/86 Boring No: BH_2(Co11t'c1) Type of Rig: B-61 Auger_ Hole Diameter: 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: 4 .5' Logged By: AF — >. U. w -. ZU w— tX Z c_ UJ L) FIELD DESCRIPTION CIO 29 - 30' SAND with shell fragments, 30 (FORMATIONAL)dark gray, fine to medium 68 grained, mixed with mica, 32 dense, wet. Boring' terminated at 30'. .34 0 PLATE_______ 0 z 0 Testing Engineers-San Diego BORING LOG Project: La Costa Avneue Date: 5 /12/86 Boring No: BH3 Type of Rig:.L Auger Hole Diameter: 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: 5.0' Logged By: AF & BS - U. '-S LU ,,_ ZU- LU Z = 0 #1' - LU CL oa. _LAJ FIELD DESCRIPTION co Q 0.0 - 8.0' SILTY SAND, with rock 2 (FILL) fragments, light brown, • loose to medium-dense, wet. .4 - groundwater encountered at 12 6 5.0'. 8.0 - 19.0' COARSE SANDY, CLAY, mixed (LAGOONAL. with some quartz fragments; 10 DEPOSIT) dark gray, soft and wet. 12 14 6 At 15' some soil, but with 16 more dark gray clay lense. 18 19.0 - 25' SAND, with dark gray clay 20 (FORMATIONAL)lenses, medium grained, 28 dark gray, medium dense, wet. 22 24 • Boring Terminated at 25'. 26 28 PLATE_______ 0 N- Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/12/86 Boring No: BI-i-4 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: _________ Hammer Weight & Fall: 140 lb/30" Ground Water: 8' Logged By: AF&8S I- j u,_. Z L w—• UJ CL UJ FIELD DESCRIPTION S 0.0 - 3.0' SANDY CLAY, brown, moist, (ALLUVIUM medium stiff. 2 DEPOSIT) 3.0 - 9.0' CLAYEYSAND, dark brown, 4 (ALLUVIUM) moist, meidum stiff. 9 6 At 81 groundwater was encountered.. 10 9.0- 1511' SAND, light brown to tan, (ALLUVIUM) medium grained, very loose, 12 wet. 14 15½- 20.0' FINESANDYSILT, dark gray 16 (ALLUVIUM) highly plastic, soft, wet. I..i8 20 10 20.0 - 23' COARSE-SAND,-with dark gray (ALLUVIUM) clay lense, wet, loose. 22 23 - 28' FINESANDYSILT, dark gray, (ALLUVIUM) highly plastic, soft and 24 wet, underlain by sand mixed with shell fragments, medium grained, loose and 15 26 5 wet. 28 PLATE_______ Testing Engineers-Son Diego BORING LOG Project: La Costa Avenue Date: 5/12/86 Boring No: BH-4 (Cont'd) Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: _________ Hammer Weight & Fall:_140 lb/30" Ground Water: 8' Logged By: AF & BS — - -S LQ Z U uJ - - CL 0 > —z FIELD DESCRIPTION 28 - 35' SAND, gray, medium grained, (FORMATIONAL) dense, wet. 15 30 32 34 Boring terminated at 35'. 48 36 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/13/86 Boring No: B}i-5 Type of Rig: B061 Auger Hole Diameter: 8" Elevation: _________ Hammer Weight S Fall: 140 lb/30" Ground Water: 5.0' Logged By: AF . z o L. LLJL) 0 0 > —z UJ FIELD DESCRIPTION Cc 0.0 - 5.0' SILTY SAND, light brown to (ALLUVIUM) tan, loose to medium dense, 2 dry. .4 At 5.0' groundwater was 11 6 noted. 5.0 - 10.0' SAND, light brown to tan, 8 (ALLUVIUM) loose to medium dense, medium grained; wet.- - 10 Boring terminated at 10.0'. .12 .18 .20 . .22 .24 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/13/86 Boring No: BH-6 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight & Fail:— 140 lb/30" Ground Water: 15.0' Logged By: AF - U- U.I— -.-.. UJ cfl Z'cr LJ I—M - 0 j CL LhJL Q CL - 0 w 0 >- U) FIELD DESCRIPTION 0 —j 01 U) >- cr_ 0 L) 0.0 - 7.0' CLAYEY SAND, fine, light (ALLUVIUM) brown, dry, loose to medium 2 dense. .4 13 .6 7.0 - 9.0' SILTY SAND, with clay . 8 (ALLUVIUM) intrusions, dark brown, dry, loose to medium dense. 10 9.0 - 14.5' SILTY TO SANDY CLAY, dark. 13 (LAGONNAL brown to black soft, dump. DEPOSIT) 12 14 14.5- 15.5' SILTY SAND, light gray, 16 (ALLUVIUM) medium grained, loose to 12 medium dense, moist. - groundwater, encountered at 18 15.0'. 15.5-20.0' SAND, gray, loose, wet. (TERRACE) 20 At 20.0' very fine clay 9 intrusion encountered, with 22 the sand. 20.0-240' SANDY CLAY, dark gray to (ALLUVIUM) black, soft and wet. 24 .. - 24.0-29.0' SITLY SAND, very fine, light (FORMATIONAL)gray, loose, wet. 12 -26 -28 30 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5 /13/86 Boring No: BH-6 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight B Fall: 140 lb/30" Ground Water: 15.0' Logged By: AF I— LaJ LU C,, ..j CL Q CL LAJ CL FIELD DESCRIPTION 0 > —z 30 29.0 — 35.0' FINE SANDY SILT, inter- bedded with sand, dark 32 gray, wet, soft. - 34 At 35.0' rock fragments 73 36 were noted. Boring terminated at • 35.0'. PLATE_______ m 0 r-. Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/15/86 Boring No: BH-7 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight B Fall: 140 lb/30" Ground Water: 10' Logged By: AF -J Z u U, J 0. > hUJ —z CL UJ FIELD DESCRIPTION 0 0.0 - 5.0' SANDY SILT, dark brown, 1 (ALLUVIUM) soft, moist. .2 .3 .4 .5 5.0 - 15.0' FIND SANDY SILT, light gray, soft and moist. .6 .7 .8 .10 At 10' groundwater encountered. 11 . .12 .13 . 14 15 Boring Terminated at 151 . PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/15/86 Boring No: BH-8 Type of Rig: B-61 Auger Hole Diameter 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: 15' Logged By: AF &BS - . _J S w Q ZLI. Cl, a- WL) UJ FIELD DESCRIPTION co W 0.- 3½' SILTY SAND, light brown, (ALLUVIUM) dry, medium-dense. 2 3½ - 10.0' SILTY SAND, dark brown to 4 (FORMATIONAL) black, moist, medium-dense. - percent of sand increases 20 with depth. 6 8 5 - 10 18 10.0 -'29' SILTY SAND, dark gray, moist, loose, fine to medium 12 5 grained. 14 At 15' sample was wet. 16 Groundwater level. 18 S 20 -22 -24 5 26 28 5 5 5 29' - 31' SANDY SILT, gray, medium stiff, wet, fine grained. PLATE_______ 0 fl- Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date; 5/15/86 Boring No: BH-8 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: 15' Logged By: AF & BS I- I U, z 0 CL u_ cr•- I- 0 0 > _W —z Ui FIELD DESCRIPTION co .30 31 - 33.0' SILTY SAND, light gray to 32 (FORMATIONAL) gray, wet, medium-dense, fine to Medium grained. 34 34 - 36' SAND, light gray with clay 36 mixture at 35½', dense, wet. Boring terminated at 361 . .38 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/15/86 Boring No: BH-9 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: _________ Hammer Weight a Fall: 140 lb/30" Ground Water: 10' Logged By: AF U. V Z Li..-. ae L&J ,, a. UJL) cm CL W CL UJ FIELD DESCRIPTION co Im T 0.0 - 7.0' SILTY FINE SAND, brown, (TERRACE) medium dense, dry. .2 '4 17 6 7.0 - 14.5' SILTY FINE SAND, light 8 (TERRACE) brown to tan, medium-dense, moist, shells. 10 • - groundwater at 10 12 12 14 14.5- 15.0' SAND, dark gray, fine to 16 (FORMATIONAL) medium grained, medium- dense to dense, wet. L 1 0 Boring Terminated at 15'. - 20 22 24 26 0 28 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/16/86 Boring No: BR-b Type of Rig: B-61 Auger Hole Diameter: 8t Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: 151 Logged By: PS — . j Zta I—. 0. Ui FIELD DESCRIPTION 0 > -z 2 0.0 - 1.0' SILTY SAND with gravel, (FILL) light brown, medium-dense, dump. .4 - 1.0 - 5.5' SILTY FINE SAND, light (TERRACE) brown, medium 29 6 5.5- 9.0' SILTY SAND, brownish gray mixed with yellowish brown sand, medium dense, dry. .8 9.0 - 10.0' SILTY SAND, brown, medium- 10 (TERRACE) dense, dry. . 16 10.0- 18.0' SILTY FINE SAND, black, (AlLUVIUM) medium dense, moist. .12 .14 . . 11 16 18 18 — 20.5' VERY FINE SANDY SILT, black (ALluVIUM) wet, medium-stiff, highly - 20 plastic. 20 20.5-30.0' SAND, dark gray, fine to 22 (FaNATI0NAL) medium-grained, medium- dense, wet. 24 45 -26 - 28. . 30 Boring terminated at 30'. 35 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5 /16 /86 Boring No: BI-i-11 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight a Fall: 140 lb/30" Ground Water: Logged By: ae I- - L&J V). Zu W Z WL) CL Ui FIELD DESCRIPTION z 0.0 - 2.0' SILTY SAND, with gravel, (TERRACE light brown, medium dense, 2 DEPOSIT) dry. 2.0 - 23' SILTY SAND, light brown to 4 (FORMATIONAL) dark brown, medium-dense to dense, dry to wet. 40 6 8 - 10 . . 40 12 14 - sand gets coarser and more 32 16 and more at and after 15' depth. 18 20 22 24 23 - 25' SAND STONE, light yellow (FORMATIONAL) to tan, dense, dry.. Drilling stopped at 25'. 26 28 PLATE 0 Testing. Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5 /13/86 Boring No: BH-12 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: 17' Logged By: AF - . I-. Ui -. w— 0 - LLJ) UJ FIELD DESCRIPTION 0 -Z 0.0 - 17.0' SILTY SAN, brown to dark (ALLUVIUM) brown, medium dense, 2 dump. 4 18 6 ., . 10 51 12 14 . 16 17.0 - 30' SAND, with some silt, 18 (FORMATIONAL) light brown to tan, medium dense, wet. - groundwater at 17' depth. 20 . 16 22 0 24 0 . 17 26 . 28 30 Boring terminated at 30'. PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5 /15/86 Boring No: BFi-13 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: _________ Hammer Weight B Fall: 140 lb/30" Ground Water: Logged By: AF U. Ui ;z CC oa. uJ FIELD DESCRIPTION 0 -j > cr —z 0.0 - 5.5' CLAYEY SAND, light brown, (FILL) medium-dense, dry to moist. .4 5.5 - 6.5' GRAVELLY SAND, light brown, 50 . 6 (FILL) dense, dry. 6.5 - 10.5' SAND, light gray, loose, wet. 10.5 - 20.5' FINE SANDY SILT, dark gray (Lagoonal highly plastic, soft to 10 Deposit) medium, moist. • 13 12 14 5 16 18 20 At 20.0' silty clay is 5 soft, moist with shells. 22. 20.5 - 23.0' SAND, dark tray, loose, . moist to wet, with mica. 23.0 - 40.0' SILTY CLAY, dark gray, 24 highly plastic, soft and moist. 4 26 28 6 PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/15/86 Boring No: BH-13 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water: Logged By: AF U.. w - LJL) LJ Ui 0. 2 0. oe > —z FIELD DESCRIPTION 30 . 6 32 At 32 - 32.5' thin layer of dense sand. - 34 6 36 38 40 40.0 - 43' SAND, dark gray, medium (FORMATIONAL) grained, loose, wet. 42 44 43 - 50' SILTY SAND, dark gray, fine grained, loose wet. 46 48 50 - Boring terminated at r 50'. • PLATE_______ Testing Engineers-San Diego BORING LOG Project: La Costa Avneue Date: 5/15/86 Boring No: B}i-14 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight B Fall: 140 lb/30" Ground Water: 12' Logged.By: AF - ,- U.. -.. LQ 5_ - w— I- 0 Cl) LiJL) (n FIELD DESCRIPTION —z 0.0 - 7.0' SANDYSILT, dark brown, (FILL) soft to medium dense, 2 dump. 4 13 6 8 7.0 - 15.0' FINESANDYSILT, dark 10 (ALLEVIUM) gray, soft to moist. 12 - groundwater 12', depth. 1.4 Boring terminated at 8 16 15'. 18 • . L2o PLATE_______ r-. Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/15/86 Boring No: BFI-15 Type of Rig: B-61 Auger Hole. Diameter: 8" Elevation: __________ Hammer Weight a Fall: _140 lb/30" Ground .Water: 15' Logged By: AF - - b- w V)-.. ZL. UJ' X o - CL ' Cn 0. FIELD DESCRIPTION 02 > — z 0.0 - 8.0 SITLY FINE SAND, light (FILL) yellow to tan, medium- 2 dense, dry. .4 - . 23 8.0 - 12.0' FINE SANDY SILT, dark (ALLUVIUM) gray to black, soft, 10 dump. 12.0 - 20.0' SILTY SAND, light gray to 12 light brown, moist, . loose. 14 '. . - Groundwater at 15' depth. 7 16 18. . 20 Boring terminated at 10 20' depth. . PLATE_______ -4 0 r- Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/13/86 Boring No: BH16 Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: Hammer Weight & Fall: 140 lb/30" Ground Water.: Logged By: BS uJ z U- = 0 CL UJ FIELD DESCRIPTION z 0.0 - 4.5' SILTY.SAND, brown, dry (FILL) to moist, medium-dense. -2 4 4.5 - 10.0' CLAYEY SAND, dark brown (FILL) gray, moist, medium-dense. 12 .6 -8 -10 10.0 - 19.0' CLAYEY SAND, light brown, 8 gray, moist, medium-dense. 12 -14 At 15' sandy clay layer 12 16 . mixed with the clayey sand, increasing sand content with depth. - groundwater at 16'. L() . 19.0 - 25.0' SAND, light brown and (TERRACE gray, wet, medium-dense. 1 0 DEPOSIT) -22 - -24 - 11 25.0 - 34.0' MEDIUM GRAINED SAND, inter: -26 beded with clay, medium- dense, gray, wet. 28 30 PLATE_______ 0 0 - Testing Engineers-San Diego BORING LOG Project: La Costa Avenue Date: 5/13/86 Boring No: BH-16 (Cont'd) Type of Rig: B-61 Auger Hole Diameter: 8" Elevation: _______ Hammer Weight a Fall: 140 lb/30 Ground Water: Logged By: BS 0 CL Cz CL Ui -Z Ui FIELD DESCRIPTION cc JU 10 .32 34 34.0 - 35.0' SAND CLAYEY SAND, CLAY, sand grading to clay sand, tan, medium grained, 16 36 wet, medium-dense, clay gray, wet, medium-dense. 38 Boring terminated at 351. PLATE_______ APPENDIX B LABORATORY TEST RESULTS LABORATORY TEST DESCRIPTION City of Carlsbad Job No. 70316 LABORATORY RESULTS 1. Maximum Density Tests Maximum Dry Optimum Sample No. Density (pounds Moisture and Location per cubic foot) (percent) TP-1 @ 2 feet 120.7 10.5 TP-1 @ 4 feet 117.9 10.4 TP-2 @ 2-4.5 feet. 124.0 11.5 TP-4 @ 4.5 feet 119.0 13.0 TP-5 @ 2.5 feet 114.0 12.0 TP-5 @ 4.5 feet . 119.0 12.0 TP-6 @ 2.0 feet 122.4 10.3 TP-7 @ 2.0 feet 122.8 11.0 TP-8 @ 2.0 feet 125.5 10.6 BH-11 @ 5.0 feet 123.0 11.3 BH-12 @ 0-10 feet 123.3 . 10.5 BH-14 @ 3-5 feet 119.3 11.7 BH-15 @ 0-5 feet . 124.6 10.4 2. Moisture Content And In-Place Density Tests Field Maximum Field Dry Moisture Dry Density Relative Sample No. Density(pounds Content (pounds per Compaction and Location per cubic foot) (percent) cubic foot) (percent) BH-.@ 5 feet 113.9 15.1 BH-2 @ 5 feet 120.8 17.9 ---- BH-2 ë 10-11 feet 120.8 . 17.1 ---- BH-5 @ 5-6 feet 102.1 10.7 ---- BH-11 @ 5-5.5 feet 91.7 5.5 ---- 74.6 BH-12 @'5-6 feet 109.8 14.3 123.3 89.1 BH-12 @ 9-10 feet 118.9 11.5 123.3 96.4 BH-15 5-6 feet 105.1 15.3 124.6 . 84.3 BH-16 @ 5 feet 111.2 6.2 ---- City of Carlsbad Job No. 70316 Field Sand Cone Density Tests were also performed and the results are tabulated below: Field Maximum Field Dry Moisture Dry Density Relative Sample No. Density(pounds Content (pounds per Compaction and Location per cubic foot) (percent) cubic foot) (percent) TP-1 @ 2.0 feet 124.8 11.5 120.7 103.4 TP-1 @ 4.0 feet 88.3 9.1 117.9 74.9 TP-2 @ 2.0 feet 103.1 9.7 124.0 83.1 TP-2 @ 4.5 feet 89.4 19.6 124.0 72.0 TP-4 @ 4.5 feet 139.3 16.1 119.0 117.1 TP-5 @ 2.5 feet 103.2 18.2 114.0 90.5 TP-5 @ 4.5 feet 121.5 16.5 119.0 102.1 TP-6 @ 2.0 feet 122.5 17.0 122.4 100.0 TP-6 @ 4.5 feet 142.3 23.8 122.4 116.3 TP-7 @ 2.0 feet 119.3 16.1 122.8 97.2 TP-8 @ 2.0 feet 96.1 9.0 125.5 76.5 3. Consolidation Tests Consolidation tests were performed on samples from various depths. The results of the tests are presented graphically on the attached pages, 4. Direct Shear Tests Angle of Sample Location Apparent Cohesion Internal Friction and Depth (pounds per square foot) (degrees) EH-5 @ 5-6 feet 750 19.5 BH-5 @ 9-10 feet 220 35 BH-8 @ 5-6 feet 750 37 BH-6 @ 10-11 feet 480 36 5. Expansion Test Sample Location Swell Swell and Depth (percent) Potential BH-4 @ 5-6 feet 1.7 Low BH-14 @ 5-6 feet 10.3 High City of Carlsbad Job No. 70316 6. "R"-Value Results Depth Sample Location (feet) "R"-Value BH-14 3-5 10 BH-15 0-5 28 City o Carlsbad 01, NO. •:l PAVEMENTS 1. Table I The Existing And New La Costa Avenue Pavernent Sections Core Approximate R-value Existing Existing* Overlay Total Nèwent No. Location Existing Asphalt Base on the Asphalt Miniue*I Class Ii Fuii4 (@ the center Subgrade Concrete Material Existing Concrete Asphalt Base** the two lanes) Thickness Thickness Asphalt Thickness Concrete Material Asnaitc (inches) (inches) Concrete Necessary Thickness Thickness concrete (inches) Tl8 (inches) (inches:' 11:8 (inches) ------------- Ti8 C-I € Station 37+50. 47 8 --------------------------------------------------------------------------------------------------------------------- 3 -- 8 4 20 12 C-2 Siation45+50 22 a --------------------------------------------------------------------------------------------------------------------- 6 3 11 4 20 12 C-S Station 56+00 76 5 --------------------------------------------------------------------------------------------------------------------- 9 -- 5 4 20 12 C-4 € Station 65+80 75 5-3/4 --------------------------------------------------------------------------------------------------------------------- 6 -- 5 4 20 12 C-S € Station 76+00 73 5-1/2 --------------------------------------------------------------------------------------------------------------------- 7 20 12 C-6 Station 85+50 52 6 --------------------------------------------------------------------------------------------------------------------- 5 4 10 4 20 12 C-i 'tation 95+50 67 6-1/4 4-1/4 -- 5 4 20 12 C-B € Station 105+00 26 6 5 4 10 4 20 12 C-S kion 113+00 40 5 6 3 9 4 20 12 C-10 € Station 126'OO 31 5-112 --------------------------------------------------------------------------------------------------------------------- 6-1/2 4-1/2 10 4 20 + Sandy Material +4 Desianeo tor an 'R:-YA-iue r Class ii base ot 76 and Subarade pAtrria jj 1 + R-yjaue o tne sub-raoe +ateriai assuea is 10. City of Carlsbad Job No. 70316 2. Sand Equivalent Test Sample Location Material Sand Equivalent C-i Base 24 C-2 Base 53 C-3 Base 52 C-4 Base 54 C-6 Base 58 - C-7 Base ' 58 C-8 ' Base 57 C-9 Base 33 C-la Base 37 3. Grain Size Distribution Test, Hole: C-2 C-4 C-6 C-7 C-8 C-10 Material: Base , Base ' Base Base Base Base Sieve No. ' Percent 'Finer Than Size Indicated 4 100 100 100 100 100 100 8 94 99 90 94 88' 93 16 89 94 ' 78 76 76 71 3'0 79 84 ' 63 55 62 46 50 52 57 37 37 41 30 100 ' 27 29 ' 21 ' 24 24 21 200 ' ,.... ' 15.4 15.2 11.8 15.9 14.6 14.5 City of Carlsbad Job No. 70316 4. Atterberg Limits Test (Base Course) Plasticity Test Location Liquid Limit Plastic Limit Index C-i 24 21 3 C-2 33 Non - Plastic C-3 32 Non - Plastic C-4 33 Non - Plastic C-6 35 Non - Plastic C-7 31 Non - Plastic C-8 26 Non - Plastic C-9 25 22 3 C-10 30 23 7 IUUhIII1llh1I "MI R••uuuuuuIIIpllIuhImuIIIIt!unnuIIuuuluuINInInhIIu•••IuuuIIuuIIuIuIfluIn UI•IIuIuIIIIuIIIIIUIlIIIIIIHHIllhIIIflhIIIIIIuIIIIIIflhIIIIRUUIUIIIIIuIIIIllHIIIII uauuuiiuuuuiuiuuuiiiniaii.iiiiiirniiiiuiuiuiiniuiiiiu••iiiiuuuuuuiuuiiiiiii uu•i•uuiuiuiiumuiiniiiiiiwinrnuuuiuiiiiuiuniuni•inuiuiuuuuIuiiu UM•IUIIIIIUIIIIIIIlIflhIIHhiIIlHtAIIIIIIIIIlIIIHIIIIIIIlIUU•IlIIIIIUIIIIIIIHhIFfl uiiuuuiuuluuiiintiiuniiuiiiiiuniiuoinuiiuiiiiiiiiu•..i...i.i.uuiuiuinu •••MUIIRIIIIIIIIIIIIIIIHIIIII;IliIItHhIIIIIIIIIIIUIlIIIIHhII•••Mlllllllflhlllllllflfl MEMO iuu IIIUiIflhIIIIflhll!1IIIII IlIIIiI1IwfflIP;RbUI iuuiulliiflhililrn•R•uIuuIiZ IlIII:IIIIlHflhIlII••UlIlII IilIliIiIIliiiRlii$•UiiIIiI IIII;IIUhIIIIflIflURURUIIllI IIIII;IIIIUIIIUIlIRRUIIIUU iuuiiuiiuiiiiniiiiu••uuuuun Hal Testing Engineers-San Diego SHEAR TEST RESULTS 0 19.5° C 750 lbs/ft.2 Ca, - = F- LU cr- -- (I) c LLj 1 2 3 4 NORMAL PRESSURE (ksf) SOIL DESCRIPTION: Light Brown Silty Sand JOB NO: ____ 70316 BORING NO: BH-5 I DEPTH: 5-6 Feet PLATE 1 S. 'S Testing Engineers-San Diego SHEAR TEST RESULTS • Ø Z 350 C = 220psf. 4 - - - - -. - - - -. - - LLj 10, I t 1 cn _I.u._I.•uI u...Iu....uh. _ ....u.I.. . I_I_Il luhuhuhllll NORMAL PRESSURE (ksf) SOIL DESCRIPTION: Light Brown Sand JOB NO: 70316 BORING NO: BI1-5 - DEPTH: 9-10 Feet PLATE Testing Engineers-San Diego SHEAR TEST RESULTS 370 = 750 lb/ft.2 4 U, . 3 Lu 2 U) w = U) 1 2 3 4 NORMAL PRESSURE (ksf) SOIL DESCRIPTION: Dark Brown Silty Sand I JOB NO: 70316 BORING NO: BH-8 DEPTH: 5-6 Feet I PLATE Testing Engineers-San Diego SHEAR TEST -RESULTS 480 psf 11 ca I 4.. 10, 11 , • - -- __________ ----n---- NO-RMAL' PRESSURE NO) SOIL DESCRIPTION: Dark Gray Silty Sand JOB NO:_:II]4hIcL[IL.. 70316 e: 10-11 Feet - PLATE I'll",' "lull". UIflhulIlIuIIIIIIIIIIIlIIlIulIIP"AI iiniiinuiiiiiiiiiiiiuinuiriui I'll" I'll" I'll" APPENDIX C GRADING SPECIFICATIONS City of Carlsbad Job No. 70316 RECOMMENDED GRADING SPECIFICATIONS 1. General Description 1.1 These specifications have been prepared for general grading and site development of the project. Testing Engineers in San Diego, herein after, describd as the Soil Engineer, should be consulted prior to any site work connected with site development to ensure compliance with these specifications. These specifications shall be used in conjunction with the soil report of which they are a part. 1.2 This item shall include all site work consisting of all clearing and grubbing preparation of land to be filled, filling of the land, spreading, compaction, density testing of the fill and all subsidiary work necessary to complete the grading of the filled areas to conform with the lines, rades and slopes as shown and specified on the accepted plans. City of Carlsbad Job No. 70316 1.3 The Soil Engineer shall be the Owner's representative to inspect the construction of fills. Excavation and placing of fill shall be under the direct inspection of. the Soil Engineer. In the event that any unusual conditions, not covered by these specifications are encountered during 'grading operations, the Soil Engineer shall be immediately notified. 2. Preparing Areas to be Filled 2.1 All existing unnecessary materials such as timber, logs, trees, bush, abandoned buildings, debris and other rubbish shall be removed, burned or disposed of so as the area will be left neat and with finished appearance. 2.2 All loose soil and vegetable matter shall be removed from surface upon which the fill is to be placed. The surface shall then be plowed or scarified to the City of Carlsbad Job No. 70316 recommended depth, and until the surface is free from ruts, hummocks or other uneven features which would tend to prevent uniform compaction by the equipment to be used. 2.3 The area, after being cleared should be disced or bladed until it is uniform and free from large clods. Proper moisture content must be maintained by adding water or aerating; and compacted to a relative compaction of not less than 90 percent of the maximum dry density as determined by ASTM Test Procedure No. D-1557-78. 2.4 Septic tanks, if encountered,. must be removed from the site prior to any building, grading or fill oper- ations. Septic tanks, including all connecting drain fields and other lines, should be totally removed and the resulting depressions properly backfilled and compacted. City of Carlsbad Job No. 70316 2.5 Water wells on the site should be capped according to the requirements of the San Diego County Health Department. The strength of the cap should be at leat equal to the adjacent soil. The final elevation of. the top of the well casing should be at least three feet below adjacent grade prior to grading of fill operations. 2.6 Buried tanks, if encountered, should be removed and the resulting depressions properly backfilled and compacted. . 3. Materials 3.1 Materials for compacted fill shall consist of any ••• material imported or excavated from the cut areas that, in the opinion of the Soil Engineer, is suitable for use in constructing fills. The materials used should be free of vegetable matter and other deleterious substances. It shall contain no rocks or hard lumps greater than 6-inches in size. City of Carlsbad Job No. 70316 3.2 No materials of a perishable, spongy or improper nature shall be used in filling. 3.3 Any potentially expansive soil encountered shall be used as fill only below 3 feet of the design finished grades. The upper 3 feet of fill shall be comprised of non-expansive sandy fill material. Any expansive soil encountered at the finished subgrade elevations in cut areas shall be undercut and replaced with compacted non-expansive sandy fill material. The depths and a real extend of any required expansive soil removal shall be determined by the Soil Engineer at the time of construction. 3.4 Fills constructed on natural slopes having an inclination steeper than 5 (horizontal) to 1 (vertical) shall be keyed and benched into firm natural ground below any loose surface soils at the direction of the Soil 'Engineer. City of Carlsbad Job No. 70316 3.5 The contractor shall notify the Sail Engineer in advance of his intention to import soil from any source outside the project areas, and shall permit the Soil Engineer to sample as necessary for the purpose of making tests to establish the qualities of these materials. 3.6 During operations, soil types other than those analyzed in the report of the soil investigation may be encountered by the Contractor. The Soil Engineer shall be consulted to determine the suitability of these soils. 4. Placing, Spreading, and Compacting Fill Materials 4.1 Fill materials should be placed in layers, which, when compacted, would permit adequate bonding and compaction. Each layer shall be spread evenly and shall be thoroughly blade-miced during the spreading to provide uniformity of material in each layer. City of Carlsbad. Job No. 70316 4.2 After each layer has been placed, mixed and spread evenly, it should be thoroughly compacted to a relative compaction of not less than 90 percent of the maximum dry density as determined by ASTM Test Method D-1557-78, unless otherwise specified. 4.3 Compaction shall be continuous over the entire area and the equipment shall make sufficient trips to ensure that the desired density has been obtained throughout the entire fill. 5. Inspection 5.1 Observations and compaction tests shall be made by the Soil Engineer during the filling and compaction operations. 5.2 The standard test used to define maximum densities of the soil will be. the ASTN Test Method D-1557-78. Compaction of the fill shall be expressed as the City of Carlsbad Job No. 70316 percent of the field density to the maximum density. When the compaction of the fill is below the specified value, the particular layer or portion shall be recompacted. The number and kind of tests shall be. determined by the Soil Engineer. 5.3 During construction, the contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. He shall control surface water to avoid damage to adjoining properties or to finished work on the site. I 125 115 1°S Laboratory Number: Date: File Number: Job.. 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