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Home My WebLink About3188; College Boulevard Extension; College Boulevard Extention Geotechnical Investigation; 1988-05-18and Associates, Inc. May 18, 1988 Project 3814-05 City of Carlsbad c/o NBS/Lowry 1092 0 Via Frontera San Diego, California RECEIVED MAY 20 1988 92128 Attention; Subject: Gentlemen: Robert R. Russell, P.E. Regional Vice President Distress to Roadway Median Slabs College Boulevard Extention Carlsbad, California 1. INTRODUCTION a) As requested by Messers. Robert R. Russell and Kurt Gierlich with NBS/Lowry on April 26, 1988, and as described in our conformation proposal . dated May 2, 1988, we are presenting the following report of our geotechnical investigation regarding the subject roadway median slab distress arfeas along College Boulevard Extention between Palomar Airport Road and El Camino Real in Carlsbad, California. b) The purposes of our investigation were to observe the amount and location of distressed areas, obtain surface and subsurface soil samples in the area of noted distress and (for comparison purposes) in other areas of lesser or no distress, perform pertinent laboratory testing on the samples taken, and determine the probable cause(s) of distress and recommend methods of correction. 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SCOPE The scope of work consisted of: a) Preliminary planning and preparation; b) Reviewing of available previous reports and plans pertinent to the project, as submitted to us; c) Examining and evaluating the more severe and typical examples of distress; d) Field exploration, subsurface soil sampling, laboratory testing and geotechnical evaluations in the areas of evident greatest distress where the median slabs have cracked and where they have heaved significantly, and where no serious distress was observered; e) Geotechnical engineering analyses of the previous and current field and laboratory data; f) Preparation of this report presenting our observations, conclusions and recommendations to be submitted by May 20, 1988. FIELD EXPLORATION Details of the field investigation performed on April 29, 1988, including Logs of Borings, are presented in Appendix B. Boring locations are shown on Plate 1. LABORATORY TESTING Descriptions of the laboratory tests included in this report, and their results, are presented in Appendix C. I City of Carlsbad May 18, 1988 Project 3814-05 Page Three SITE DESCRIPTION 5.1 Location a) -The recently completed College Boulevard Extention is located between El Camino Real on the north, Palomar Airport Road on the south, and east of Palomar Airport on the southeast side of Carlsbad, California. See Location Map, Figure 1. b) The entire College Boulevard Extention typically consists of an 80-foot wide roadway with an 18-foot wide median area extending from Station 1-1-84 at Palomar Airport Road to Station 9 9-1-13 at El Camino Real; approximately 9729 feet or 1.84 miles. 5.2 Surface Conditions a) The roadway was constructed on uneven terrain which is highest at an elevation of about 272 feet at Station 39-1-75 down to about 108 feet at El Camino Real and about 9 2 feet at Palomar Airport Road. Roadway grading consisted of maximum cuts and fills on the order of about 50 and 25 feet, respectively. b) The median areas are divided into six segments to allow for crossings. In each segment, which varies in length from about 500 to 2500 feet, 208 tree planters have been installed on about 25-foot centers. The tree median areas comprise about 5200 feet of the total median length. The planters are about 14 feet square and are divided by 14xll-foot slab units. The remaining median areas are covered with concrete slabs. LOCATION MAP Base Map : USGS Eticinitas Quadrangle 7.5 Minute Series, 1975 USGS San Luis Rey, Quadrangle 7.5 Minute Series, 1975 2000 2000 I 4000 —1 scale feet G. A. NICOLL & ASSOCIATES EARTH SCIENCE CONSULTANTS College Boulevard Extension Dote: May, 1988 Project No: 3814-05 Figure No- ® BISHOP GRAPHICS/ACCUPRESS REORDER NO. A28643 City of Carlsbad May 18, 1988 Project 3814-05 Page Four 6. SUBSURFACE CONDITIONS \ • 6.1 Fill Typically the upper 2 to 5 feet of soil in the median areas, where cuts were performed, consists of Sandy CLAY, Clayey SAND and Silty SAND fills. Our test results indicate that relative compaction of the near surface fills in the median area varies from about 85 to 93 percent. Where deep fills were placed the same type fill was encountered for the full depth of the borings. The expansion potential of the fill soils is extremely variable, depending on the source of material; it is generally in the Low to High range. 6.2 Colluvium Colluvium soils were encountered beneath the fill in Borings B-6, B-8, B-9, B-11, B-12, B-14, B-15, B-16, B-17 and B-18. They generally consist of dense Silty SAND and SAND with some gravel and have a Low expansion potential. 6 - 3 Bedrock Beneath some of the fill and where the Colluvium was penetrated, dense Siltstone bedrock of the Santiago Formation was encountered in Borings B-1, B-2, B-4, B-5, B-14 and B-15. The bedrock materials are considered to have Medium to High expansion potential. 6.4 Ground Water Ground water was not encountered in our borings to the depths explored. OBSERVATIONS a) On April 26, 19 88 our Principal Engineer, Mr. Theodore Cody, visited the site with Messers. Robert Russell, and Kurt Gierlich in order to observe the reported distress areas and determine the scope for this investigation. b) During the field investigation on April 29, 1988, Mr. Cody returned to the site, and with Mr. Gierlich assistance, determined locations and made more precise observations of the areas of distress. I I city of Carlsbad May 18, 1988 Project 3814-05 Page Five c) These observations reveal that about 20 concrete slab units between the planters have sustanined cracks up to about ^-inch wide. These areas tend to be concentrated between Stations 46-1-00 to 49-1-50, 74-1-00 to 81-1-00, and 89-1-00 to 94-1-50. Also, cracks were noted in the median slab areas beyond the planters from about Stations 49-1-60 to 50-f50 and 95+25 to 95-1-50. An isolated slab unit at Station 22-1-00 also has sustained cracks. It is possible that other slab units may have cracks, and were unobserved. d) We have also observed that many slab units, both between and outside planter areas have sustained distress through heaving rather than cracking. This type of distress is variable and much more wide spread. Median slab areas have been observed to heave relative to the curb line as much as about 1-inch in severe cases and as little as h to Jj-inch in less severe cases. Our observations, with regard to heaving, had to be made on a much more general and less specific basis. Nevertheless, we have noted that about 66 concrete slab units between planters have heaved more than %-inch or better. In addition, about 1250 linear feet of concrete median outside the planter areas have also heaved. These areas are not as well concentrated as the areas where cracks have occured, but they can be observed between Stations 2-1-55 to 6 + 03, 31+60 to 32+03, 36+45 to 44+35, 50+35 to 58+45, 64+60 to 65+10, 83+00 to 86+15, 88+00 to 88+67, and 94+50 to 95+85. c) No evidence of severe cracking or heaving was observed in the curb and gutter areas adjacent to the medians, even though a few minor hairline cracks were noted, especially in the narrow sections near the returns. City of Carlsbad May 18, 1988 Project 3814-05 Page Six 8. CONCLUSION AND RECOMMENDATIONS 8.1 General a) It is our opinion that the observed distress conditions were a result of non-uniform and insufficient moisture conditioning of the expansive subgrade soils and, in some cases, low compaction. b) The soils tested have Very Low to High expansion potential which should be able to be controlled through thorough moisture conditioning, and possibly lime stabilization. c) We understand that the moisture conditioning approach was tried with less than satisfactory results. We expect that a more thorough discing and tilling of the subgrade soil with added moisture content may be more effective, as it should produce more uniform soil moisture conditions to reduce overall and differential expansion. d) Thorough compaction should also be achieved in the subgrade soils to obtain more uniform slab support. 8.2 Conclusions a) Some of the upper Clayey SANDS, Sandy CLAYS and Siltstone Bedrock tend to be among the more expansive materials found along the roadway alignment. They should be treated with extra, precaution. Generally, they are considered to be only Low to Moderately expansive at their present moisture contents , but due to moisture variations, soil volume changes under relatively light slab loads can be, and have proven to be, significant. b) Generally, where the slab units show cracking, there is very little heaving noted; therefore, in our opinion, slab cracking is probably more a result of poor subgrade compaction, possibly combined with some localized differential soil expansion. City of Carlsbad May 18, 1988 Project 3814-05 Page Seven c) Where slab heaving has occurred, it appears to be generally uniform between expansion joints, but varies from one adjacent unit to the next. This condition could be the result of variations in soil and moisture conditions, as well as compaction. In some slab areas heaving may have already stabilized because the pre-existing soil variation may have become more uniform at a relatively high level. d) Our test results indicate that a very wide range of soil and moisture conditions exist along the entire roadway alignment. The subgrade soil moisture is generally above optimum, but it is extremely variable, from as little as about one percentage point to as much as 13 percentage points above optimum. In order to control expansion in the more expansive soils and bedrock, it would seem to be necessary to achieve about 10 percentage points above optimum, at which point only about 8 3 to 88% relative compaction is possible. Otherwise, lime stabilization of the subgrade soils may be appropriate; however, our preliminary laboratory test results seem to indicate that this approach may not achieve the overall desired effect. 8.3 Recommendations for Slab Replacement a) We recommend that where there is evident and objectionable areas of slab distress, particularly where cracking is evident, that these slab units be replaced. b) . Where severe slab heaving has occurred, the affected units should also be replaced, but only where the heaving has exceeded some tolerable margain (perhaps about h-inch), or is otherwise objectionable. The units which are not immediately replaced, may still experience moderate heaving and should be monitored regularly. If heaving is still progressing, consideration should be given to their replacement also. City of Carlsbad May 18, 1988 Project 3814-05 Page Eight c) Therefore, we are recommending a program of immediate replacement of several, distressed slab units and on-going observations of units which maybe acceptable now, but may experience further heaving and distress in the future. d) The information from this report, our more detailed field records, and subsequent field observations should be used to select the slab units to be replaced. Our representative our field records could be made available to assist during this selection process. 4 Recommendations for Slab Construction a) When the selected slab units in the median areas are removed, the subgrade soils should be observed and identified for possible treatment. Some additional field soil sampling and testing maybe necessary to properly identify these soils. b) If the subgrade soils do not contain highly expansive materials, as will be generally the case, the subgrade should be thoroughly disced to a depth of about one foot, conditioned to a uniform moisture content of about 8 to 10 percentage points above optimum and compacted to about 85 percent relative compaction. The optimum moisture content and maximum dry density for determining relative compaction should be obtained using ASTM Test Designation D1557-78. c) If the subgrade soils are considered highly expansive, the options would be to increase the subgrade soil moisture content to above 10 percentage points and/or to mix it with about 2% hydrated lime by dry unit weight. d) The subgrade surface moisture content after mixing and compaction should be maintained by constant watering up to the time of slab construction. If the subgrade soils are allowed to dry excessively the resultant soil expaiision could tend to counteract the precautions pre- viously taken. City of Carlsbad May 18, 1988 Project 3814-05 Page Nine e) The new slab units should be about 4 inches in nominal thickness and reinforced with 6x6-W.14xWl.4 WWF as a minimum to provide added protection from slab cracking. Slab heaving would still be a factor. f) Where slab units are not to be replaced, but where open gaps exist along constuction joints or at curbs, these gaps should be filled with a flexible sealant to control further moisture penetration into the possibly expansive subgrade soils and prevent subsurface erosion. 9. MISCELLANEOUS a) The recommendations provided in this report are predicated or anticipated soil conditions from our laboratory test data. Accordingly, they are considered to have to Very Low to Moderate expansion potential relative to existing soil moistue conditions. If the exposed subgrade soil conditions during slab replacement appear different, they should be brought to our attention and possibly tested so that our recommendations can be modified, as necessary. b) If during the selection process for slab unit removal other areas of possible severe distress, which are not noted in this report, are observed they should be marked for the attention of the Engineer so that appropriate action can be taken. 10. LIMITATIONS a) Soils and bedrock over the project area may have variations in geological structure, type, expansion potential and other properties from what can be observed, sampled and tested from specimens extracted from necessarily limited exploratory borings. There are therefore natural limitations inherent in making geotechnical engineering studies and analyses, Our findings, interpretations, analyses and recommendations are based on observations, laboratory data and our professional experience. The projections we make are professional judgements conforming to the usual standards of the profession and no other warranty is herein expressed or implied. city of Carlsbad May 18, 1988 Project 3814-05 Page Ten b) In the event that during construction conditions are exposed which appear to be significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours. G, A. NICOLL AND ASSOCIATES, INC. 30, 1988 President CEG 3 4 (Exp. June GAN/THC:sp Enclosures; Locatiori Map References Field Exploration Unified Soil Classifi Log of Test Borings Laboratory Testing Grain Size Analyses Boring Location Plan Theodore H. Cody, P Geotechnical Engineer RGE 00227 (Exp. Sept. 30, 1989) Figure 1 Appendix Appendix Figure Figures Appendix Figures Plate 1 A B B-1 B-2 C C-l to to B-19 C-6 Project 3814-05 APPENDIX A References 1. San Diego Soils Engineering, Inc, November 11, 1983, Preliminary Geotechnical Investigation, Proposed College Boulevard Extention, Carlsbad Research Center to Palomar Airport Road, Carlsbad, California, Job No. SD1217-0 0: Report for the Koll Company, San Diego, California; 2. San Diego Geotechnical Consultants, Inc, January 22, 1987, Summary of Unsuitable Material Removals, College Boulevard Extention, Carlsbad, California, Job No, 05-6664-001-00-10: Report for NBS-Lowry and Associates, Corona, California; 3. San Diego Geotechnical Consultants Inc, March 11, 1987, R-Value Test Results/Recommended Structural Sections, College Boulevard Extension, Carlsbad, California, Job No. 05-6664-001-00-10: Report for NBS-Lowry, Corona, California; 4. Testing Engineers - San Diego, July 2, 1987, Material Sampled June 17-19, 1987, College Boulevard Improvements, Project No, 3188, Carlsbad, California, Job No. 5259: Report for City of Carlsbad; Appendix A Project 3814-05 Page Two 5, Testing Engineers - San Diego, September 25, 1987, Material Sampled July 2-3 and July 7-8, 1987, College Boulevard Improvements, Project No. 318 8, Carlsbad, California, Job No. 5259: Report for City of Carlsbad; 6, Testing Engineers - San Diego, October 20, 1987, Material Sampled July 24, 25 and 28, and August 17, 19 and 20, 1987, College Boulevard Improvements, Project No, 3188, Carlsbad, California, Job No. 5259: Report for City of Carlsbad; 7, Testing Engineers - San Diego, November 4, 1987, Expansive Subgrade Soil Under Center Median, Improvements to College Boulevard, Project No. 3188, Carlsbad, California, Job No, 5259: Report for City of Carlsbad; 8, Testing Engineers - San Diego, November 11, 1987, Material Sampled October 22, 1987, College Boulevard Improvements, Project No, 3188, Carlsbad, California, Job No, 5259: Report for City of Carlsbad; 9, Testing Engineers - San Diego, November 18, 1987, Material Sampled October 28, 1987, College Boulevard Improvements, Project No. 3188, Carlsbad, California, Job No, 5259: Report for City of Carlsbad; Appendix A Project 3814-05 Page Three 10. Testing Engineers - San Diego, December 11, 1987, Revised January 20, 1988, Moisture Median Check, College Boulevard Improvements, Project No. 3188, Carlsbad, California, Job No. 5259: Report for City of Carlsbad; Project 3814-05 APPENDIX B Field Exploration a) The site was explored utilizing hand equipment and a truck-mounted 6-inch hollow-stem auger drill rig, to excavate 18 borings to depths ranging from 1 to 11 feet below the existing median level. All borings were subsequently backfilled. Approximate locations of the borings are shown on the Boring Location Plan, Plate 1, b) The soils encountered in the borings were logged and sampled by our Engineering Geologist, The soils were classified in accordance with the Unified Soil Classification System described in Figure B-1. The Logs of the Borings are presented in Figures B-2 to B-19. The logs, as presented, are based on the field logs, modified as required from the results of the laboratory tests. Bulk samples were obtained from the excavatioxis for laboratory inspection and testing. The depths at which the samples were obtained are indicated on the logs, c) Caving did not occur in the borings. d) No Ground Water was encountered. UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS CROUP SYMBOLS DESCRIPTIONS COARSE GRAINED SOILS (Mors than S0% ol matoriol Is LARGER than No. 200 sieve size.) GRAVELS (More than 50% of coarse fraction Is LARGER than ths No. 4 sieve size.) SANDS (More than 50% of coarse fraction Is SMALLER than the No.4 sieve size.) CLEAN GRAVELS (little or no fines) O. .Q O.OO GRAVELS WITH FINES (Appreciable amount of fines) CLEAN SANDS (Little or no fines ) SANDS WITH FINES (Apprecloble amount of fines) GW Well graded gravels, grovel-sand mixturesi little or no fines. GP Poorly graded gravels or gravel-sand mixturesi little or no fines. GM Silty gravels, gravel-sand-silt mixtures. GC Clayey gravels, gravel-sand-cloy mixtures. SW Well graded sands, gravelly sands, little or no fines. SP Poorly graded sands or gravelly sands, little or no fines. SM Silty sands, sand-silt mixtures. SC Cloyey sands, sand-clay mixtures. ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. SILTS AND CLAYS (Liquid limit LESS than SO) CL Inorganic clays of low to medium plasticity, grovelty clays, sandy clays, silty clays, lean clays. FINE GRAINED SOILS (More than 50% of material Is SMALLER than No. 200 sieve size.) OL Organic silts and organic silty clays of low plasticity. m MH Inorganic silts, micaceous or diato- maceous fine, sandy or silty soils, elastic silts. SILTS AND CLAYS (Liquid limit GREATER than SO) CH Inorganic cloys of high plasticity, fat cloys. OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. BOUNDARY CLASSIFICATIONS' Soils possessing characteristics of two groups are designated by combinations of group symbols. r 1 C L E S 1 Z E L SAND GRAVEL FINE MEDIUM COURSE FINE COURSE LIMITS SILT or CLAY COBBLES BOULDERS No.200 Na.40 Na.10 No.4 3/4 In. 3 In. U. S. STANDARD SIEVE SIZE G. A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS CITY OF CMLSBAD/NBS LOWRY COLLEGE BLVD. EXTENTION Date: May 1988 Project No: 3814-05 Figure No.: B-1 LOG OF BORING Mobile B-30 Boring Diameter ^ T- , Boring Elevation: 6 ^^"^ 124± Feet Boring Number B-1 Date Drilled: 4/29/88 JG This log is 3 representation of subsurface conditions at the tima and place of drilling. With the passage of time or at any other location there may be consequential changes tn conditions. Boring Number B-1 SAMPLE 4 iii Description and Remarks •=5 Co, 4.8 6.3 23.8 22.4 17.3 103 5 - 10 -15 - - 20 - - 25 - CL Sandy CLAY: brown, very moist FILL SILTSTONE: dark gray, moist, dense, slightly Sandy At 9 feet, sampler bounces very hard SANTIAGO FORMATION BOTTOM OF BORING AT 10 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CtTY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 94+50 Project No.: 3814-05 Figure No.: B-2 LOG OF BORING Drill Rig: Mobile B-30 Boring Diameter: 6 Inch Boring Elevation: 155± Feet Boring Number B-2 Date Drilled: 4/ 29/88 JG This log is a representation of subsurface conditions al the time and place of drilling. With the passage of time or at any other' location there may be consequential changes in conditions. Boring Number B-2 Description and Remarks 42 42 17.8 17.4 - 5 - - 15 - - 20 - - 25 - Sandy CLAY: brown, very moist, medium stiff to soft . FILL Sandy SILTSTONE: dark gray, moist, very dense SANTIAGO FORMATION BOTTOM OF BORING AT 10 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 88 + 67 Project No.: 3814-05 Figure No.; B-3 LOG OF^ BORING Drill Rig: Mobile B-30 Boring Diameter: 6 Inch Boring Elevation: 1&6± Feet Boring Number B-3 Date Drilled: 4/29/88 . JG This log is a representation of subsurface conditions at the time and place o( drilling. With the passage of time or at any other location there may be consequential changes in conditions. Boring Number B-3 SAMPLE Description and Remarks '^:§'/^o^ • A^/<S'J^ 3.2 7.8 20.4 23.3 23.7 23.3 101 97 - 5 - 10 - 15 - - 20 - - 25 - CL Sandy CLAY: fine, brown-gray, very moist, soft- medium stiff with Siltstone fragments At 5 feet, Silty and Sandy CLAY: very stiff, mottled, plastic At 8 feet, odoriferous FILL BOTTOM OF BORING. AT 11 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 82+45 Project No.: 3814-05 Figure No.: B-4 LOG OF BORING Drill Rig: „ , ., T> on Mobile B-30 Boring Diameter: ^ Inch Boring Elevation: 207± Feet Boring Number B-4 Date Drilled: 4/29/88 JG This log is a representation ot subsurface conditions at the time and place of drilling. With the passage of time or at any other location there may be consequential changes in conditions. Boring Number B-4 SAMPLE •=3 co/^XT, Description and Remarks 15.8 22.1 - 5 - - 10 - - 15 - -20- - 25 - CL Sandy CLAY: fine, gray-brown, mottled, very moist, soft to.medium stiff FILL SILTSTONE: dark gray, very hard SANTIAGO FORMATION BOTTOM OF BORING AT 5.7 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 78+37 Project No.: 3814-05 Figure No.; B-5 LOG OF BORING Drill Rig: w i. • i -non Mobxle B-30 Boring Diameter ^ -r Boring Elevation: D Inch OOHJ. TH 230± Feet Boring Number B-5 Date Drilled: 4/29/88 JG This tog is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location there may tie consequential changes in conditions. Boring Number B-5 SAMPLE Description and Remarks 21.0 17.4 - 10 - - 15 - -20- - 25 - CL Sandy CLAY: fine, very moist, medium stiff FILL Sandy SILTSTONE: fine, dark-gray, very dense SANTIAGO FORMATION 1- BOTTOM OF BORING AT 5 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION G.A. NICOLL & ASSOCIATES, INC. STATION 73+90 EARTH SCIENCE CONSULTANTS J Tustin, California Project No.: 3814-05 Figure No.: B-6 LOG OF BORING Drill Rig: Mobile B-30 Boring Diameter: 6 Inch Boring Elevation: 252± Feet Boring Number B-6 Date Drilled: , ,„„ ,„„ 4/29/88 JG This log is a representation ol subsurface conditions al the time and place ol drilling. With the passage ol time or at any other location there may be consequential changes in conditions. Boring Number B-6 SAMPLE Description and Remarks 1.3 26.5 22.5 98 17.3 - 5 -E - 10 - - 15 - - 20 - - 25 - CL ML Sandy CLAY: fine to medium-grained, light brown, very moist to saturated, medium stiff. At l^i feet, free water on fractured surfaces FILL Very gravelly Sandy SILT: dark gray, moist, stiff COLLUVIUM BOTTOM OF BORING AT 9 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 64 +60 Project No.: 3814-05 Figure No.: B-7 LOG OF BORING Drill Rig: „ , „ , Hand Tools Boring Diameter: , r, ... 12 Inch Boring Elevation: 248± Feet Boring Number B-7 Date Drilled: 4/29/88 JG This log is a representation of subsurlace conditions at the time and place ol drilling. With Ihe passage ol time or at any other location there may be consequential changes in conditions. Boring Number B-7 SAMPLE Description and Remarks - 5 - - 10 - 15 - -20- - 25 - Clayey SAND: fine, gray brown, very moist to saturated, loose FILL BOTTOM OF BORING AT 1 FOOT Note: 1) No caving 2) No groundwater encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 61+75 Project No.: 3814-05 Figure No.: g_g Drill Rig: . ^ T. o<-> Mobile B-30 Boring Diameter: , _ , ^ 6 Inch Boring Elevation: „ , ^ 245± Feet Boring Number B-8 Date Drilled: 4/29/88 JG This log is a representation ol subsurface conditions at the time and place ol drilling. With the passage ol time or at any other location there may be consequential changes in conditions. Boring Number B-8 LOG OF BORING SAMPLE Description and Remarks 2.9 2.5 21.8 24.8 18.7 22.8 23.3 15^ 103 102 - 10 - w - 15 - - 20 25 - i CL SC CL SM Sandy CLAY: fine, light gray-brown, very moist, medium stiff to stiff FILL Clayey SAND: fine, red-brown, moist, dense COLLUVIUM Sandy CLAY: red-yellow-brown, very moist, stiff, plastic. At 6 feet, gravelly COLLUVIUM Silty SAND: fine, yellow-brown, moist, dense COLLUVIUM —( BOTTOM OF BORING AT 8 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 58+46 Project No.: 3814-05 Figure No.: B-9 Drill Rig: Mobile B-30 Boring Diameter: 6 Inch Boring Elevation: 260± Feet Boring Number B-9 Date Drilled: ^/29/88 JG This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location there may be consequential changes in conditions. Boring Number B-9 LOG OF BORING "ZT7I T9T¥ "95" - (0 - - 15 - -20- - 25 - SC CL /-SM V Very Sandy CLAY: fine to medium-grained, gray- brown, very moist, stiff FILL Clayey SAND: silty SAND & Clayey SAND FILL Silty SAND: fine, moist, very dense, cemented COLLUVIUM 1 BOTTOM OF BORING AT 5.5 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY 0 F CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 49+60 Project No.: 3814-05 Figure No.: B-10 Drill Rig: w u • T D on Mobile B-30 Boring Diameter: ^ ^ 0 Inch Boring Elevation: 265± Feet Boring Number B-10 Date Drilled: 4/29/88 JG This log is a representation of subsurface conditions at the time and place of drilling. With the passage ol time or at any other location there may be consequential changes in conditions. Boring Number B-10 LOG OF BORING SAMPLE Co Co/(^C Description and Remarks 1.7 6.5 26.3 26.6 14.6 98 110 - 5 - - 10 - 15 - - 20 - - 25 - CL SM Sandy CLAY: fine, brown, very moist to saturated, plastic, medium stiff FILL Silty SAND: fine to medium-grained, light buff-gray, moist, dense At 5 feet, fine to coarse-grained, slightly clayey , FILL BOTTOM OF BORING AT 6 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION G.A. NICOLL & ASSOCIATES, INC. STATION 44+36 EARTH SCIENCE CONSULTANTS J Tustin, California Project No.: 3814.05 Figure No.: LOG OF BORING Mobile B-30 Boring Diameter: g Inch Boring Elevation: 266+ Feet Boring Number B-11 Date Drilled: ^^29/88 JG This log is a representation ol subsurface conditions at the time and place ol drilling. With the passage of time or at any other location there may be consequential changes in conditions. Boring Number B-11 SAMPLE Description and Remarks I 10.5 14.2 20.4 112 - 5 - - 10 - - (5 - 20 - - 25 - SM SP Silty SAND: fine, buff, very moist, dense SAND: fine, buff, very dense COLLUVIUM 1^ BOTTOM OF BORING AT 6 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 36+45 Project No.; 3814-05 Figure No.: B_12 LOG OF iORING Drill Rig: Mobile B-30 Boring Diameter: c -r„„-. Boring Elevation:. 6 I"'^^ . 251± Feet Boring Number B-12 Date Drilled: 4/29/88 JG This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location there may be consequential changes in conditions. Boring Number B-12 SAMPLE X F^/ iF/ 4 Description and Remarks 12.6 17.9 14.0 108 - 5 - - 10 - - 15 - - 20 - 25 - SM SM Silty SAND: fine, light gray, very moist, medium dense to dense FILL Silty SAND: fine, light gray, moist, very dense COLLUVIUM BOTTOM OF BORING AT 6 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 32+03 Project No.: 3814-05 Figure No.: B-13 LOG OF BORING Mobile B-30 Boring Diameter: g -j-^^^ Boring Elevation: ^ , 233± Feel Boring Number B-13 Date Drilled: 4/29/88 JG This log is a representation of subsurface conditions at the time and place of drilling. With the passage ol time or at any other location there may be consequential changes in conditions. Boring Number B-13 SAMPLE Description and Remarks 4.4 6.5 19.5 11.8 12.0 112 108 - 5 - - 10 - - 15 - - 20 - - 25 - m sc SM V Clayey SAND: fine to medium-grained, gray, very moist, medium dense FILL Silty SAND: fine, light gray, moist, very dense At 5 feet, Silty fine SAND: dark gray, dense with organic odor At 6.5 feet, buff, fine to medium-grained FILL } : BOTTOM OF BORING AT 7 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 26+75 Project No.: 3814-05 Figure No.: B-14 LOG OF BORING Drill Rig: , ., „ ^ Mobile B-30 Boring Diameter 6 Inch Boring Elevation: 214± Feet Boring Number B-14 Date Drilled: 4/29/88 JG Thts log is a representation ot subsurface conditions at the time and place of drilling. With the passage, of time or at any other location there may be consequential changes in conditions. Boring Number B-14 SAMPLE Co Co /Co-C/ Description and Remarks 1.7 6.3 17.5 22.7 21.7 104 101 - 10 - - 15 - - 20 - 25 - SM SM i4 I o . -w o pq O ^ Silty SAND: fine, gray-brown, very moist, medium dense FILL Slightly Silty SAND: light gray, moist, dense COLLUVIUM Silty SANDSTONE: fine, yellow-gray, moist, hard SANTIAGO FORMATION BOTTOM OF BORING AT 7 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 22+65 Project No.: 3814-05 Figure No.; B-15 LOG OF BORING Drill Rig: , . T T, on Mobile B-30 Boring Diameter 6 Inch Boring Elevation: 194± Feet Boring Number B-15 Date Drilled: 4/29/88 JG This log is a representation of subsurface conditions at the time and place of drilling. With the passage ol time or at any other location there may be consequential changes in conditions. Boring Number B-15 SAMPLE Description and Remarks 4.2 4.6 17,6 21.5 21.3 111 106 - 5 - - 10 - - 15 - - 20 - - 25 - SM SC I p ^ w u pa o Silty SAND: fine, gray, moist, medium dense FILL Very Clayey SAND: fine, buff, saturated, dense At 3 feet, very clayey At 3.5 feet, micaceous SAND layer, saturated COLLUVIUM Silty SANDSTONE: fine, gray, oxidized, moist, very dense to hard SANTIAGO FORMATION BOTTOM OF BORING AT 6 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 18+47 Project No.: 3814-05 Figure No.: B-16 LOG OF BORING Mobile B-30 Boring Diameter /- ^ Boring Elevation: ^ ^"'^^ 165± Feet Boring Number B^16 Date Drilled: 4/29/88 JG This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location there may be consequential changes in conditions. Boring Number B^16 SAMPLE Description and Remarks I 2.5 11.5 21.5 19.5 14.6 105 113 - 5 - 10 - - 15 - 20- - 25 - SM SP Clayey SAND: fine, gray, moist, dense, with 1/8 inch desiccated crack at ground surface At 2 feet, slightly Clayey FILL Silty SAND: fine, light gray, moist, dense COT.T.UVIUM SAND: fine, buff, moist, very dense COLLUVIUM V BOTTOM OF BORING AT 6 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 14+25 Projecf No.: 3814-05 Figure No.: B-17 Drill Rig: Mobile B-30 Boring Diameter 6 Inch Boring Elevation: 137± Feet Boring Number B-17 Date Drilled: 4/29/88 JG This log is a representation ol subsurface conditions at tha time and place of drilling. With the passage of time or at any other location there may be consequential changes in conditions. Boring Number B-17 LOG OF BORING SAMPLE 4-Description and Remarks 2.1 19.6 21.6 105 - 10 - 5 - - 15 - 20 - - 25 - SC SM SP Slightly Clayey SAND: fine, buff, dense Fill Silty SAND: fine, orange-brown COLLUVIUM SAND: fine, light brown, moist, dense , COLLUVIUM BOTTOM OF BORING AT 6 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 104.7-^ Project No.: 3814-05 Figure No.: B-18 LOG OF BORING D^'llRig: Mobile B-30 Boring Diameter g Inch Boring Elevation: 107± Feet Boring Number B-18 Date Drilled: 2/29/88 JG This log is a representation ol subsurface conditions at the time and place of drilling. With tha passage of time or at any other location there may be consequential changes in conditions. Boring Number B-18 Description and Remarks 14.2 - 5 - - 10 - - 15 - - 20 - - 25 - SM Clayey SAND: fine to medium-grained, light gray, very moist, dense FILL Slightly Silty SAND: fine, buff, moist, dense COLLUVIUM BOTTOM OF BORING AT 6 FEET Note: 1) No caving 2) No ground water encountered 3) Boring backfilled G.A. NICOLL & ASSOCIATES, INC. EARTH SCIENCE CONSULTANTS Tustin, California CITY OF CARLSBAD/NBS LOWRY COLLEGE BLVD. EXTENSION STATION 6+03 Project No.: 3814-05 Figure No.; B-19 Project 3814-05 APPENDIX C Laboratory Testing Proqram The laboratory testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples representative of those obtained in the field were tested as described below. a) Moisture-Density Moisture-Density information usually provides a gross indication of soil consistency. Local variations at the time of the investigation can be delineated, and a correlation obtained between soils found on this site and nearby sites. The dry unit weights and field moisture contents were determined for selected samples. The results are shown on the Logs of Test Borings. b) Compaction Representative soil samples were tested in the laboratory to determine the maximum dry density and optimum moisture content, using the ASTM D1557 compaction test method. This test procedures requires 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers, in a 1/30 cubic foot cylinder. The results of these tests are: Test Sample Optimum Maximum Dry Boring . Depth Moisture Density No. (ft. ) Soil Description Content (%) (Ib/ftM B-1 2-4 Sandy Clay (CL) 16.0 112.4 B-2 2-4 Sandy Clay (CL) and Siltstone 14.7 114.2 B-8 1-2 Sandy CLAY (CL/CH) 14.2 114.7 B-9 l-2h Sandy Clay (CL) w/3% Lime 16.6 111.5 B-12 0-2 Silty SAND (SM) 13.1 119.8 B-15 1-2 Very Clayey SAND (SC) 12.7 122.0 B-16 ^5-1*5 Clayey SAND (SC) 16.2 111.0 w/3% Lime Appendix C Project 3814-05 Page Two c) Grain Size Analyses Gradation on representative samples were obtained. The results are shown on the grain size distribution charts on Figures C-l and C-6. d) Expansion Index Surface and subsurface soils were collected in the field and tested in the laboratory on undisturbed and remolded samples in accordance with the ASCE Expansion Index Test Method, as specificed by UBC Standard No 29-2 The degree of expansion potential is determined from soil volume changes occurring during saturation of the specimen. The results of the tests are presented as follows: Sample Boring No. Depth (ft. ) Sample Type Soil Description Moisture Initial Content (%) Final Expansion Index Expansion Potential B-2 2-4 Remolded Sandy Clay (CL) and Siltstone 14.8 27.9 3.0 Low B-3 1-2 Undisturbed Sandy CLAY (CL) 17.4 26.1 0 Negligible B-4 h-lh Undisturbed Sandy CLAY (CL) 23.1 25.8 2 Very Low B-5 1-2 Remolded Sandy CLAY (CL) 14.1 24.7 28 Low B-6 1^5-2 Undisturbed Sandy Clay (CL) 26.5 27.5 0 Negligible B-8 1-2 Undisturbed Sandy CLAY (CL) 21.8 23.0 4 Very Low B-8 1-2 Remolded Sandy CLAY (CL) 14.4 26.9 58 Medium B-8 1-2 Remolded w/ 2% Lime Sandy CLAY (CL) 12.2 26.9 52 Medium B-9 ih-2 Undisturbed Sandy CLAY (CL) 19.4 28.4 28 Low B-9 l-2h Remolded w/ 2% Lime Sandy CLAY (CL) 16.4 28.0 58 Medium B-9 l-2h Remolded w/ 4% Lime Sandy CLAY (CL) 16.3 . 29.2 57 Medium B-11 2-2h Undisturbed Silty SAND (SM) 14.2 14.8 3 Very Low B-12 0-2 Remolded Silty SAND (SM) 13.3 19.7 4 Very Low B-14 1-2 Remolded Silty SAND (SM) 13.1 18.6 0 Negligible B-15 k-1 Undisturbed Silty SAND (SM) 17.6 17.8 8 Very Low B-16 h-lh Remolded w/ 2% Lime Clayey SAND (SC) 15.8 23.7 11 Very Low B-16 h-ih Remolded w/ 4% Lime Clayey SAND (SC) 15.5 24.1 10 Very Low B-17 1-2 Remolded Slightly Clayey SAND (SC) 12.6 23.4 27 Low U.S. STANDARD SIEVE OPENING IN INCHES 100 90 80 70 12 4 3 2 I'/j 1 '/2 % 3 4 6 U.S. STANDARD SIEVE NUMBERS 8 10 M \6 20 30 40 50 70 100 140 200 HYDROMETER 9. IC or. UJ 2 u. 5 LU 60 50 40 30 20 10 500 100 50 10 1 0.5 GRAIN SIZE MILLIMETERS 0.1 0.05 0.01 0.005 Symbol Hole No. Elev. or Depth U.S.C.S. B-7 0-1 ft. GRAIN-SIZE DISTRIBUTION CHART 1 1 1 1 1 1 1 ! 1 1 1 1 1 1 1 1 1 1 1 1 10 20 30 >- X o 40 50 >-at oc Ui Ul oc < o 60 Z UJ (J oc UJ 70 80 90 100 0.001 COBBLES GRAVEL SAND SILT OR CLAY COBBLES COARSE 1 FINE COARSE 1 MEDIUM 1 fINE SILT OR CLAY G. A. NICOLL & ASSOCIATES EARTH SCIENCE CONSULTANTS City of Carlsbad/NBS Lowry College Blvd. Extention Date • May, 1988 Project No: 3814-05 Figure No- C-l U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 IVi 1 % Vi % 2 4 6 1 U.S. STANDARD SIEVE NUMBERS 8 10 14 16 20 30 40 50 70 100 140 200 HYDROMETER 10 1 0.5 GRAIN SIZE MILLIMETERS 0.1 0.05 0.01 0.005 COBBLES GRAVEl SAND COBBLES COARSE 1 FINE COARSE 1 MEDIUM 1 FINE SIIT OR ClAY Symbol Hole No. Elev. or Depth U.S.C.S. B-11 2 ft. GRAIN-SIZE DISTRIBUTION CHART 100 0.001 G. A. NICOLL & ASSOCIATES EARTH SCIENCE CONSULTANTS City of Carlsbad/NBS Lowry College Blvd. Entention Date: May, 1988 Project No- 3814-05 Figure No^ C-2 U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER LJ >-<o or. UJ 2 oc a. -- 1 — 1 1 1 - 1 1 1 1 1 1 V T 1 1 1 1 1 -- 1 — 1 1 1 - 1 1 \ ---\ ---- \ - --). ... -- -- -- -- -• -• -- -— -— •-— — -•-— — - -— — -~ ---...... — --— -— — -~ ---...... — --— -— — — — — --— — — — — - GRAIN SIZE MILLIMETERS COBBLES GRAVEL SAND COBBLES COARSE 1 FINE COARSE 1 MEDIUM 1 FINE SILT OR CLAY Symbol Hole No. Elev. or Depth U.S.C.S. B-13 2 ft. GRAIN-SIZE DISTRIBUTION CHART 10 20 30 40 50 60 70 80 90 100 X o >-in oc Ui i/t oc < o U >— 2 UJ G. A. NICOLL & ASSOCIATES EARTH SCIENCE CONSULTANTS City of Carlsbad/NBS Lowry College Blvd. Extention Date: May, 1988 Project No: 3814-05 Figure No: C-3 U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 100 90 80 70 P UJ >-to oc UJ 2 U- Ul U 60 50 40 30 20 10 — 1 — 1 1 1 1 1 1 1 1 1 1 1—rQ>= 4. Y 1 1 1 1 1 -— 1 — 1 1 1 V. 1 - \ \ \ ---- - \ - \ -— -— — — -— — - — -— — -— — — — -— — — — -— — — -- --1 — — ---1 — ... — — — ... — — 500 100 50 10 1 0.5 GRAIN SIZE MILLIMETERS 0.1 0.05 0.01 0.005 COBBLES GRAVEL SAND COBBLES COARSE 1 FINE COARSE 1 MEDIUM I FINE SILT OR ClAY Symbol Hole No. Elev. or Depth U.S.C.S. B-14 1-2 ft. GRAIN-SIZE DISTRIBUTION CHART 10 20 30 40 50 60 70 80 90 X O UJ >- I/) DC < o u >-2 UJ U oc UJ CL. 100 0.001 G. A. NICOLL & ASSOCIATES EARTH SCIENCE CONSULTANTS City of Carlsbad/NBS Lowry College Blvd. Extention Dote: May, 1988 Project Na: 3814-05 Figure No- C-4 100 U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 I'/j 1 '/< Vi % 3 U.S. STANDARD SIEVE NUMBERS 8 10 14 16 20 30 40 50 70 100 140 HYDROMETER 200 O ijj >-la or. UJ 2 u- UJ U oc UJ 10 1 0.5 GRAIN SIZE MILLIMETERS 0.1 0.05 0.01 0.005 Symbol Hole No. Elev. or Depth U.S.C.S. B-16 h-ih ft GRAIN-SIZE DISTRIBUTION CHART X o oc < o u »— 2 UJ 100 0.001 COBBLES GRAVEL SAND SILT OR ClAY COBBLES COARSE 1 FINE COARSE 1 MEDIUM 1 FINE SILT OR ClAY G. A. NICOLL & ASSOCIATES EARTH SCIENCE CONSULTANTS City of Carlsbad/NBS Lowry Co] lege Blvd. Eytf^ntinn Date: May, 1988 Project Na: 3814-05 Figure No: C-5 100 90 80 70 I— ^ 60 >- IO oc UJ 2 12 U.S. STANDARD SIEVE OPENING IN INCHES 6 4 3 2 l"/2 1 % '/j % 3 4 6 U.S. STANDARD SIEVE NUMBERS 8 10 14 16 20 30 40 50 70 100 140 200 HYDROMETER 1 — 1 1 1 ... 1 1 1 1 1 1 1 1 1 1 1 1 ---~ — 1 1 1 ... 1 1 1 ---~ \ - — V - — \ - \ - \ • s S •-s •-— — — — ---— — --- .... — -... --------— .... — -... --------— --J -----J --- 10 20 50 - 40 30 30 t- 40 50 60 70 80 90 X o UJ >-m oc UJ CO oc < o U h- 2 UJ o oc UJ a. 20 10 100 0.001 500 100 50 10 1 0.5 GRAIN SIZE MILLIMETERS 0.1 0.05 0.01 0.005 COBBLES GRAVEL SAND SILT OR CLAY COBBLES COARSE 1 FINE COARSE 1 MEDIUM 1 FINE SILT OR CLAY Symbol Hole No. B-18 Elev. or Depth h ft. U.S.C.S. GRAIN-SIZE DISTRIBUTION CHART G. A. NICOLL & ASSOCIATES EARTH SCIENCE CONSULTANTS City of Carlsbad/NBS Lowry College Blvd. Extention Date: May, 1988 Project Na: 3814-05 Figure No: C-6