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Home My WebLink About; Calle Barcelona Pedestrian Crossing; Calle Barcelona Pedestrian Crossing; 2009-08-14Geotechnical and Environmental Sciences Consultants GEOTECHNICAL EVALUATION SETTLING SIDEWALK AND DECORATIVE PILASTERS CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA PREPARED FOR: City ofCarlsbad 1635 Faraday Avenue Carlsbad, Califomia 92008 PREPARED BY: Ninyo & Moore Geotechnical and Environmental Sciences Consultants 5710 Ruffm Road San Diego, Califomia 92123 August 14, 2009 Project No. 105225012 5710 Ruffin Road • San Diego, California 921 23 • Phone (858) 576-1000 • Fax (858) 576-9600 San Diego • Irvine • Ranclio Cucamonga • Los Angeles • Oal<land - Las Vegas • Phoenix • Denver • El Paso • Tucson 1 Ninyo &yy\iMir e Geotechnical and Environmental Sciences Consultants August 14, 2009 Project No. 105225012 Ms. Eva Plajzer, P.E. City ofCarlsbad 1635 Faraday Avenue Carlsbad, Califomia 92008 Subject: Geotechnical Evaluation Settling Sidewalk and Decorative Pilasters Calle Barcelona Pedestrian Overcrossing Carlsbad, Califomia Dear Ms. Plajzer: In accordance with your request and authorization, we have performed a geotechnical evaluation ofthe settling sidewalk and decorative pilasters at the northem approach for the Calle Barcelona pedestrian overcrossing in Carlsbad, Califomia. This report presents our geotechnical findings, conclusions, and repair recommendations for the project. We appreciate the opportunity to be of service on this project. Sincerely, NINYO & MOORE frey T. Kent, RE., G.E. Senior Project Engineer EFL/JTK/AN/gg Distribution: (2) Addressee Avram Nin> Principal Engineer 5710 Ruffin Road • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600 San Diego • Irvine • Rancho Cucamonga • Los Angeles • Oakland • Las Vegas • Phoenix • Denver • El Paso • Tucson Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 TABLE OF CONTENTS Page 1. INTRODUCTION i 2. SCOPE OF SERVICES 1 3. SITE LOCATION AND PROJECT DESCRIPTION 2 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING 2 5. SUBSURFACE CONDITIONS 3 6. DISCUSSIONS, CONCLUSIONS, AND RECOMMENDATIONS 3 6.1. Compaction Grouting 4 6.2. Sidewalk Replacement 5 6.3. Sidewalk Subgrade Preparation 5 7. LIMITATIONS 6 8. REFERENCES 8 Figures Figure 1 - Site Location Map Figure 2 - Subsurface Exploration Map Appendices Appendix A - Boring and Test Pit Logs Appendix B - Laboratory Testing 105225012R.doc Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 1. INTRODUCTION In accordance with your request and our proposal dated November 24, 2008, we have performed a geotechnical evaluation of the settling sidewalk and decorative pilasters at the northem ap- proach for the Calle Barcelona pedestrian overcrossing in Carlsbad, Califomia. The purposes of this study were to evaluate the causes of the settlement, the potential for future settlement, and to provide recommendations to mitigate the settlement. This report presents the results of our sub- surface exploration and laboratory testing, our conclusions regarding the geotechnical conditions at the project site, and our recommendations for mitigation. 2. SCOPE OF SERVICES The scope of services for this study included the following: • Reviewing background information including available geotechnical reports, geologic maps, as-built project plans, and stereoscopic aerial photos. • Performing a geologic reconnaissance of the project site to mark excavation locations for utility clearance by Underground Service Alert (USA). • Coring the sidewalk at one location within the sidewalk at northem approach for the over- crossing. The core location was utilized as an access point for the drilling of a boring. • Drilling, logging, and sampling one exploratory boring through the cored sidewalk. The bor- ing was manually excavated to a depth of approximately 4.2 feet. • Excavating, logging, and sampling two exploratory test pits adjacent to the decorative pilas- ters. The test pits were manually excavated to depths up to approximately 6.5 feet. • Performing geotechnical laboratory testing on soil samples to evaluate appropriate design parameters. « Performing and engineering analysis of data obtained from our background review, subsur- face exploration, and laboratory testing. • Preparing this geotechnical report presenting our findings, conclusions regarding the cause(s) ofthe settlement, potential for future settlement, and recommendations to mitigate the existing conditions. 105225012 R.doc P^m^sD^fjf^ Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 3. SITE LOCATION AND PROJECT DESCRIPTION The project site is located at the northem approach of the pedestrian overcrossing for Calle Bar- celona in the City of Carlsbad, Califomia (Figures 1 and 2). The overcrossing is located approximately 1,400 feet west ofthe intersection of Calle Barcelona and Paseo Avellano. This overcrossing provides pedestrian access from the Rancho Los Encinitos community, over Calle Barcelona, to the recreation center and day care facility within the Arroyo La Costa community. The abutments of the overcrossing are approximately 20 feet higher than the roadway, and the hillsides slope down from the abutments to the street. The elevation at the northem abutment ap- proach is approximately 115 feet above mean sea level (MSL). Based on correspondence and a site meeting with city personnel, we understand that the overcrossing was constructed in 1999. City personnel have reported signs that the access sidewalk and decorative pilasters adjacent to the northem abutment have experienced continual settlement since constmction. Specifically, the City monitored the settlement for 12 months starting in 2007. The monitoring indicated an additional 5 millimeters (approximately % inch) of additional settlement had occurred during that 12-month time frame. 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING The scope and extent of our subsurface exploration was based on our observations from our field reconnaissance and discussions with the City of Carlsbad regarding settlement at the site. Our subsurface exploration was conducted on July 2, 2009, and consisted of the performance of one exploratory boring and two test pits. The boring was excavated manually through the sidewalk at the northem abutment approach to the overcrossing. A core was first extracted from the sidewalk prior to the excavation of the approximately 4.2 feet deep boring. The two exploratory test pits were manually excavated adjacent to the pilasters at the northem abutment approach depths up to 6.5 feet. Relatively undisturbed and bulk soil samples were obtained from within the boring and the test pits at selected intervals. These samples were then transported to our in-house geotechni- cal laboratory for testing. The approximate locations of the exploratory boring and test pits are shown on Figure 2. The boring and test pit logs are included in Appendix A. 105225012 R.doc Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 Laboratory testing of representative soil samples included an evaluation of in-situ moisture content, gradation analysis, and consolidation. The results of in-situ moisture content tests are presented on the exploration logs in Appendix A. The other laboratory results are presented in Appendix B. 5. SUBSURFACE CONDITIONS On July 2, 2009, we performed a subsurface exploration at the approach to the northem abutment for the pedestrian overcrossing. During our subsurface explorafion, we encountered fill materials at the surface or underlying the sidewalk and extending to the depths explored of approximately 6.5 feet. The fill materials generally consisted of light brown or brown, damp, loose to medium dense, silty and clayey sand. Refusal to further drilling was encountered at a depth of 4.2 feet within the boring due to the presence of concrete debris. Additional descriptions of the subsur- face fill materials encountered are provided on the exploration logs in Appendix A. Groundwater or seepage was not encountered during our subsurface exploration. Fluctuations in the groundwater level and perched conditions may occur due to variations in ground surface to- pography, subsurface geologic conditions and stmcture, rainfall, irrigation, and other factors. 6. DISCUSSIONS, CONCLUSIONS, AND RECOMMENDATIONS As discussed earlier, we understand that the overcrossing was constmcted in 1999. Based on our discussions with the City personnel, the sidewalk and pilasters adjacent to the northem abutment have been displaying signs of distress since its constmcfion. In response to the observed distress, the City personnel installed crack monitors to measure movement of the sidewalk and pilasters. Starting in 2007, the measurements from the crack monitors were recorded by the City personnel for a span of 12 months. During that span, the crack monitors indicated that an additional 5 millimeters (approximately % inch) of movement had occurred. During our site reconnais- sance, we observed that the existing sidewalk was approximately 1 Vi inches lower than the adjacent concrete flatwork for the northerly abutment. The pilasters were also observed to be tilt- ing in the downslope direcfion and toward the adjacent abutment. 105225012 R.doc fj^m^an^fff^ Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 Based on our review of the "as-built" project plans, the locafion of the settling sidewalk and pi- lasters is situated on the backfill materials for the northem abutment. The plans depict the presence of approximately 8 feet of backfill behind the northem abutment. To evaluate the potential for future settlement of the existing fill materials, laboratory testing was per- formed on samples collected during our subsurface exploration. The results of our consolidation tests indicate the existing fills are compressible and possess a potential for soil collapse upon wetting. Based on our background review, review of project plans, subsurface exploration, and laboratory testing, we conclude the observed distress to the sidewalk and pilasters is due to soil settlement ofthe northerly abutment backfill. Also, laboratory tesfing indicates that future settlement ofthe abutment backfill will occur due to the compressibility and potential for hydro-consolidafion of the subsurface soils. Accordingly, we recommend that mitigation of the effected area include the densificafion of the existing fill materials using compaction grouting techniques. Recommenda- fions for compacfion grouting are presented in the following section. 6.1. Compaction Grouting To reduce the potential for future soil settlement and to increase the density ofthe existing fill materials below the sidewalk and pilasters, we recommend that the existing fill materials be compaction grouted. Based on the depths of fill indicated in the "as-built" plans and our sub- surface exploration, the zone of compaction grouting is anticipated to extend from approximately 2 feet to 10 feet below the existing ground surface. The horizontal limits of compaction grouting should incorporate the horizontal limits ofthe settling sidewalks and pi- lasters and extend a horizontal distance of 5 feet beyond the limits ofthe effected area. Due to the presence of concrete and other constmction debris within the fill materials, difficulty in at- taining the recommended penetration depth should be anticipated by the contractor. Compaction grouting involves the injection of a low-slump, mortar-like grout under high pres- sure to compact and displace the adjacent soils. The grout is injected at selected target zones into the subsurface through small-diameter, steel grout pipes. The grout is injected in stages at incremental depth intervals (generally at 2 foot intervals) to treat the problem soil zone. Typi- 105225012 R.doc fj^m^ajj^Bf^ Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 cally, a grid pattem is designed to treat the lateral limits ofthe area of concem. The grout may include a blend of fine aggregate such as sand, silt, clay, and cement to achieve a pumpable, viscous grout with a low slump that remains intact after injection. Grout injection should be performed at low rates and carefully monitored. During treatment, the grout pressure, grout flow rate, and volume of grout should be monitored to evaluate the grouting process. A qualified specialty contractor ufilizing appropriate methods and materials should perform the compaction grouting. Monitoring of the existing improvements should be performed during the compaction grouting to evaluate and reduce the potential for possible additional distress, which may result from these operations. We request the opportunity to review the grouting implementation plan submitted by the specialty contractor. 6.2. Sidewalk Replacement During the compaction grouting operations, the existing sidewalk will experience additional distress. We recommend that the sidewalk be replaced with 5 inches of concrete and rein- forced with No. 4 steel reinforcing bars placed at 12 inches on center, both ways. The reinforcement should be located in the middle one-third of the slab height. We recommend that "chairs" be utilized to aid in the placement of the reinforcement. In order to reduce the potential for shrinkage cracks in the concrete during curing, we rec- ommend that the concrete be placed with a slump of 4 inches. The slump should be checked at the site by the representative of a qualified materials testing laboratory prior to placement. We recommend that Type V cement with a water/cement ratio of 0.45 or less be used for the project. Stmctural concrete should be placed in accordance with the guidelines ofthe Ameri- can Concrete Institute (ACI, 2005) and relevant project specifications. 6.3. Sidewalk Subgrade Preparation Prior to the replacement of the sidewalk, we recommend that the upper 24 inches of sub- grade soils be reprocessed and recompacted. Subgrade soils should be moisture conditioned to near the laboratory optimum moisture content prior to recompaction. The subgrade soils Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 should be placed in horizontal lifts of approximately 8 inches in loose thickness and then compacted by mechanical methods to a relative compaction of 90 percent as evaluated by American Society for Testing and Materials (ASTM) Test Method D 1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved. 7. LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Varia- tions may exist and conditions not observed or described in this report may be encountered during constmction. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. In particular, our subsurface exploration encountered some constmction debris in the subsurface soils. In light of this fact and the nature of the backfill, the contractor should anticipate unusual conditions in the area of the recommended compaction grouting. Addi- tional subsurface evaluation will be perfonned upon request. Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of stmctural issues, environmental concems, or the presence of hazardous materials. This document is intended to be used only in its entirety. No portion ofthe document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per- fonn an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing. 105225012 R.doc fj^majjaB^fjf^ Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carisbad, Califomia Project No. 105225012 Our conclusions, recommendations, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our otfice should be notified and additional recommendations, if warranted, will be provided upon request. It should be understood that tiie conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites. In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to govemment ac- tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no conti-ol. This report is intended exclusively for use by the client. Any use or reuse ofthe findings, conclu- sions, and/or recommendations of this report by parties other than the client is undertaken at said parties' sole risk. 105225012R.doc Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 8. REFERENCES American Concrete Institute (ACI), 2005, Building Code Requirements for Stmctural Concrete (ACI 318-05) and Commentary (ACI 318R-05). Califomia Building Standards Commission, 2007, Califomia Building Code, Titie 24, Part 2, Volumes 1 and 2: dated June. City of Carisbad, 2008, Engineering Standards, Volume 1, General Design Standards, 2004 Edi- tion: revised June 30. County of San Diego, 1975, Orthotopographic Survey, Sheet 330-1689, Scale 1:2,400. Harden, D.R., 1998, Calipornia Geology: Prentice Hall, Inc. Kennedy, M.P and Tan, S.S., 2008, Geologic Map of the Oceanside 30' x 60' Quadrangle, Califomia. Ninyo & Moore, 2009, Revised Proposal for Geotechnical Evaluation, Settling Sidewalk and Decorative Pilasters, Calle Barcelona Pedestrian Overcrossing, Carisbad, Califomia: dated May 18. Ninyo & Moore, In-house proprietary information. Noms, R. M. and Webb, R. W, 1990, Geology op California, Second Edition: John Wiley & Sons, Inc. Public Works Standards, Inc., 2009, "Greenbook," Standard Specifications for Public Works Constmcfion. United States Department of the Interior, Bureau of Reclamation, 1989, Engineering Geology Field Manual. 105225012 R.doc fj^magiiB^fjf^ REFERENCE: 2005 THOMAS GUIDE FOR SAN DIEGO COUNTY, STREET GUIDE AND DIRECTORY APPROXIMATE SCALE 2400 4800 FEET r\r NOTE ALL DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE Map IS Rand McNally, R.L.07-S-129 SITE LOCATION MAP FIGURE 1 PROJECT NO. DATE CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE 1 105225012 8/09 CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE 1 LEGEND ^ B-1 LOCATION OF EXPLORATORY BORING TD=4 2' TD=TOTAL DEPTH IN FEET ^ jp.2 LOCATION OF EXPLORATORY TEST PIT TD=6 5' TD=TOTAL DEPTH IN FEET SOURCE AERIAL IMAGERY - MICROSOFT BING MAPS NINYO & MOORE, 2009 N A NOTE ALL DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE APPROXIMATE SCALE 30 60 FEET SUBSURFACE EXPLORATION MAP FIGURE 2 PROJECT NO. DATE CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE 2 105225012 8/09 CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE 2 Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carlsbad, Califomia Project No. 105225012 APPENDIXA BORING AND TEST PIT LOGS Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory excava- tions. The samples were bagged and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following methods. The Split-Barrel Knocker Bar Sampler The sampler, with an extemal diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler was manually driven into the ground with a hammer weighing approximately 35 pounds. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. 105225012R.doc Explanation of Test Pit, Core, Trench and Hand Auger Log Symbols PROJECT NO. o c m DATE LU OC I-w o xx/xx u. o CL CO 2 Ul Q >- CC Q 2 g ^ CO CO ^ SM ML SM EXCAVATION LOG EXPLANATION SHEET FILL: Bulk sample. Dashed line denotes material ciiange. - Drive sample. - Sand cone performed. • Seepage • Groundwater encountered during excavation. " No recovery with drive sampler. • Groundwater encountered after excavation. • Sample retained by others. _ Shelby tube sample. Distance pushed in inches/length of sample recovered in inches •No recovery with Shelby tube sampler. ALLUVIUM Solid line denotes unit change. Attitude: Strike/Dip b: Bedding c: Contact j: Joint f: Fracture F: Fault cs: Clay Seam s: Shear bss: Basal Slide Surface sf: Shear Fracture sz: Shear Zone sbs: Sheared Bedding Surface The total depth line is a solid line that is drawn at the bottom ofthe excavation log. SCALE: 1 Inch = 1 foot TestplI explanation.xls U.S.C.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES O Q w o I w < O U o " Ci ^ o S o « ^. o o S A GRAVELS (More than 1/2 of coarse fraction > No. 4 sieve size) SANDS (More than 1/2 of coarse fraction <No. 4 sieve size) GW GP GM GC SW SP SM SC Well graded gravels or gravel-sand mixtures, little or no fines Poorly graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well graded sands or gravelly sands, little or no fines Poorly graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures O Q W ' s J V o Z d ML SILTS & CLAYS Liquid Limit <50 Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean OL SILTS & CLAYS Liquid Limit >50 Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elaistic silts CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silty clays, organic silts HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils GRAIN SIZE CHART CLASSIFICATION RANGE OF GRAIN SIZE CLASSIFICATION U.S. Standard Sieve Sire Grain Size in Millimeters BOULDERS Above 12" Above 305 COBBLES 12"to 3" 305 to 76.2 GRAVEL Coarse Fine 3" to No. 4 3" to 3/4" 3/4" to No. 4 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 SAND Coarse Medium Fine No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 SILT & CLAV Below No. 200 Below 0,075 PLASTICITY CHART j; 50 / CH CL MHf CL- W ^ / ML&OL —J 10 20 30 40 50 60 70 80 90 100 LIQUfD LIMIT (LL), V» U.S.C.S. METHOD OF SOIL CLASSIFICATION USCS Soil Classification Updated Nov, 2004 BORING LOG CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA PROJECT NO. 105225012 DATE 8/09 LU LU LL CL UJ Q Q m cn H CO o o >- CO z LU Q > cn a H . < CO yd t CO CO _; < _j O DATE EXCAVATED 7/02/09 GROUND ELEVATION BORING NO. B-I LOGGED BY EFL METHOD OF EXCAVATION Hand Auger/Manual LOCATION East Side of Pedestrian Bridge DESCRIPTION c m -2 -4 9.1 - 10 17. CONCRETE: SM \Approximately 3.25 inches thick. FILL: Light brown, moist, loose to medium dense, clayey silty fine SAND; with medium sand to gravel; iron oxide staining. Concrete debris. Total Depth = 4.2 feet. (Auger refusal on concrete.) Groundwater not encountered. Backfilled with dry concrete mix and patched with concrete on 7/02/09. SCALE = 1 in./2ft. TEST PIT LOG CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA PROJECT NO. 105225012 DATE 8/09 LU LU D. LU Q CO UJ < CO UJ Cd I- co o u. O > CO z UJ Q > CH a -z. o H . < CO O ti= CO CO CO < _l o DATE EXCAVATED 7/02/09 GROUND ELEVATION TEST PIT NO. LOGGED BY TP- EFL METHOD OF EXCAVATION Hand Auger/Manual LOCATION East Side of Pedestrian Bridge DESCRIPTION c m -4 -6 - 10 SC FILL: Brown, damp, loose to medium dense, silty clayey fine SAND; with trace of medium sand; abundant roots. SM Light brown, moist, loose to medium dense, clayey silty fine SAND; with medium sand to gravel; iron oxide staining. Total Depth = 4 feet. Groundwater not encountered. Backfilled on 7/02/09. SCALE = 1 in./2ft. TEST PIT LOG CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNLA PROJECT NO. 105225012 DATE 8/09 UJ UJ LL CL UJ Q CO UJ < CO CQ UJ Cd D h- CO o o >- CO UJ Q > Cd Q < CO yd y= CO CO CO ^ < o DATE EXCAVATED 7/02/09 GROUND ELEVATION TEST PIT NO. LOGGED BY TP-2 EFL METHOD OF EXCAVATION Manual LOCATION West Side of Pedestrian Bridge DESCRIPTION nn O c m -4 -6 8.0 10 12 SC FILL: Brown, moist, medium dense, silty clayey fine SAND; with medium sand to gravel; iron oxide staining and scattered rootlets. SM Mottled brown with gray, moist, dense, silty fine SAND; with trace clay and medium to coarse sand; iron oxide staining. Total Depth = 6.5 feet. Groundwater not encountered. Backfilled on 7/02/09. SCALE = 1 in./2 ft. Calle Barcelona Pedestrian Overcrossing August 14, 2009 Carisbad, California Project No. 105225012 APPENDIX B LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory excavations in Appendix A. Moisture Content The moisture content of samples obtained from the exploratory excavations was evaluated in ac- cordance with ASTM D2216. The test results are presented on the logs of the exploratory excavations in Appendix A. Gradation Analvsis A gradation analysis test was performed on a selected representative soil sample in general ac- cordance with ASTM D 422. The grain-size distribution curve is shown on Figure B-l. The test results were utilized in evaluating the soil classification in accordance with the USCS. Consolidation Tests Consolidation tests were performed on selected relatively undisturbed soil samples in general accordance with ASTM D 2435. The samples were inundated during testing to represent adverse field conditions. The percent of consolidation for each load cycle was recorded as a ratio of the amount of vertical compression to the original height of the sample. The results of the tests are summarized on Figures B-2 and B-3. 105225012 R.doc GRAVEL SAND FINES Coarse Fine Coarse Medium Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS 3" 2' VA' 1" y." .ff ^ff 4 B 16 30 50 100 200 HYDROMETER GRAIN SIZE IN MILLIMETERS PERFORMED IN .GENERAL ACCORDANCE WITH ASTM D 422 Symbol Sample Location Depth (ft) Liquid Limit Plastic Limit Plasticity Index D30 Deo Cc Passing No. 200 (%) USCS • c-1 0.3-4.2 --~ --~ --37 SM GRADATION TEST RESULTS FIGURE B-1 PROJECT NO. DATE CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE B-1 105225012 8/09 CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE B-1 I 105225012 SIEVE c-1 ® 0.3-4.2.)(ls 0.1 STRESS IN KIPS PER SQUARE FOOT 1.0 10.0 100.0 o « < D. X UJ CO CO LU _l Q. < CO u. o t-z 111 o z o h-< Q _i O CO z o o -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 _ > — - - — i-^i: — \ v.* -\ — - Seating Cycle Sample Location C-1 Loading Prior to Inundation Depth (ft.) 2.7-3.7 Loading After Inundation Soil Type SM Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 CONSOLIDATION TEST RESULTS FIGURE B-2 PROJECT NO. DATE CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE B-2 105225012 8/09 CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE B-2 105225012 CONSOLIDATION C-1 @ 2.7-3.7.xls 0.1 z o CO z < X UJ CO C/3 UJ z o X f- m _i CL < CO z UJ o cc Ui CL z o H < D _i O CO z o o STRESS IN KIPS PER SQUARE FOOT 1.0 10.0 100.0 Seating Cycle Loading Prior to Inundation Loading After Inundation Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 Sample Location TP-2 Depth (ft.) 5.5-6.5 Soil Type SM yy^i^i^&yyVmire CONSOLIDATION TEST RESULTS FIGURE B-3 PROJECT NO. DATE CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE B-3 105225012 8/09 CALLE BARCELONA PEDESTRIAN OVERCROSSING CARLSBAD, CALIFORNIA FIGURE B-3 105225012 CONSOLIDATION TP-2 ® 5.5-6.5.xls