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Home My WebLink About3557; Carlsbad Blvd Railroad Crossing Boulevard; Carlsbad Blvd Railroad Crossing Boulevard; 2007-12-04Geotechnical and Environmental Sciences Consultants GEOTECHNICAL EVALUATION CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA PREPARED FOR: City of Carlsbad Public Works Engineering 1635 Faraday Avenue Carlsbad, California 92008 PREPARED BY: Ninyo & Moore Geotechnical and Environmental Sciences Consultants 5710 Ruffin Road San Diego, Califomia 92123 December 4, 2007 ProjectNo. 106214001 5710 Ruffin Road = San Diego, California 92123 - Phone (858) 576-1000 - Fax f858) 576-9600 San Diego = Irvine Ontario = Los Angeles " Oakland " Las Vegas Carson City - Phoenix Denver Geotechnical and Environmental Sciences Consultants December 4, 2007 ProjectNo. 106214001 Ms. Eva Plajzer City of Carlsbad Public Works Engineering 1635 Faraday Avenue Carlsbad, Califomia 92008 Subject: Geotechnical Evaluation Carlsbad Boulevard Railroad Bridge Overcrossing Slope Carlsbad, Califomia Dear Ms. Plajzer: In accordance with your request and authorization, we have performed a geotechnical evaluation on the slope situated between Abutment 1 and Bent 2 of the Carlsbad Boulevard railroad over- crossing bridge in Carlsbad, California. The purpose of our study was to evaluate the distress at the site and formulate geotechnical repair recommendations. This report presents our conclusions and repair recommendations. We appreciate the opportunity to be of service on this project. Respectfully submitted, NINYO & MOORE Jeffref T. Kent, RE. Project Engineer MAH/JTK/JG/kh Distribution: (4) Addressee nathan Manag E.G. 2136 5710 Ruffin Road » San Diego, California 92123 - Phone (858J 576-1000 » Fax (858) 576-9600 San Diego Irvine = Ontario " Los Angeles Oakland = Las Vegas Carson City = Phoenix = Denver Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, Califomia ProjectNo. 106214001 TABLE OF CONTENTS Page 1. INTRODUCTION I 2. SCOPE 1 3. GENERAL SITE CONDITIONS 1 4. PROJECT BACKGROUND 2 5. SUBSURFACE EVALUATION AND LABORATORY TESTING 2 6. SUBSURFACE CONDITIONS 3 6.1. Fill 3 6.2. Old Paralic Deposits 3 6.3. Santiago Formation 4 6.4. Groundwater 4 7. FINDINGS AND CONCLUSIONS 4 8. RECOMMENDATIONS 5 8.1. Materials for Fill 6 8.2. Compacted Fill 6 8.3. Temporary Excavations and Shoring 7 8.4. Surface Drainage and Slope Maintenance 8 9. LIMITATIONS 8 10. SELECTED REFERENCES 10 Figures Figure 1 - Site Location Map Figure 2 - Boring Location Map Figure 3 - Pipe Pile Detail Figure 4 - Retaining Wall Drain Detail Appendices Appendix A - Boring Logs Appendix B - Laboratory Testing Appendix C - Typical Earthwork Guidelines 106214001 R.doc Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California ProjectNo. 106214001 1. INTRODUCTION In accordance with your request and authorization, we have performed a geotechnical evaluation on the slope located between Abutment 1 and Bent 2 of the Carlsbad Boulevard bridge over- crossing in Carlsbad, Califomia (Figure 1). The purpose of our study was to evaluate the distress features observed on the slope and wingwalls at this location and to formulate geotechnical repair recommendations. 2. SCOPE Ninyo & Moore's scope of services for the project included the following: • Reviewing the background data listed in the Selected References section of this report. The data reviewed included in-house geotechnical data, geotechnical reports prepared by others, aerial photographs, topographic maps, as-built plans and published geologic maps. • Performing a site reconnaissance of the site to observe the existing conditions and to mark out the locations for the exploratory borings. Utility clearance of the boring locations was performed through Underground Service Alert (USA). • Performing a subsurface evaluation that consisted of the excavafion of three small diameter exploratory borings. The borings were excavated utilizing a limited-access drill rig equipped with 6-inch diameter solid-stem augers. The borings were logged by a Ninyo & Moore repre- sentative who collected bulk and in-place soil samples at selected intervals from within the borings. The samples were then transported to our in-house geotechnical laboratory for testing. • Performing laboratory testing on selected soil samples to evaluate in-situ moisture content and dry density, consolidation, and shear strength. • Compiling and analyzing the data obtained from our background research, the subsurface evaluation, and our geotechnical laboratory testing. • Preparing this report presenting our fmdings, conclusions, and geotechnical repair recom- mendations regarding the subject project. 3. GENERAL SITE CONDITIONS The project site is located at the Carlsbad Boulevard Bridge (Bridge No. 57C-0134) railroad overcrossing in Carlsbad, California (Figure 1). The specific focus of this evaluation is the slope situated between the southem abutment (Abutment 1) and Bent 2, and the two approximately 106214001 R.doc I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, Califomia Project No. 106214001 9-foot high wingwalls along the western and eastern sides of Bent 2. Elevations at the site range from approximately 23 feet above mean sea level (MSL) at the toe of the slope near the railroad tracks to approximately 50 MSL near the top of pavement at Abutment 1. Distress to the slopes included an approximately 3-foot deep erosional feature adjacent to the east- em wingwall, soil cracks up to approximately 6 inches wide within the slopes behind the wingwalls and Bent 2, as well as the undermining of the concrete gutter at the eastem wingwall. Observed distress to the wingwalls included settlement and movement of the top of the walls out- ward. Additionally, separations on the order of 1 inch were observed between the top of the walls and the concrete gutter constmcted behind the walls. 4. PROJECT BACKGROUND Based on our background review, the subject bridge was originally constmcted in 1925. The bridge abutments and bents are supported by shallow foundations. As part of a recent retrofit to the bridge (completed in late 2006) the foundations at Bents 2 and 5 were widened, the bent walls were back- filled, and the abutment seats were extended. During this construction, the existing ground surface adjacent to Abutment 1 and Bent 2 was excavated and regraded. Observation and testing of the fill soils associated with these earthwork operations is addressed in the referenced report (Testing Engi- neers San Diego, Inc., 2006A). Based on our review of project notes provided by the city, a water leak from an irrigation line was observed to be flowing uncontrolled down the slope adjacent to Abutment 1 on July 27, 2007. Ap- proximately 2 months later, settlements of 0.07 feet at the westem wall and 0.2 feet at the eastem wall were measured. Additionally, offsets outwards at the top of the walls were measured at 0.14 feet for the west wall and 0.25 feet at the east wall. 5. SUBSURFACE EVALUATION AND LABORATORY TESTING Our subsurface evaluation was performed on October 15, 2007 and consisted of the excavation of three small diameter exploratory borings. The borings were excavated utilizing a limited-access rig 106214001 R.doc 7 n/yo I I I I i I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, Califomia ProjectNo. 106214001 equipped with 6-inch diameter solid-stem augers. Borings were advanced to depths up to approxi- mately 16'/2 feet. Boring locations are presented on Figure 2. The logs of the borings are presented in Appendix A. Laboratory testing was performed on selected soil samples obtained from within the borings. Our laboratory testing included an evaluation of in-situ moisture content and dry density, consolidation, and shear strength. The results of the in-situ moisture content and dry density tests are presented on the boring logs in Appendix A. The remaining laboratory test results are presented in Appendix B. 6. SUBSURFACE CONDITIONS Based on our subsurface exploration and on our review of the referenced geologic maps and back- ground material and our subsurface evaluation, the subject site is underlain by fill materials and old paralic deposits (Qope-?) and units of the Santiago Formation. The following sections provide gen- eralized descriptions ofthe materials encountered in our borings. More detailed descriptions of the materials encountered are presented on the boring logs in Appendix A. 6.1. Fill Fill material was encountered in exploratory borings B-1, B-2, and B-3. Fill materials were encountered to a depth of approximately 12 feet in boring B-1. As encountered the fill mate- rial generally consisted of brovm, damp to moist, loose to medium dense, silty sand. Gravel was encountered in boring B-1. 6.2. Old Paralic Deposits Old paralic deposits were encountered underlying the fill soils in borings B-1, B-2, and B-3 to the total depths explored. In general, the old paralic deposits consisted of light brown to brown, moist, weakly cemented, silty sandstone. These soils were formerly described as Quatemary terrace deposits (Tan & Kennedy, 1996). 106214001 R.doc I I I I I I I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California Project No. 106214001 6.3. Santiago Formation A review of the Log of Test Borings (LOTB) presented in the referenced "as-built" project plans (Simon Wong, 2006) indicates that the old paralic deposits are underlain by materials of the Santiago Formation. As indicated on the LOTB, the Santiago Formation generally consists of clayey sandstone. 6.4. Groundwater Groundwater was not encountered in our exploratory borings. Groundwater levels can fluctuate due to seasonal variations, irrigation, and other factors or be present as perched groundwater or seepage in some areas. Our review of the LOTB presented in the "as-built" plans, groundwater was encountered at an elevation of 14'/2 feet MSL in June 1997. Also, the "as-builf plans in- clude a note describing the constmction of a concrete footing seal beneath the widened portion ofthe footing for Bent No. 2 at an elevation of approximately 14 feet MSL. Footing seals are generally used to facilitate constmction when wet conditions are encountered near groundwater. 7. FINDINGS AND CONCLUSIONS Based on our review of the referenced background data, our site observations, and our subsurface evaluation, it is our opinion that the erosional feature and undermining of the concrete gutter at the east wingwall was caused by the irrigation line water leak. Additionally, the settiement and outward movement of the wingwalls, as well as the observed cracking within the slopes, is a re- sult of the settlement of loose soils beneath the wall foundations and behind the wingwalls that was exacerbated by the infiltration of water from the irrigation line leak. Based upon our observations of the condition of the fill, as well as our laboratory testing, it is our opinion that there is future potential for additional movement of the subsurface soils underlying the wingwalls. As part of our evaluation we have considered various remedial measures including removal and replacement of the wingwalls, utilization of tie-backs, or installation of pipe piles. Due to rela- 106214001 R.doc A n nt> „ n I I I I I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, Califomia ProjectNo. 106214001 tively higher costs for removal and replacement as well as conflicts with utilities for the tie-backs, it is our opinion that the installation of pipe piles is a feasible remediation alternative. 8. RECOMMENDATIONS The purposes of our study were to evaluate the probable causes of the geotechnically-related dis- tress features observed at the site so that geotechnical repair recommendations could be provided. Our repair recommendations are based on our findings and conclusions previously dis- cussed. The repair involves the transfer of foundation loads from the underlying fill soils to competent formational materials. Based on our findings, we recommend that the wingwalls be supported by steel pipe piles. Pipe pile installation may be performed along the toe of the existing wdngwalls and should be advanced into competent formational materials. Pipe piles should be approximately 3-1/2 inches in diameter to pro- vide axial capacity of 10 kips each when founded 3 feet into competent old paralic deposits or formational material. Based upon our review of the "as-built" plans, the pipe piles are anticipated to be approximately 17 feet long at the easterly wingwall and approximately 14 and 16 feet long at the westerly wingwall. The pipe piles should have corrosion resistant coatings. A typical pipe pile detail is shown in Figure 3. A qualified stmctural engineer and a specialty contractor should be retained to incorporate our repair recommendations into the design and constmction. During constmction, it is recommended that Ninyo & Moore be retained to observe the pipe pile installation process. In addition to the support wall foundations, a retaining wall drain should be constructed behind the wall in accordance with Figure 4. We recommend that the erosional feature be filled with compacted soils. In general, the repair should begin with the removal of vegetation and eroded materials to expose competent fill soils. The extent of the removals should be evaluated during construction by Ninyo & Moore. Subse- quent to the performance of these removals, compacted fill should be placed in accordance with the following recommendations. Since materials have been transported off the site due to the wa- 106214001 R doc « n /70 n n I I I I I I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California ProjectNo. 106214001 ter leak, imported soils will need to be brought to the site. We recommend that the imported ma- terials meet the guidelines presented in the "Materials for Fill" section of this report. Earthwork should be performed in accordance with the recommendations in the following sections and the attached Typical Earthwork Guidelines (Appendix C). Ninyo & Moore should be con- sulted for clarification if there are any questions regarding interpretation or implementation of the recommendations or guidelines presented herein. 8.1. Materials for Fill Generally granular on-site soils with an organic content of less than approximately 3 percent by volume (or 1 percent by weight) are suitable for use as fill. Fill material should not gen- erally contain rocks or lumps greater than approximately 4 inches, and particles not more than approximately 40 percent larger than y4-inch. Larger chunks, if generated during exca- vation, may be broken into acceptably sized pieces or disposed of off site. Imported fill material should generally be granular soils with a design friction angle of 34 degrees and a low or very low expansion potential (based on UBC Standard 18-2 test pro- cedures). Import material should also have generally low corrosion potential. Materials for use as fill should be evaluated by Ninyo & Moore's representative prior to filling or importing. 8.2. Compacted Fill Prior to placement of compacted fill the contractor should request an evaluation of the ex- posed ground surface by Ninyo & Moore. Unless otherwise recommended, the exposed ground surface should then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve moisture contents generally above the optimum moisture con- tent. The scarified materials should then be compacted to a relative compaction of 95 percent as evaluated in accordance with ASTM D 1557. The evaluation of compaction by Ninyo & Moore should not be considered to preclude any requirements for observation or approval by goveming agencies. It is the contractor's responsibility to notify Ninyo & Moore 106214001 Rdoc I I I I I I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California Project No. 106214001 and the appropriate goveming agency when project areas are ready for observation, and to provide reasonable time for that review. Fill materials should be moisture conditioned to generally above the laboratory optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils should be generally consistent within the soil mass. Prior to placement of additional compacted fill material following a delay in the grading op- erations, the exposed surface of previously compacted fill should be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift should be watered or dried as needed to achieve a moisture content generally above the laboratory optimum, mixed, and then compacted by mechanical methods, using sheep's-foot rollers, multiple-wheel pneumatic-tired rollers or other appropriate compact- ing rollers, to a relative compaction of 90 percent as evaluated by ASTMD 1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved. 8.3. Temporary Excavations and Shoring We recommend that trenches and excavations be designed and constmcted in accordance with Occupational Safety and Health Administration (OSHA) regulations. These regulations provide trench sloping and shoring design parameters for trenches up to 20 feet deep based on the soil types encountered. Trenches over 20 feet deep should be designed by the Con- tractor's engineer based on site-specific geotechnical analyses. For planning purposes, we recommend that the following OSHA soil classifications be used: Fill Type C Old Paralic Deposits Type B 106214001 Rdoc I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California ProjectNo. 106214001 Upon making the excavations, the soil classifications and excavation performance should be evaluated in the field by Ninyo & Moore in accordance with OSHA regulations. Recom- mendations for temporary shoring can be provided, if requested. Temporary excavations should be constmcted in accordance with OSHA recommendations. For trench or other excavations, OSHA requirements regarding personnel safety should be met by using appropriate shoring (including trench boxes) or by laying back the slopes no steeper than 1.5:1 (horizontal:vertical) in fill and 1:1 (horizontal:vertical) in old paralic de- posits. Temporary excavations that encounter seepage may need shoring or may be stabilized by placing sandbags or gravel along the base of the seepage zone. Excavations en- countering seepage should be evaluated on a case-by-case basis. On-site safety of personnel is the responsibility of the contractor. 8.4. Surface Drainage and Slope Maintenance We recommend that surface drainage be diverted away from the slope and that mnoff not be allowed to overtop and run down the face of the slope. Site mnoff should not be permitted to flow over the top of slopes. Positive drainage should be established away from the top of the slope. This may be accomplished by utilizing brow ditches placed at the top of slope and at the mid-height of the slope to divert surface mnoff away from the slope face where drainage de- vices are not otherwise available. It is imperative that all drainage facilities be maintained and kept in good fiinctioning condition. The on-site soils are likely to be susceptible to erosion; therefore, the project plans and speci- fications should contain design features and constmction requirements to mitigate erosion of on-site soils during and after constmction. Applicable guidelines are presented in Appendix C. 9. 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 im- 106214001 R doc o o ,-, ,-, I I I I I I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, Califomia ProjectNo. 106214001 plied, is made regarding the conclusions, recommendations, and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during constmction. Uncertain- ties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation will be performed 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 of the 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- form 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. 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 office should be notified and additional recommendations, if warranted, will be provided upon request. It should be understood that the 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 fmdings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control. This report is intended exclusively for use by the client. Any use or reuse of the fmdings, conclu- sions, and/or recommendations of this report by parties other than the client is undertaken at said parties' sole risk. 106214001 R.doc Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California ProjectNo. 106214001 10. SELECTED REFERENCES Califomia Building Standards Commission, 2001, California Building Code, Title 24, Part 2, Volumes 1 and 2. Caltrans, 2003, Corrosion Guidelines: dated September. Caltrans, 2006, Standard Plans: dated May. Jennings, C.W., 1994, Fault Activity Map of Califomia and Adjacent Areas: Califomia Division of Mines and Geology, Califomia Geologic Data Map Series, Map No. 6, Scale 1:750,000. Kennedy, M.R, and Tan, S. S., 1996, Geological Maps of the Northwestern Part of San Diego County, California Division of Mines and Geology Open File Report 96-02. Kennedy, M.R, and Tan, S. S., 2005, Geologic Map of the Oceanside 30 x 60 Quadrangle, Califor- nia, United States Geological Survey, Scale 1:100,000. Ninyo & Moore, In-House Proprietary Geotechnical Data. Ninyo & Moore, 2007, Proposal for Geotechnical Evaluation, Carlsbad Boulevard Railroad Ovsercrossing, Carlsbad, Califomia, Proposal No. P-7811; dated September 25. Norris, R.M., and Webb, R.W, 1990, Geology of California, Second Edition: John Wiley & Sons, Inc. Public Works Standards, Inc., 2006, "Greenbook," Standard Specifications for Public Works Constmction. Simon Wong Engineering, 2006, As-Built Project Plans, Bridge Retrofit Plans for Carlsbad Boulevard Bridge, ProjectNo. 3557-1, Bridge No. 57C-0134, Carlsbad, Califomia; dated December 1. Simon Wong Engineering, Undated, Project #3557-1 Carlsbad Blvd. OH Bridge Retrofit Retaining Wall Summary. Testing Engineers San Diego, Inc., 2006A, As-Graded Compaction Report, OH Bridge Retrofit, Carlsbad Blvd., Carlsbad, CA, Contract No. 134834; dated November 1. Testing Engineers San Diego, Inc., 2006B, Laboratory Test Report No. 1, OH Bridge Retrofit, Carlsbad Blvd., Carlsbad, CA, Contract No. 134834; dated May 26. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southem Califomia: Califomia Division of Mines and Geology, Open-File Report 93-02. United States Geological Survey, 1967 (Photorevised, 1975), San Luis Rey Quadrangle, Califor- nia, San Diego County, 7.5-Minute Series (Topographic): Scale 1:24,000. AERIAL PHOTOGRAPHS Source Date Flight Numbers Scale USDA 4-11-53 AXN-8M 97&98 1:20,000 106214001 R.doc in „B ^ ^ S££\B I VISA wv mua m Z MSK MJdk J MS H WIMS * mat axoK t MS a iintwota 7 MS K CCUliS • MS K (UKU « MS Ot FMPCI5C0 HJ MS au C«J'(1!W*(C& • • vw"^ ^ ^ 'y^^^' ^ ^1- ^ • \ 'JUS <v:-' ^ s- » SITE- ^ \ I mmm ? »1A JUW 4 mexAS 5 VI* SWIMS t VI* *!JU 1 lUCACfL a ¥1* DtNisi » VU «M l-i i;» TtKi.A 11 Cl mibct 12 VU CAJIU ^' e ^! 1—ar" ""T^r—^ '"'/t , Sl • 1^' V*^* BUtw n. lis — tCAOU ^^^^^^ - REFERENCE: 2005 THOMAS GUIDE FOR SAN DIEGO COUNTY, STREET GUIDE AND DIRECTORY. 2000 4000 APPROXIMATE SCALE IN FEET SITE LOCATION MAP FIGURE 1 PROJECT NO. DATE CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE 1 106214001 12/07 CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE 1 RAILROAD RiG!-'.T—0.'^-W,AY CITY OF CARLSBAD RIGHT-OF-W.AY •t BEN LEGEND B-3^ i RETAINING WAI SOURCE: SIMON WONG ENGINEERING, 2006 APPROXIMATE LOCATION OF EXPLORATORY BORING NOT TO SCALE NOTE: ALL DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE, PROJECT NO. 106214001 DATE 12/07 BORING LOCATION MAP CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE 18 INCHES APPROXIMATE EXISTING GRADE CONSTRUCTION JOINT REINFORCEMENT APPROXIMATELY 3 1/2-INCH-DIAMETER PIPE (3 FEET OR MORE INTO COMPETENT MATERIAL) REINFORCEMENT BOTTOM 12 INCHES OF PIPE TO BE PERFORATED TO ALLOW GROUT INJECTION NOTES: 1. THIS IS A GENERALIZED DETAIL. THE FINAL DESIGN SHOULD BE PERFORMED BY A QUALIFIED STRUCTURAL ENGINEER. 2. ALL DIMENSIONS ARE APPROXIMATE. NOT TO SCALE PIPE PILE DETAIL FIGURE 3 PROJECT NO. DATE CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE 3 106214001 12/07 CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE 3 SOIL BACKFILL COMPACTED TO 90% RELATIVE COMPACTION * RETAINING WALL 3/4-lNCH OPEN-GRADED GRAVEL WRAPPED IN AN APPROVED GEOFABRIC. GEOFABRIC 3 INCHES WALL FOOTlNi 4-INCH-DIAMETER PERFORATED SCHEDULE 40 PVC PIPE OR EQUIVALENT INSTALLED WITH PERFORATIONS DOWN; 1% GRADIENT OR MORE TO A SUITABLE OUTLET *BASED ON ASTM D1557 HOI TO SCALE NOTE; AS AN ALTERNATIVE, AN APPROVED GEOCOMPOSITE DRAIN SYSTEM MAY BE USED, RETAINING WALL DRAINAGE DETAIL FIGURE 4 PROJECT NO. DATE CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE 4 106214001 12/07 CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE 4 Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California ProjectNo. 106214001 APPENDIXA BORING 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 Modified Split-Barrel Drive Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground with the weight of the hammer of the drill rig in general accordance with ASTM D 3550. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer, and the number of blows per foot of driving are presented on the boring logs as an in- dex to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. 106214001 R.doc BORING LOG EXPLANATION SHEET Bulk sample. Modified split-barrel drive sampler. No recovery with modified split-barrel drive sampler. Sample retained by others. Standard Penetration Test (SPT). No recovery with a SPT. Shelby tube sample. Distance pushed in inches/length of sample recovered n inches. No recovery with Shelby tube sampler. Continuous Push Sample. Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. ALLUVIUM: Solid 1 ine denotes unit change. DashedTine 3enotes matenarchange"" Attitudes: Strike/Dip Bedding Contact Joint Fracture Fault cs: Clay Seam Shear bss; Basal Slide Surface sf Shear Fracture sz: Shear Zone sbs: Sheared Bedding Surface lhe total depth line is a solid line that is drawn at the bottom ofthe boring. BORING LOG EXPLANATION OF BORING LOG SYMBOLS PROJECT NO. DATE Rev. 01/03 FIGURE U.S.C.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES 00 Q 'S -S? g CJ > < a '"^ f^; 2 o o o o W 00 GRAVELS (More than 1/2 of coarse fraction > No. 4 sieve size) GM Silty gravels, gravel-sand-silt mixtures O u SANDS (More than 1/2 of coarse fraction <No. 4 sieve size) GW GP GC Clayey gravels, gravel-sand-clay mixtur SW SP Well graded gravels or gravel-sand mixtures, little or no fines Poorly graded gravels or gravel-sand mixtures, little or no fines Well graded sands or gravelly sands, little or no fines Poorly graded sands or gravelly sands, little o no fines SM Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures 00 O " Q CM SILTS & CLAYS Liquid Limit <50 ^ I ^ SILTS & CLAYS Liquid Limit >50 ML Inorganic silts and very fine sands, rock flour silty or clayey fine sands or clayey silts with CL M -^ri OL norganic clays of low to medium plasticity, gravelly clays, sandy clays, siltv clays, lean Organic silts and organic silty clays of lo elasticity MH CH Inorganic clays of high plasticity, fat clays OH HIGHLY ORGANIC SOILS Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic sihs Organic clays of medium to high plasticity, organic silty clays, organic silts Pt Peat and other highly organic soils GRAIN SIZE CHART CLASSIFICATION RANGE OF GRAIN SIZE CLASSIFICATION U.S. Standard Sieve Size Grain Size in Millimeters BOULDERS Above 12" Above 305 COBBLES 12" to3" 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 & CLAY Below No. 200 Below 0.075 PLASTICITY CHART CH CL M Ha OH CL - W L / ML3 i OL « 20 30 40 50 6 0 70 8 0 90 100 LIQUID LIMrr(LL), »/„ U.S.C.S. METHOD OF SOIL CLASSIFICATION USCS Soil Classification Updated Nov. 2004 X H a. 1-O O LL i o _] m LLI a: O o Q. w z LLI Q > Q O I- < w o o — w W _: 5 O DATE DRILLED 10/15/07 BORING NO. GROUND ELEVATION 42' ± (MSL) SHEET OF METHOD OF DRILLING 6" Diaineter Solid Stem Auger/Tripod (Pacific Drilling) DRIVE WEIGHT 140 lbs. (Cathead - 2 tums) DROP 30;; SAMPLEDBY MAH LOGGED BY MAH REVIEWED BY RI DESCRIPTION/INTERPRETATION I 22 102.i 119.3 SM FILL: Brown, moist, loose to medium dense, fine to medium SAND; trace silt; few scattered gravel. Loose; fine to coarse sand; scattered fine gravel. Medium dense. I 42 OLD PARALIC DEPOSITS: Light brown to brown, moist, weakly cemented, silty, fine- to coarse-grained SANDSTONE. Total Depth = 16.5 feet. Groundwater not encountered during drilling. Backfilled with hydrated bentonite shortly after drilling on 10/15/07. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG CARLSBAD BOULEVARD RMLROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA PROJECT NO. 106214001 DATE 12/07 FIGURE A-1 o o LL w LLI a: F- O Q. OT Z LU Q > on Q O m CO O H . < OT yd t w o DATE DRILLED 10/15/07 BORING NO. B-2 GROUND ELEVATION 40' ± (MSL) SHEET 1 OF METHOD OF DRILLING 6" Diaineler Solid Stem Auger/Tripod (Pacific Drilling) DRIVE WEIGHT 140 lbs. (Cathead - 2 tums) DROP 30;; SAMPLED BY MAH LOGGED BY MAH REVIEWED BY DESCRIPTION/INTERPRETATION Rl 21 28 7,4 6.6 104,7 105.9 SM FILL: Brown, damp, medium dense, silty, fine to coarse SAND. Damp to moist. Trace fine gravel. Trace mica. 33 64 OLD PARALIC DEPOSITS: Light brown, moist, weakly cemented, silty, fine- to coarse-grained SANDSTONE. 70 Total Depth = 16.5 feeT Groundwater not encountered during drilling. Backfilled with hydrated bentonite shortly after drilling on 10/15/07. Note: Groundwater, though not encountered at the fime of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA PROJECT NO. 106214001 DATE 12/07 FIGURE A-2 OT LU < W CL LU D Q I-O o LL OT o LU CC Z) F-OT O a. LU Q >-cc Q O m >- OT O 1- < OT y o tOT OT _: OT O DATE DRILLED 10/15/07 BORING NO. B-3 GROUND ELEVATION 39' + (MSL) SHEET 1 OF METHOD OF DRILLING 6" Diameter Solid Stem AugerAfripod (Pacific Drilling) DRIVE WEIGHT 140 lbs. (Cathead - 2 tums) DROP 30" SAMPLED BY MAH LOGGED BY MAH REVIEWED BY Rl DESCRIPTION/INTERPRETATION 103.5 SM FILL: Brown, damp to moist, loose, silty fine to coarse SAND. 42 71/11" OLD PARALIC DEPOSITS: Brown, moist, weakly cemented, silty, fine- to coarse-grained SANDSTONE. Trace clay. Micaceous. ?o Total Depth = 16.5 feet. Groundwater not encountered during drilling. Backfilled with hydrated bentonite shortly after drilling on 10/15/07. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. BORING LOG CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA PROJECT NO, 106214001 DATE 12/07 FIGURE A-3 Carlsbad Boulevard Railroad Overcrossing Slope December 4, 2007 Carlsbad, California Project No. 106214001 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. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the ex- ploratory excavations were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory excavations in Appendix A. Gradation Analysis 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-1. These test results were utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System (USCS). Consolidation Tests A consolidation test was performed on a selected relatively undisturbed soil sample in general accordance with ASTM D 2435. The sample was 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 test are summarized on Figure B-2. Direct Shear Tests A direct shear test was performed on a relatively undisturbed sample in general accordance with ASTM D 3080 to evaluate the shear strength characteristics of the selected material. The sample was inundated during shearing to represent adverse field conditions. The results are shovm on Figure B-3. 106214001 R.doc GRAVEL SAND FINES Coarse Fine Coarse Medium Fine SILT CLAY U S, STANDARD SIEVE NUMBERS 3" 2' 1Vi" 1" y<- y,- 4 8 16 30 60 100 200 HYDROMETER GRAIN SIZE IN MILLIMETERS Symbol Sample Location Depth (ft) Liquid Linnit Plastic Limit Plasticity Index D30 Deo Cu Cc Passing No. 200 (%) USCS • B-1 0-5 ~ -------20 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02) GRADATION TEST RESULTS FIGURE B-1 PROJECT NO. DATE CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE B-1 106214001 12/07 CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE B-1 106214001 SIEVE B.I @ 0,0.5.0,1(15 o CO < Q. X LU OT OT UJ Z Si o UJ _i < OT U. O h-z m O cc LU z g I-< D _j O OT z o o 0.1 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 STRESS IN KIPS PER SQUARE FOOT 1.0 10.0 100.0 Seating Cycle Sample Location B-1 Loading Prior to Inundation Depth (ft.) 5.0-6.5 Loading After Inundation Rebound Cycle Soil Type SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435-04 CONSOLIDATION TEST RESULTS FIGURE B-2 PROJECT NO. DATE CARLSBAD BOULEVARD F^ILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE B-2 106214001 12/07 CARLSBAD BOULEVARD F^ILROAD OVERCROSSING SLOPE CARLSBAD, CALIFORNIA FIGURE B-2 106214001 CONSOLIDATION B-1 @ 5.0-6.5.xls 3000 ^ 2000 LL. C/5 CO CO LU l-CO CC I ^ 1000 0 -1^ 4 * ( y < 1000 2000 NORMAL STRESS (PSF) 3000 Description Symbol Sample Location Depth (ft) Shear Strength Cohesion, c (psf) Friction Angle, (|) (degrees) Soil Type Silty SANDSTONE B-3 10.0-11.5 Peak 140 38 Formation Silty SANDSTONE B-3 10.0-11.5 Peak 140 38 Formation Silty SANDSTONE - -X - -B-3 10.0-11.5 Ultimate 100 35 Formation PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-04 DIRECT SHEAR TEST RESULTS FIGURE B-3 PROJECT NO. DATE CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD. CALIFORNIA FIGURE B-3 106214001 12/07 CARLSBAD BOULEVARD RAILROAD OVERCROSSING SLOPE CARLSBAD. CALIFORNIA FIGURE B-3 106214001 SHEAR B-3 @ 10,0-11,5,xls Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Cahfomia ProjectNo. 106214001 APPENDIX C TYPICAL EARTHWORK GUIDELINES 106214001 TEG, doc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Califomia Project No. 106214001 TABLE OF CONTENTS Page 1. GENERAL.... 1 2. OBLIGATIONS OF PARTIES 2 3. SITE PREPARATION 3 4. REMOVALS AND EXCAVATIONS 4 5. COMPACTED FILL 5 6. OVERSIZED MATERIAL 7 7. SLOPES 8 8. TRENCH BACKFILL 11 9. DRAINAGE 13 10. SITE PROTECTION 14 11. DEFINITIONS OF TERMS 16 Figures Figure A - Fill Slope Over Natural Ground or Cut Figure B - Transition and Undercut Lot Details Figure C - Canyon Subdrain Detail Figure D - Oversized Rock Placement Detail Figure E - Slope Drainage Detail Figure F - Shear Key Detail Figure G - Drain Detail 106214001 TEG.doc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Califomia ProjectNo. 106214001 TYPICAL EARTHWORK GUIDELINES 1. GENERAL These guidelines and the standard details attached hereto are presented as general procedures for earthwork construction. They are to be utilized in conjunction with the project grading plans. These guidelines are considered a part of the geotechnical report, but are superseded by recom- mendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could super- sede these specifications and/or the recommendations of the geotechnical report. It is the responsibility of the contractor to read and understand these guidelines as well as the geotechni- cal report and project grading plans. Ll. The contractor shall not vary from these guidelines without prior recommendations by the geotechnical consultant and the approval of the client or the client's author- ized representative. Recommendations by the geotechnical consultant and/or client shall not be considered to preclude requirements for approval by the jurisdictional agency prior to the execution of any changes. 1.2. The contractor shall perform the grading operations in accordance with these speci- fications, and shall be responsible for the quality of the finished product notwithstanding the fact that grading work will be observed and tested by the geo- technical consultant. 1.3. It is the responsibility of the grading contractor to notify the geotechnical consult- ant and the jurisdicfional agencies, as needed, prior to the start of work at the site and at any time that grading resumes after interruption. Each step of the grading operations shall be observed and documented by the geotechnical consultant and, where necessary, reviewed by the appropriate jurisdictional agency prior to pro- ceeding with subsequent work. 1.4. If during the grading operafions, geotechnical conditions are encountered which were not anticipated or described in the geotechnical report, the geotechnical con- sultant shall be nofified immediately and additional recommendafions, if applicable, may be provided. 1.5. An as-graded report shall be prepared by the geotechnical consultant and signed by a registered engineer and registered engineering geologist. The report documents the geotechnical consultants' observafions, and field and laboratory test results, and 106214001 TEG, doc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Califomia ProjectNo. 106214001 provides conclusions regarding whether or not earthwork constmction was per- formed in accordance with the geotechnical recommendations and the grading plans. Recommendations for foundation design, pavement design, subgrade treat- ment, etc., may also be included in the as-graded report. 1.6. For the purpose of evaluating quantities of materials excavated during grading and/or locating the limits of excavations, a licensed land surveyor or civil engineer shall be retained. 1.7. Definitions of terms utilized in the remainder of these specifications have been provided in Section 11. 2. OBLIGATIONS OF PARTIES The parties involved in the projects earthwork acfivifies shall be responsible as outlined in the following sections. 2.1. The client is ultimately responsible for the aspects of the project. The chent or the client's authorized representative has a responsibility to review the findings and recommendations of the geotechnical consultant. The client shall authorize the con- tractor and/or other consultants to perform work and/or provide services. During grading the client or the client's authorized representative shall remain on site or remain reasonably accessible to the concemed parties to make the decisions that may be needed to maintain the flow ofthe project. 2.2. The contractor is responsible for the safety of the project and satisfactory comple- tion of grading and other associated operations, including, but not limited to, earthwork in accordance with the project plans, specificafions, and jurisdictional agency requirements. During grading, the contractor or the contractor's authorized representative shall remain on site. The contractor shall further remain accessible during non-working hours times, including at night and during days off. 2.3. The geotechnical consultant shall provide observation and tesfing services and shall make evaluations to advise the client on geotechnical matters. The geotechnical consultant shall report findings and recommendations to the client or the client's authorized representative. 2.4. Prior to proceeding with any grading operafions, the geotechnical consultant shall be notified two working days in advance to schedule the needed observation and testing services. 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Cahfomia Project No. 106214001 2.4.1. Prior to any significant expansion or reduction in the grading operation, the geotechnical consultant shall be provided with two working days notice to make appropriate adjustments in scheduling of on-site personnel. 2.4.2. Between phases of grading operations, the geotechnical consultant shall be provided with two working days notice in advance of commencement of ad- ditional grading operations. 3. SITE PREPARATION Site preparation shall be performed in accordance with the recommendations presented in the following sections. 3.1. The client, prior to any site preparation or grading, shall arrange and attend a pre-grading meeting between the grading contractor, the design engineer, the geo- technical consultant, and representatives of appropriate goveming authorities, as well as any other involved parties. The parties shall be given two working days no- tice. 3.2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleterious materials fi-om the areas to be graded. Clearing and gmbbing shall ex- tend to the outside of the proposed excavation and fill areas. 3.3. DemoHfion in the areas to be graded shall include removal of building stmctures, foim- dations, reservoirs, utilities (including undergroimd pipelines, septic tanks, leach fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements, and the backfilling of mining shafts, tunnels and surface depressions. Demolition of utilities shall include capping or rerouting of pipelines at the project perimeter, and abandonment of wells in accordance with the requirements of the goveming authorities and the recommendations ofthe geotechnical consultant at the time of demolition. 3.4. The debris generated during clearing, grubbing and/or demolition operations shall be removed fi-om areas to be graded and disposed of off site at a legal dump site. Clearing, gmbbing, and demolition operations shall be performed under the obser- vation ofthe geotechnical consultant. 3.5. The ground surface beneath proposed fill areas shall be stripped of loose or unsuit- able soil. These soils may be used as compacted fill provided they are generally free of organic or other deleterious materials and evaluated for use by the geotech- nical consultant. The resulfing surface shall be evaluated by the geotechnical consultant prior to proceeding. The cleared, natural ground surface shall be scari- 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Califomia ProjectNo. 106214001 fied to a depth of approximately 8 inches, moisture conditioned, and compacted in accordance with the specificafions presented in Secfion 5 of these guidelines. 3.6. Where fills are to be constmcted on hillsides or slopes, topsoil, slope, wash, collu- vium, and other materials deemed unsuitable shall be removed. Where the exposed slope is steeper than 5 horizontal units to 1 vertical unit, or where recommended by the geotechnical consultant, the slope of the original ground on which the fill is to be placed shall be benched and a key as shown on Figure A of this document shall be provided by the contractor in accordance with the specifications presented in Section 7 of this document. The benches shall extend into the underlying bedrock or, where bedrock is not present, into suitable compacted fill as evaluated by the geotechnical consultant. 4. REMOVALS AND EXCAVATIONS Removals and excavations shall be performed as recommended in the following sections. 4.1. Removals 4.1.1. Materials which are considered unsuitable shall be excavated under the ob- servation of the geotechnical consultant in accordance with the recommendations contained herein. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic, compressible natural soils, frac- tured, weathered, soft bedrock, and undocumented or otherwise deleterious fill materials. 4.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture conditions shall be excavated in accordance with the recommenda- tions ofthe geotechnical consultant, watered or dried as needed, and mixed to a generally uniform moisture content in accordance with the specifications presented in Section 5 of this document. 4.2. Excavations 4.2.1. Temporary excavations no deeper than 5 feet in fiim fill or natural materials may be made with vertical side slopes. To safisfy CAL OSHA requirements, any excavation deeper than 5 feet shall be shored or laid back at a 1:1 (hori- zontakvertical) inclination or flatter, depending on material type, if constmction workers are to enter the excavation. 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carisbad, Cahfomia ProjectNo. 106214001 5. COMPACTED FILL Fill shall be constmcted as specified below or by other methods recommended by the geotechni- cal consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent relafive compacfion, as evaluated in accordance with ASTM Test Method D 1557. 5.1. Prior to placement of compacted fill, the contractor shall request an evaluation of the exposed ground surface by the geotechnical consultant. Unless otherwise rec- ommended, the exposed ground surface shall then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve a generally uni- form moisture content at or near the optimum moisture content. The scarified materials shall then be compacted to 90 percent relative compaction. The evalua- tion of compaction by the geotechnical consultant shall not be considered to preclude any requirements for observation or approval by goveming agencies. It is the contractor's responsibility to notify the geotechnical consultant and the appro- priate goveming agency when project areas are ready for observation, and to provide reasonable time for that review. 5.2. Excavated on-site materials which are in general compliance with the recommenda- tions ofthe geotechnical consultant may be utilized as compacted fill provided they are generally free of organic or other deleterious materials and do not contain rock fragments greater than 6 inches in dimension. During grading, the contractor may encounter soil types other than those analyzed during the preliminary geotechnical study. The geotechnical consultant shall be consulted to evaluate the suitability of any such soils for use as compacted fill. 5.3. Where imported materials are to be used on site, the geotechnical consuftant shall be notified three working days in advance of importation in order that it may sam- ple and test the materials from the proposed borrow sites. No imported materials shall be delivered for use on site without prior sampling, testing, and evaluation by the geotechnical consultant. 5.4. Soils imported for on-site use shall preferably have very low to low expansion po- tenfial (based on UBC Standard 18-2 test procedures). Lots on which expansive soils may be exposed at grade shall be undercut 3 feet or more and capped with very low to low expansion potential fill. Details of the undercutting are provided in the Transition and Undercut Lot Details, Figure B of these guidelines. In the event expansive soils are present near the ground surface, special design and constmction considerations shall be utilized in general accordance with the recommendations of the geotechnical consultant. 5.5. Fill materials shall be moisture condifioned to near optimum moisture content prior to placement. The opfimum moisture content will vary with material type and other 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Califomia Project No. 106214001 factors. Moisture conditioning of fill soils shall be generally uniform in the soil mass. 5.6. Prior to placement of addifional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be pre- pared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. 5.7. Compacted fill shall be placed in horizontal hfts of approximately 8 inches in loose thickness. Prior to compacfion, each lift shall be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechani- cal methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate compacting rollers, to the specified relative compaction. Succes- sive lifts shall be treated in a like manner until the desired finished grades are achieved. 5.8. Fill shall be tested in the field by the geotechnical consultant for evaluafion of gen- eral compliance with the recommended relative compaction and moisture condifions. Field density tesfing shall conform to ASTM D 1556-00 (Sand Cone method), D 2937-00 (Drive-Cylinder method), and/or D 2922-96 and D 3017-96 (Nuclear Gauge method). Generally, one test shall be provided for approximately every 2 vertical feet of fill placed, or for approximately every 1,000 cubic yards of fill placed. In addition, on slope faces one or more tests shall be taken for approxi- mately every 10,000 square feet of slope face and/or approximately every 10 vertical feet of slope height. Actual test intervals may vary as field conditions dic- tate. Fill found to be out of conformance with the grading recommendations shall be removed, moisture conditioned, and compacted or otherwise handled to accom- plish general compliance with the grading recommendations. 5.9. The contractor shall assist the geotechnical consultant by excavating suitable test pits for removal evaluation and/or for testing of compacted fill. 5.10. At the request of the geotechnical consultant, the contractor shall "shut down" or restrict grading equipment from operating in the area being tested to provide ade- quate testing time and safety for the field technician. 5.11. The geotechnical consuftant shall maintain a map with the approximate locations of field density tests. Unless the client provides for surveying of the test locafions, the locations shown by the geotechnical consultant will be estimated. The geotechnical consultant shall not be held responsible for the accuracy of the horizontal or verti- cal location or elevations. 5.12. Grading operafions shall be performed under the observation of the geotechnical consuhant. Testing and evaluafion by the geotechnical consultant does not preclude the need for approval by or other requirements of the jurisdictional agencies. 106214001 TEG.doc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carisbad,. Califomia Project No. 106214001 5.13. Fill materials shall not be placed, spread or compacted during unfavorable weather conditions. When work is intermpted by heavy rains, the filling operation shall not be resumed until tests indicate that moisture content and density of the fill meet the project specifications. Regrading of the near-surface soil may be needed to achieve the specified moisture content and density. 5.14. Upon completion of grading and termination of observation by the geotechnical consultant, no further filling or excavating, including that planned for footings, foundations, retaining walls or other features, shall be performed without the in- volvement of the geotechnical consultant. 5.15. Fill placed in areas not previously viewed and evaluated by the geotechnical con- sultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removal of the unobserved and undocumented fill will be de- cided based upon review ofthe field conditions by the geotechnical consultant. 5.16. Off-site fill shall be treated in the same manner as recommended in these specifica- tions for on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be surveyed for fiiture locating and connection. 5.17. Prior to placement of a canyon fill, a subdrain shall be installed in bedrock or com- pacted fill along the approximate alignment of the canyon bottom if recommended by the geotechnical consultant. Details of subdrain placement and configuration have been provided in the Canyon Subdrain Detail, Figure C, of these guidelines. 5.18. Transifion (cut/fill) lots shall generally be undercut 3 feet or more below finished grade to provide a generally uniform thickness of fill soil in the pad area. Where the depth of fill on a transition lot greatly exceeds 3 feet, overexcavation may be in- creased at the discretion of the geotechnical consultant. Details of the undercut for transition lots are provided in the Transition and Undercut Lot Detail, Figure B, of these guidelines. 6. OVERSIZED MATERIAL Oversized material shall be placed in accordance with the following recommendafions. 6.1. During the course of grading operafions, rocks or similar irreducible materials greater than 6 inches in dimension (oversized material) may be generated. These materials shall not be placed within the compacted fill unless placed in general ac- cordance with the recommendations of the geotechnical consultant. 6.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off site, or on site in areas designated as "nonstractural rock disposal 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carisbad, Califomia ProjectNo. 106214001 areas." Rock designated for disposal areas shall be placed with sufficient sandy soil to generally fill voids. The disposal area shall be capped with a 5-foot thickness of fill which is generally free of oversized material. 6.3. Rocks 6 inches in dimension and smaller may be ufilized within the compacted fill, provided they are placed in such a manner that nesting of rock is not permitted. Fill shall be placed and compacted over and around the rock. The amount of rock greater than 3/4-inch in dimension shall generally not exceed 40 percent of the total dry weight of the fill mass, unless the fill is specially designed and constmcted as a "rock fill." 6.4. Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in dimension generated during grading may be placed in windrows and capped with finer materials in accordance with the recommendations of the geotechnical con- sultant, the approval ofthe goveming agencies, and the Oversized Rock Placement Detail, Figure D, of these guidelines. Selected native or imported granular soil (Sand Equivalent of 30 or higher) shall be placed and flooded over and around the windrowed rock such that voids are filled. Windrows of oversized materials shall be staggered so that successive windrows of oversized materials are not in the same vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4 feet or smaller before placement, or they shall be disposed of off site. 7. SLOPES The following sections provide recommendations for cut and fill slopes. 7.1. Cut Slopes 7.1.1. Unless otherwise recommended by the geotechnical consultant and accepted by the building official, permanent cut slopes shall not be steeper than 2:1 (horizontahvertical). The recommended height of a cut slope shall be evalu- ated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) in accordance with the recommenda- tions presented in the Uniform Building Code, Section 3315 and the details provided in Figure E of these guidelines. 7.1.2. The geotechnical consultant shall observe cut slopes during excavation. The geotechnical consultant shall be notified by the confractor prior to beginning slope excavations. 7.1.3. If excavations for cut slopes expose loose, cohesionless, significantly frac- tured, or otherwise unsuitable materials, overexcavation of the unsuitable material and replacement with a compacted stabilization fill shall be evalu- ated and may be recommended by the geotechnical consultant. Unless 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carisbad, Califomia Project No. 106214001 otherwise specified by the geotechnical consultant, stabihzation fill constmc- tion shall be in general accordance with the details provided on Figure F of these guidelines. 7.1.4. If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered in the slope which were not anticipated in the pre- liminary evaluation report, the geotechnical consultant shall evaluate the conditions and provide appropriate recommendations. 7.2. Fin Slopes 7.2.1. When placing fill on slopes steeper than 5:1 (horizontahvertical), topsoil, slope wash, colluvium, and other materials deemed unsuitable shall be re- moved. Near-horizontal keys and near-vertical benches shall be excavated into sound bedrock or firm fill material, in accordance with the recommenda- tion of the geotechnical consultant. Keying and benching shall be accomphshed in general accordance with the details provided on Figure A of these guidelines. Compacted fill shall not be placed in an area subsequent to keying and benching until the area has been observed by the geotechnical consultant. Where the natural gradient ofa slope is less than 5:1, benching is generally not recommended. However, fill shall not be placed on compressi- ble or otherwise imsuitable materials left on the slope face. 7.2.2. Within a single fill area where grading procedures dictate two or more sepa- rate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a temporary slope, benching shall be conducted in the manner de- scribed in Section 7.2.1. A 3-foot or higher near-vertical bench shall be excavated into the documented fill prior to placement of additional fill. 7.2.3. Unless otherwise recommended by the geotechnical consultant and by the building official, peimanent fill slopes shall not be steeper than 2:1 (horizon- tahvertical). The height of a fill slope shall be evaluated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) and backdrains in accordance with the recommendations pre- sented in the Uniform Building Code, Section 3315 and the details provided in Figure E of these guidelines. 7.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt and cut back to grade, exposing firm compacted fill. The actiial amount of overbuilding may vary as field conditions dictate. If the desired re- sults are not achieved, the existing slopes shall be overexcavated and reconstmcted in accordance with the recommendations of the geotechnical consultant. The degree of overbuilding may be increased imtil the desired compacted slope face condifion is achieved. Care shall be taken by the con- 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Califomia • ProjectNo. 106214001 fractor to provide mechanical compaction as close to the outer edge of the overbuilt slope surface as practical. 7.2.5. If access restrictions, property line location, or other constraints limit over- building and cutting back of the slope face, an altemative method for compaction of the slope face may be attempted by conventional constmction procedures including backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes shall be backrolled utilizing a conventional sheeps foot-type roller. Care shall be taken to maintain the specified moisture condi- tions and/or reestablish the same, as needed, prior to backrolling.. 7.2.6. The placement, moisture conditioning and compaction of fill slope materials shall be done in accordance with the recommendations presented in Sec- tion 5. of these guidelines. 7.2.7. The confractor shall be ultimately responsible for placing and compacting the soil out to the slope face to obtain a relative compaction of 90 percent as evaluated by ASTM D 1557 and a moisture content in accordance with Sec- tion 5. The geotechnical consultant shall perform field moisture and density tests at intervals of one test for approximately every 10,000 square feet of slope face and/or approximately every 10 feet of vertical height of slope. 7.2.8. Backdrains shall be provided in fill slopes in accordance with the details pre- sented on Figure A of these guidelines, or as recommended by the geotechnical consultant. 7.3. , Top-of-Slope Drainage 7.3.1. For pad areas above slopes, positive drainage shall be estabhshed away from the top of slope. This may be accomplished utilizing a berm and pad gradient of 2 percent or steeper at the top-of-slope areas. Site runoff shaU not be per- mitted to flow over the tops of slopes. 7.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface mnoff away from the slope face where drainage devices are not oth- erwise provided. 7.4. Slope Maintenance 7.4.1. In order to enhance surficial slope stability, slope planting shall be accom- plished at the completion of grading. Slope plants shall consist of deep- rooting, variable root depth, drought-tolerant vegetation. Native vegetation is generally desirable. Plants native to semiarid and arid areas may also be ap- propriate. Large-leafed ice plant should not be used on slopes. A landscape 106214001 TEG.doc 10 Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carisbad, Cahfomia ProjectNo. 106214001 7.4.3. Periodic observation of landscaped slope areas shall be planned and appropri- ate measures taken to enhance growth of landscape plants. 8.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical means to 90 percent relative compaction as evaluated in accordance with ASTM D 1557. Backfill soils shall be placed in loose lifts 8-inches thick or thinner, mois- ture conditioned, and compacted in accordance with the recommendations of Secfion 5. of these guidelines. The backfill shall be tested by the geotechnical con- sultant at vertical intervals of approximately 2 feet of backfill placed and at spacings along the trench of approximately 100 feet in the same lift. I I architect shall be consulted regarding the actual types of plants and planting I configuration to be used. 7.4.2. Irrigation pipes shall be anchored to slope faces and not placed in frenches I excavated into slope faces. Slope irrigation shall be maintained at a level just sufficient to support plant growth. Property owners shall be made aware that ^ over watering of slopes is detrimental to slope stability. Slopes shall be moni- I tored regularly and broken sprinkler heads and/or pipes shall be repaired immediately. ^ I 7.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the ^ property owners notified that the drains shall be periodically checked so that ^ they may be kept clear. Damage to drainage improvements shall be repaired I immediately. To reduce siltation, terrace drains shall be constmcted at a gra- dient of 3 percent or steeper, in accordance with the recommendations of the ^ project civil engineer. I 7.4.5. If slope failures occiu", the geotechnical consultant shall be contacted immedi- _ ately for field review of site condifions and development of recommendations I for evaluation and repair. 8. TRENCH BACKFILL ^ The following sections provide recommendations for backfilling of trenches. | 8.1. Trench backfill shall consist of granular soils (bedding) extending from the trench m bottom to 1 or more feet above the pipe. On-site or imported fill which has been f evaluated by the geotechnical consuhant may be used above the granular backfill. The cover soils directly in contact with the pipe shall be classified as having a very low expansion potenfial, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of hard soil larger than 3/4-inch in diameter. 1O62I4001 TEG doc j j g^^^ ,2/05 I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Califomia Project No. 106214001 8.3. Jetting of trench backfill materials is generafly not a recommended method of den- sification, unless the on-site soils are sufficienfiy free-draining and provisions have been made for adequate dissipafion of the water ufilized in the jetting process. 8.4. Ifit is decided that jetfing may be ufilized, granular material with a sand equivalent greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally be considered for trenches 2 feet or narrower in width and 4 feet or shal- lower in depth. Following jetfing operafions, trench backfill shall be mechanically compacted to the specified compaction to finish grade. 8.5. Trench backfill which underlies the zone of influence of foundations shall be me- chanically compacted to 90 percent relative compaction, as evaluated in accordance with ASTM D 1557. The zone of influence ofthe foundations is generally defined as the roughly triangular area within the limits of a 1:1 projection from the inner and outer edges ofthe foundation, projected down and out from both edges. 8.6. Trench backfill within slab areas shall be compacted by mechanical means to a relative compaction of 90 percent relative compaction, as evaluated in accordance with ASTM D 1557. For minor interior trenches, density testing may be omitted or spot testing may be performed, as deemed appropriate by the geotechnical consult- ant. 8.7. When compacting soil in close proximity to ufilifies, care shall be taken by the grading contractor so that mechanical methods used to compact the soils do not damage the utihties. If the utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, then the grading con- tractor may elect to use light mechanical compaction equipment or, with the approval of the geotechnical consultant, cover the conduit with clean granular ma- terial. These granular materials shall be jetted in place to the top of the conduit in accordance with the recommendations of Section 8.4 prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the geotechnical consultant and the utility contractor, at the time of constmction. 8.8. Clean granular backfill and/or bedding materials are not recommended for use in slope areas unless provisions are made for a drainage system to mitigate the poten- tial for buildup of seepage forces or piping of backfill materials. 8.9. The contractor shall exercise the specified safety precautions, in accordance with OSHA Trench Safety Regulations, while conducting trenching operations. Such precautions include shoring or laying back trench excavations at 1:1 or flatter, de- pending on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant is not responsible for the safety of trench operations or stability of the trenches. 106214001 TEGdoc 12 Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carisbad, Califomia Project No. 106214001 9. DRAINAGE The following sections provide recommendations pertaining to site drainage. 9.1. Canyon subdrain systems recommended by the geotechnical consuhant shall be in- stalled in accordance with the Canyon Subdrain Detail, Figure C, provided in these guidelines. Canyon subdrains shall be installed to conform to the approximate alignment and details shown on project plans. The actual subdrain location shall be evaluated by the geotechnical consultant in the field during grading. Materials specified in the attached Canyon Subdrain Detail shall not be changed or modified unless so recommended by the geotechnical consultant. Subdrains shall be sur- veyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys prior to commence- ment of filling over the subdrains. 9.2. Typical backdrains for stability, side hill, and shear key fills shall be installed in accordance with the details provided on Figure A, Figure F, and Figure G of these guidelines. 9.3. Roof pad, and slope drainage shall be such that it is away from slopes and stmc- tures to suitable discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.). 9.4. Positive drainage adjacent to stmctures shall be established and maintained. Posi- tive drainage may be accomplished by providing drainage away from the foundations of the stmcture at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, fiirther maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect. 9.5. Surface drainage on the site shall be provided so that water is not permitted to pond. A gradient of 2 percent or steeper shall be maintained over the pad area and drainage pattems shall be established to remove water from the site to an appropri- ate outlet. 9.6. Care shall be taken by the contractor during finish grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent na- ture on or adjacent to the property. Drainage pattems established at the time of finish grading shall be maintained for the life of the project. Property owners shall be made very clearly aware that altering drainage pattems may be detrimental to slope stability and foundation performance. 106214001 TEGdoc 13 Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carisbad, Cahfomia ProjectNo. 106214001 10. SITE PROTECTION The site shall be protected as outlined in the following sections. 10.1. Protection of the site during the period of grading shall be the responsibility of the contractor unless other provisions are made in writing and agreed upon among the concemed parties. Completion of a portion of the project shall not be considered to preclude that portion or adjacent areas from the need for site protection, until such time as the project is finished as agreed upon by the geotechnical consultant, the client, and the regulatory agency. 10.2. The contractor is responsible for the stability of temporary excavations. Recom- mendations by the geotechnical consultant pertaining to temporary excavations are made in consideration of stability of the finished project and, therefore, shall not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consuhant shall also not be considered to preclude more restrictive requirements by the applicable regulatory agencies. 10.3. Precautions shall be taken during the performance of site clearing, excavation, and grading to protect the site from flooding, ponding, or inundation by surface mnoff Temporary provisions shall be made during the rainy season so that surface mnoff is away from and off the working site. Where low areas cannot be avoided, pumps shall be provided to remove water as needed during periods of rainfall. 10.4. During periods of rainfall, plasfic sheeting shall be used as needed to reduce the po- tenfial for unprotected slopes to become saturated. Where needed, the contractor shall install check dams, desilfing basins, riprap, sandbags or other appropriate de- vices or methods to reduce erosion and provide the recommended conditions during inclement weather. 10.5. During periods of rainfall, the geotechnical consultant shall be kept informed by the contractor ofthe nature of remedial or precautionary work being performed on site (e.g., pumping, placement of sandbags or plasfic sheeting, other labor, dozing, etc.). 10.6. Followuig periods of rainfall, the contractor shall contact the geotechnical consuh- ant and arrange a walk-over of the site in order to visually assess rain-related damage. The geotechnical consultant may also recommend excavafion and tesfing in order to aid in the evaluation. At the request of the geotechnical consultant, the contractor shall make excavations in order to aid in evaluation of the extent of rain-related damage. 10.7. Rain- or irrigation-related damage shall be considered to include, but may not be limited to, erosion, silting, saturafion, swelling, stmctural distress, and other ad- verse condifions noted by the geotechnical consultant. Soil adversely affected shall be classified as "Unsuitable Material" and shall be subject to overexcavafion and 106214001 TEGdoc 14 Carlsbad Boulevard Railroad Overcrossing Slope Appendix C Carlsbad, Cahfomia ProjectNo. 106214001 replacement with compacted fill or to other remedial grading as recommended by the geotechnical consultant. 10.8. Relatively level areas where satiuated soils and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated to competent materials as evaluated by the geotechnical consultant. Where adverse conditions extend to less than 1 foot in depth, saturated and/or eroded materials may be processed in-place. Overexcavated or in-place processed materials shall be moisture conditioned and compacted in ac- cordance with the recommendafions provided in Secfion 5. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted imtil the specifications are met. 10.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where adversely affected materials exist to depths of 1 foot or less below proposed finished grade, remedial grading by moisture condi- tioning in-place and compaction in accordance with the appropriate specifications may be attempted. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifica- tions are met. As conditions dictate, other slope repair procedures may also be recommended by the geotechnical consultant. 10.10. During constmction, the contractor shall grade the site to provide positive drainage away from stmctures and to keep water from ponding adjacent to stmctures. Water shall not be allowed to damage adjacent properties. Positive drainage shall be main- tained by the contractor until permanent drainage and erosion reducing devices are installed in accordance with project plans. 106214001 TEGdoc 15 Carlsbad Boulevard Raifroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 11. DEFINITIONS OF TERMS ALLUVIUM: AS-GRADED (AS-BUILT): BACKCUT: BACKDRAIN: BEDROCK: BENCH: BORROW (IMPORT): BUTTRESS FILL: CIVIL ENGINEER: CLIENT: COLLUVIUM: COMPACTION: Unconsolidated detrital deposits deposited by flowing water; includes sediments deposited in river beds, canyons, flood plains, lakes, fans at the foot of slopes, and in estuaries. The site conditions upon completion of grading. A temporary constmction slope at the rear of earth-retaining stracmres such as buttresses, shear keys, stabilization fills, or retaining walls. Generally a pipe-and-gravel or similar drainage system placed behind earth-retaining stmctures such as buttresses, stabilization fills, and retaining walls. Relatively undisturbed in-place rock, either at the surface or beneath surficial deposits of soil. A relafively level step and near-vertical riser excavated into sloping ground on which fill is to be placed. Any fill material hauled to the project site from offsite areas. A fill mass, the configuration of which is designed by engi- neering calculations, to retain slopes containing adverse geologic features. A buttress is generally specified by a key width and depth and by a backcut angle. A buttress normally contains a back drainage system. The Registered Civil Engineer or consulting firm responsible for preparation of the grading plans and surveying, and evaluating as-graded topographic conditions. The developer or a project-responsible authorized represen- tative. The client has the responsibility of reviewing the findings and recommendations made by the geotechnical consultant and authorizing the contractor and/or other con- sultants to perform work and/or provide services. Generally loose deposits, usually found on the face or near the base of slopes and brought there chiefly by gravity through slow continuous downhill creep (see also Slope Wash). The densification of a fill by mechanical means. 106214001 TEGdoc 16 Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 CONTRACTOR: DEBRIS: ENGINEERED FILL: ENGINEERING GEOLOGIST: EROSION: EXCAVATION: EXISTING GRADE: FILL: FINISH GRADE: GEOFABRIC: GEOTECHNICAL CONSULTANT: A person or company under contract or otherwise retained by the client to perform demolition, grading, and other site improvements. The products of clearing, gmbbing, and/or demolition, or contaminated soil material unsuitable for reuse as compacted fill, and/or any other material so designated by the geotech- nical consultant. A fill which the geotechnical consultant or the consultant's representafive has observed and/or tested during placement, enabling the consultant to conclude that the fill has been placed in substantial compliance with the recommendations of the geotechnical consultant and the goveming agency re- quirements. A geologist registered by the state licensing agency who ap- plies geologic knowledge and principles to the exploration and evaluation of naturally occurring rock and soil, as re- lated to the design of civil works. The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. The mechanical removal of earth materials. The grovmd surface configuration prior to grading; original grade. Any deposit of soil, rock, soil-rock blends, or other similar materials placed by man. The as-graded ground surface elevation that conforms to the grading plan. An engineering textile utilized in geotechnical applications such as subgrade stabilization and filtering. The geotechnical engineering and engineering geology con- sulting firm retained to provide technical services for the project. For the purpose of these specifications, observafions by the geotechnical consultant include observations by the geotechnical engineer, engineering geologist and other per- sons employed by and responsible to the geotechnical consultant. 106214001 TEGdoc 17 I I I I I I I I I I I I I I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 GEOTECHNICAL ENGINEER: GRADING: LANDSLIDE DEPOSITS: OPTIMUM MOISTURE: RELATfVE COMPACTION: ROUGH GRADE: SHEAR KEY: SITE: A licensed civil engineer and geotechnical engineer, regis- tered by the state licensing agency, who applies scientific methods, engineering principles, and professional experience to the acquisition, interpretation, and use of knowledge of materials of the earth's cmst to the resolution of engineering problems. Geotechnical engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology, and related sciences. Any operation consisting of excavation, filling, or combina- tions thereof and associated operations. Material, often porous and of low density, produced from instability of natural or manmade slopes. The moisture content that is considered opfimum to compac- tion operations. The degree of compaction (expressed as a percentage) of a material as compared to the dry density obtained from ASTM test method D 1557. The groimd surface configuration at which time the surface elevations approximately conform to the approved plan. Similar to a subsurface butfress; however, it is generally con- stmcted by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without encroach- ing into the lower portion of the slope. The particular parcel of land where grading is being per- formed. SLOPE: SLOPE WASH: SLOUGH: SOIL: An inclined groimd surface, the steepness of which is gener- ally specified as a ratio of horizontal units to vertical units. Soil and/or rock material that has been transported down a slope by gravity assisted by the acfion of water not confined to channels (see also Colluvium). Loose, uncompacted fill material generated during grading operations. Naturally occurring deposits of sand, silt, clay, etc., or com- binations thereof 106214001 TEG.doc Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 STABILIZATION FILL: SUBDRAIN: TAILINGS: TERRACE: TOPSOIL: WINDROW: A fill mass, the configuration of which is typically related to slope height and is specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabi- lization fill is normally specified by a key width and depth and by a backcut angle. A stabilizafion fill may or may not have a back drainage system specified. Generally a pipe-and-gravel or similar drainage system placed beneath a fill along the alignment of buried canyons or former drainage channels. Non-engineered fill which accumulates on or adjacent to equipment haul roads. A relafively level bench constmcted on the face of a graded slope surface for drainage and maintenance purposes. The upper zone of soil or bedrock materials, which is usually dark in color, loose, and contains organic materials. A row of large rocks buned within engineered fill in accor- dance with guidelines set forth by the geotechnical consultant. 106214001 TEGdoc 19 Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 FILL SLOPE OVER NATURAL GROUND SWALE AT fTOP OF SLOPE OUTLET PIPE DRAINS TO A SUITABLE OUTLET IN ACCORDANCE WITH THE ,RECOMMENDATIONS OT: THE iCIVlL: ENGINEER :NATURAL GROUND I : • , I BACKDRAIN;: 5' MlN.-<^ AND T^CONNEGTION; I I (SEE:,DRAmf:DETAIL.,, FIGURE:. G)' BEDROCK OR COMPETENT MATERIAL, AS EVALUATED BY THE GEOTECHNICAL CONSULTANT FLL SLOPE OVER CUT SWALE ;AT TOP' OF SLOPE NATURAL GROUND , OUTLET PIPE DRAINS . TO A ISUITASLE OUTLET- IN ACCORDANCE WITH THE Rr.COMMENDAT!ONS OF THE eivit ENGISEER' TYR^ BEDROCK: OR COMPETENT MATERIAL. -^J ^ AS EVALUATED BY THE GEOTECHNICAL. GGNSULTANT BACKDRAIN' AND T-^eONNECTIC)N (SEE DRAIN DEfAiL, FIGU1?E :G) *MINIMBM KEr i^lbTK: DIMENSION. "ACTUAIi WIDTH SHOULD BE PROVtbEDiBY CEOTECHNlCyUi.GONiULTANT BASED gj<, VALUATION OF CONDITipllS.: NOTES: CUT SLqRE;:SHAM-::BE CONSTRUCTED PRIOR JCf:PtAeEMENT::Or'nLL.. SLOPE:DRAINAGE: SHOULD :BE PROVIpED. IN,.AGpORpANCE WITH: RECpMMENDATiqNS PRESENTED ON FIGURE E: 6ar1hfa.dWg NQT TQ ;SCALE FILL SLOPE OVER NATURAL GROUND OR CUT FIGURE A 106214001 TEG.doc Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Cahfomia Appendix C ProjectNo. 106214001 TRAN3I1PN (OUT^FILL) LOT NAIURAIi iGRSUNO ^ y~ COMPACTED FILL OVEREXCAyATE AMS SECGMPACT BEDROCK OR COMPETENT MATERIAL, y — AS EVALUATED BY THE GEOTECHNICAL CONSULTANT UNDERCUT LOT T NATURAL GROUND. — 5" 'mi,:^ - ;| 3' MIN. OVEREXCAVAIE ,AND: RECOMPACT BEDROCK OR GOMPEfrt<lT MATER^L. ^. ~ AS EVALUATED BY' TME GEOTECHNICAL GO:NSULTAKit NOTE: pIMENSIONS . PROyipED IN. THE DETAILS ABOVE ARE APPROXIMATE AND MAY BE MODIFIED IN THE FIELD BY THE; GEOTEqHNICAL CONSUL^^^^ oarihfb:dwg. NOT TO SCALE. iiiirB TRANSITION AND UNDERCUT LOT DETAILS FIGURE B 106214001 TEG.doc I I I I I I I I I I I I I I I I I I I Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 CANYON SUBDRAIN 'NATURAL GROUND COMPACTED FILL SEE FIGURE A FOR DETAILS OF BENCHES LOWEST ;BENCH. INCLINED;'TOWARD::;DRA1N: REMOVE UNSUITABLE ~\ MATERIAL ^ / / BEDROCK OR COMPETENT MATERIAL, AS EVALUATED BYi iM. .1 GEOTECHNICAL CONSULTANT SUBDRAIN (SEE DRAIN DETAIL, FIGURE G)- DETAIL OF CANYON SUBDRAIN TERMINMIION DESIGN FINISH: iGRADE - SUBDRAIN :PIPE OUTLET PIPE ;DRA1NS TO A SUITABLE OUTLET IN ACCORDANCE WITH THE RECdHMEf^bATIONS: OF THE . CIVIL, ENGINEER \ r 3 ©QMPACTED FILL CUrO'T WALL CONSTRUCTED , , OF GROUT; CONbRETE^ ;;BeNTdNltE, OR OTHER SUITABLE MATERIAL AS EVALUATED:'BY THE GEOTECHNICAL CONSULTANT FILTER MATERIAL PERFORATED PIPE eorthfcdwg .NOT to -SeALE CANYON SUBDRAIN DETAIL FK31RE C 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 WINDROW SECTION 30 SX. SOIL (rLOOHP) V" OR RCCTANCULAR THCNOH A miUm or 3 rcci occp mo t> nn wict rXCAVATTD IMID CDUPACtrD riLL OR NATURAL CR9UHI> PAD SECTION nNiSH GFtADC rour A UAirRiAL smrrr WINDBDH CrrpicALj ZONE B MATERIAL •=4*1 li' UIN.. 8' Drrp 8" Drrp OR 2' DCUOW Deepest PROPOSTD UTILIIY, WHiairvrR IS GRFATrK BTDRQCK OH CDUPOrwr UAirRlAL J& rVALLIATrO BX GnOTrCHNlCAL CONSULTANT «JNr AJ COUPACITD RU. WITH BOCK mAGUrnIS NO GRTATrB THAN t IMCHPS IN DUUrrm. TOMr ft COMPACIfD RU WITH RDCK rHKUrms artWrTN B AND 4« BCHrS IH DUUnn? MAT ar PLACrO M SIAGGTUrn WlNBfWWS UP TO 1W LDNB IN THIS EONt AND ariSDMNDIS BY QBVIUUVl SOIL C» 5AMD EQUirALENll DDWICP BT nOODIN*. ROCK nWOUtNTl LCS5 THAH e IfKHCS IN WWniR MAT BC PUWLD IH WlSrACTtB rii 5^^^ nOTC 5WPC DRWAW SHOULB Bt PWVIPLB IN ACCOROWCC WITH REPOWENOATIONS PBESlNrtP ON nOUBE t, «rth«-hrs NOT ro SCALF OVERSIZED ROCK PLACEMENT DETAIL HGURE D 106214001 TEGdoc Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Cahfomia Appendix C ProjectNo. 106214001 SWALE :AT TOP ^SF SLOPE: :MIDr-SLGPE BACKDRAIN (SEE iDRAIN OETAILi EIGURE 13) iNONir^PERFORATED ;6UTLET PIPE: . ., " ..—r TERRACE WIDTH :REINFGRGED; CONCRETE.-. PAVEfc fESffASe fswALE) BENCH TNGLINED SLIGHTLr INTO SLOPE .H BEDROCK OR COMPETENT MATERIAk .AS.: EVALUATED! BY:- THE :GEQTE6HNICAL :E;i5NSULTANf WHEN POSSlBLE,:.;Lt)WESf SAGKDRAiN SHOULD BE::PLACED IN-THE BASE:'OF iKEY' (SEE DRAIN.; DETAIL; .:FiGURE "(S) ^ /MAXIMUM :VERTiCAL SLOPE;. HEIGHT, wH.!(FEfef) LESS: THAN ,30. .:60; 120. ;GREAT£R: THAN >iip TERKeE;wirjTi§-AND iLOCATitfN . ;Np i:ERRAeE (SQUIRE^ ONE TERRACE AT LEAST 6 FEET WlOE AT' tllDMEIGHT :ONE TERRACE; *!; LEAST' 1:2;: FEET AVIDE; AT Af^M>W^^EB<- Mi|i)HEfGHf ;AND :6-F00T WIRE tEFlFiAcks SErtTERl? M REMAINING -SLOPES DESIGNED • BY iCIVIL ENGINEER; WITH APPROVAL OF;GpVERNING AUTHORITIES NOTES: 1. MID-SLOPE BACKDHAINS SHOULD Bt PUCfD IN FltL SLOPES IN CCHJUNCIION WIFH EACH TERRACE^ '2; .TERRACES SHOUtD HAVE, AT LEASTjA: 5-PERCENT GRADIENT. AND RUN OFr SHOUID BE WRECTED TO .AN APPSOCSIATt SURFACE DRAINAGE COLLECTOR. $: TERRACES SHOULD 8E CLEANED OE DEBRIS AND VEGETATION TO AaOW .UNRESTRICTED FLOW OF WATER.• ' • • • • • 4. TERRACES SHOULD Hi. KEPT IN OOCD REPAIR;, 5.. REFER TO UBC CHARTER 70 FOR ADDrriONAL, REQUIREMENTS. ,earthf«;dvfg NOT TO SCALE DRAINAGE DETAIL I0621400I TEG.doc Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 PROPOSED. .GRADED;'SURFACE: EXISTING GROUND SURFACE UNSTABLE _J ,^;MA|ER1AL ' : PLANE:'OF'*EAKNESS r WtAKNLiiS^-^ BEDROCK OR ^ COMPETENT MATERIAL, y AS EVALUATED BY THE GEOTECHNICAL CONSULTANT BACKDRAIN (SEE . DRAIN DETAIL FIGURE G) NON-RERFORATED OUTLET PIPE NOTES:; 1.; THE DEPTH, AND WIDTH ,;«F ,M;^W^^ THE GEOTECHNICAL CONSULTANT BASED ON ANALYSIS OF:iSITE-SPEC|FIC::GEPTECHN!CAL CONDITIONS. . ^./v i o«:>tv 2, AN ADDlTiONAL MID-SLCPE BACKDRAIN AND TERRACE: DRAIN MAY BE .RECOMMENDED TOR SLOPES OVER JO FEET WIGH SEE SLOPt DRAINAGE DETAIL. FIGURE E. VI^ auurt „ .-.u -LLI IMUII. 3. SLOPE;DRAINAGE SH0ULD::,BE PROVIDED IN ACCORDANCE WITH:;REC0MMENDAT10NS :PRESENTED ,0N ;nGURE E. •drlhff.dwg NOT TO SCALE: SHEAR KEY DETAIL F 106214001 TEG.doc Carlsbad Boulevard Railroad Overcrossing Slope Carlsbad, Califomia Appendix C ProjectNo. 106214001 SUBDRAIN CONFIGURATION ALTMAT;!^!; ;A* AlZTEKNAtlfE B BACKDRAIN CONFIGURATION 'FILTEI?;;MATERIAL (9 CUBIC FEET PER LINEAR FOOT)' FILTER: MATERIAL (3: eUBje:JFEEXrf?£R ¥ PQOT); T-CONNECTION; (SEE DETAIL) NON PERFORATED: PIPE . INSTALLED WITH ••PERFORAT10N-=D0WN (SEE SCHEDULE; BELOW) * VVLTERNATIVE'A SUBDRAIN:. CONFIGURATION; MAY BE USED IN FILLS LESS THAN 25 FEET DEEP :P:ERF0RATED: RIPE,. 4" MIN. SCHEDULE 40 PVC OR EQUIVALENT: :|NSTALLED;:'WITH: PERHbRAitlONS iDOWNi T-CONNECTION DETAIL iPERFORATED :RIRE SLOPED. AT 1% MIN. . TOWARD CUTLET PIPE NpNfPERFQRATEO.OUTLET'PlPE OP tO 1'pO'- :P'N CENTER; HORIZONTALLY FILTER MATERIAL iFILTERi MAVERlAL SHALL BE CLASS ll PERMEABLE MATERIAL PtR SIAil OF CALIFORNIA STANDARD .-;SPEGlFICATi6l>IS::'0R iAPpROVED "ALTERNATE GEOEABKIC DRAIN SYSTEM. CLASS I! GRADATIONS SIEVE ;S1ZE; PERCENT PASSING 3/4" • 3/8"' :NO..4 No. B Nb. 30. No. SO No. 200 100 90-100 .10-100 25-40 18-33 5-15 0-7 b-3 END CAP PIPE SCHEDULE pERFORATEb-AND NON-PESFORATEO PIPE SHALL BE SCHEDULE 40 POLYVINYL CHLORIDE (PVC) OR ACRYLONITRILE BUTADIENE STTRENE (ABS) OR EQUIVALENT. AND WILL HAVE A MINIMUM CRUSHING. STRENGTH .OF 1000 PSI FOR DEPTHS OF FILL UP TO SO rrrr. FOR; DEEPER FILLS, PERFOKATFD AND N0N--P£RF0RATED: R1PE SH0ULD;.:BE DESIGNED WITH; ADEQUATE CRUSHING STRENGTH. THE :eiPE,:,plAMET£R, WlLLiGENERALLY VMEET THE FOLLOWING CRITERIA, BUT /MAY .BE MODIFIED IN :fHE FIELD: BY THE GEOTECHNICAL CONSULTANT AS: eONtimONS . DICTATE: THE: LENGTH ;!OF RUN: ISSMEASURED Fi?OM THE HIGHEST- ELEVATION: NOTE: 6arthfg:dwg AS: AN ALTERNATIVE THE. FILTER MATERIAL MAY , :C0NS1ST. OF UP to l' :;blAMETER:: OBEN-GRADED ;GRAVEL: WRAPPED: IN AN: APPi?bVED. GEdFABRlC^WI-rH: iB-INCH OR MORE OVERLAP. LENGTH :pF RUN 0-500' SOO-TSOO' > 1 SOO' PIPE: plAM.ETER :4" 6^ 8" NOT TO SCALE DRAIN PiTAL 106214001 TEGdoc