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Home My WebLink AboutCT 14-10; POINSETTIA 61; FOUNDATION REPORT; 2018-03-16GR □UP DELTA FOUNDATION REPORT POINSETTIA LANE BRIDGES CARLSBAD, CALIFORNIA Prepared for LENNAR HOMES 25 Enterprise, Suite 300 Aliso Viejo, California 92656 Prepared by GROUP DELTA CONSULTANTS, INC. 9245 Activity Road, Suite 103 San Diego, California 92126 Project No. SD412A March 16, 2018 RECEJ\1ED SEP 12 2018 LAND DEVELOPMENT ENGINEERING GR□UP DEL TA March 16, 2018 Lennar Homes 25 Enterprise, Suite 300 Aliso Viejo, California 92656 Attention: Mr. Jamison Nakaya SUBJECT: Mr. Nakaya: FOUNDATION REPORT Poinsettia Lane Bridges Carlsbad, California We are pleased to submit this Foundation Report for the planned bridges on Poinsettia Lane in Carlsbad, California. The two new bridges will each have three spans, with two central bents and two end abutments. The abutments will be supported by groups of 30-inch diameter cast-in-drilled- hole (CIDH) piles. The bent columns will be supported by 14-foot square, shallow spread footings bearing directly on formational material. Conclusions regarding the potential geotechnical constraints at the site, and geotechnical recommendations for the design of the bridge foundations are provided in the following report. We appreciate this opportunity to be of continued professional service. Feel free to contact the office with any questions or comments, or if you need anything else. GROUP DELTA CONSULTANTS ~~ ~==~ Matthew A. Fagan, G.E. 2569 Senior Geotechnical Engineer Charles Robin (Rob) Stroop, G.E. 2298 Associate Geotechnical Engineer Distribution: (1) Addressee, Mr. Mr. Jamison Nakaya (Jamison.Nakaya@Lennar.com) (1) Moffatt & Nichol, Mr. Jared Cole (jcole@moffatnichol.com) 9245 Activ ity Road, Suite 103, San Diego, CA 92126 TEL:(858) 536-1000 Anaheim -Irvine -Oakland-Ontario-San Diego-Torrance -Victorville -Vacaville www.GroupDelta.com Foundation Report Poinsettia Lane Bridges Lennar Homes TABLE OF CONTENTS GDC Project No. SD412A March 16, 2018 Page 3 1.0 INTRODUCTION ............................................................................................................ 5 1.1 Scope of Services ...................................................................................................... 5 1.2 Site Description ........................................................................................................ 6 1.3 Existing Bridge .......................................................................................................... 6 1.4 Proposed Bridges ...................................................................................................... 6 1.5 Exceptions to Policy .................................................................................................. 6 2.0 FIELD AND LABORATORY INVESTIGATION .................................................................... 7 3.0 GEOLOGY AND SUBSURFACE CONDITIONS ................................................................... 7 3.1 Santiago Formation .................................................................................................. 8 3.2 Young Alluvium ......................................................................................................... 8 3.3 Fill ............................................................................................................................. 9 3.4 Groundwater ............................................................................................................ 9 4.0 SCOUR EVALUATION .................................................................................................... 9 5.0 CORROSION EVALUATION ............................................................................................ 9 6.0 SEISMIC RECOMMENDATIONS ................................................................................... 10 6.1 Ground Rupture ...................................................................................................... 10 6.2 Seismicity and ARS Curve ....................................................................................... 10 6.3 Liquefaction and Dynamic Settlement ................................................................... 10 6.4 Landslides and Slope Instability ............................................................................. 11 6.5 Tsu namis, Seiches and Flooding ............................................................................. 12 7.0 AS-BUILT FOUNDATION DATA .................................................................................... 12 8.0 FOUNDATION RECOMMENDATIONS .......................................................................... 12 8.1 Foundation Type ..................................................................................................... 12 8.2 Axial Pile Capacity ................................................................................................... 13 8.3 Lateral Pile Capacity ............................................................................................... 13 8.4 Pile Installation ....................................................................................................... 14 8.5 Shallow Foundations .............................................................................................. 14 · 8.6 Approach Fill Settlement and Waiting Period ........................................................ 14 8.7 Abutment Retaining Walls ..................................................................................... 15 8.8 Notes to Designers ................................................................................................. 15 8.9 Construction Considerations .................................................................................. 15 9.0 PAVEMENT RECOMMENDATIONS .............................................................................. 16 9.1 Asphalt Concrete .................................................................................................... 16 9.2 Portland Cement Concrete ..................................................................................... 17 10.0 LIMITATIONS .............................................................................................................. 17 11.0 REFERENCES ............................................................................................................... 18 GR□UP DEL T .A N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes TABLES GDC Project No. SD412A March 16, 2018 Page 4 Table 1 -Caltrans Acceleration Response Spectrum ................................................................... 23 Table 2A -Pile Foundation Design Data Sheet ............................................................................. 24 Table 2B -Pile Foundation Factored Design Loads ...................................................................... 25 Table 2C -Pile Foundation Design Recommendations ................................................................ 26 Table 2D -Pile Data Table ............................................................................................................ 27 Table 2E -Spread Footing Foundation Design Recommendations .............................................. 28 Tables 3A to 3D -Soil Profiles (Abut 1, Bent 2, Bent 3 and Abut 4) ............................................. 29 FIGURES Figure lA -Site Location Map ...................................................................................................... 34 Figure lB -Site Vicinity Plan ......................................................................................................... 35 Figure 2A -Proposed Grading Plan .............................................................................................. 36 Figure 2B -Proposed Bridge Plan ................................................................................................. 37 Figure 2C-Bridge Foundation Plan .............................................................................................. 38 Figure 3A -Exploration Plan ......................................................................................................... 39 Figure 3B -Geologic Cross Section ............................................................................................... 40 Figure 4A -Regional Geologic Map .............................................................................................. 41 Figure 4B -Regional Topography ................................................................................................. 42 Figure 4C -100-Year Flood Map ................................................................................................... 43 Figure 4D -Tsunami Inundation Map .......................................................................................... 44 Figure SA -Regional Fault Map .................................................................................................... 45 Figure SB -Caltrans Fault M ap ..................................................................................................... 46 PLATES Plates 1 to 6 -Log of Test Borings ................................................................................................. 48 APPENDICES Appendix A -Field Exploration ..................................................................................................... 54 Appendix B -Laboratory Testing .................................................................................................. 74 Appendix C -Slope Stability Analyses ........................................................................................ 119 1} GROUP DEL TA N:\Project s\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 1.0 INTRODUCTION GDC Project No. SD412A March 16, 2018 Page 5 The following report presents the results of our subsurface investigation for the two new bridges proposed on Poinsettia Lane in Carlsbad, California. The approximate location of the site is shown on the Site Location Map, Figure 1A. The site vicinity is shown in more detail in Figure 18. The two new bridges will connect the previously constructed portions of Poinsettia Lane, as shown on the Proposed Grading Plan, Figure 2A. The layout of the preferred three-span bridge alternative is shown in Figure 28. The geotechnical conditions within the Poinsettia 61 site immediately north of the bridges were described in detail in the referenced report (GDC, 2014). The following Foundation Report (FR) was prepared in general accordance with the Caltrans Guidelines for the Preparation of Foundation Reports for Bridges (Caltrans, 2017). The purpose of this study was to characterize the pertinent geotechnical conditions at the site, and provide geotechnical design parameters for the new bridge foundations. Our conclusions and recommendations are based on subsurface explorations, laboratory testing, engineering analyses, and our previous experience with similar conditions. Unless otherwise noted, the elevation data presented herein reflects feet above Mean Sea Level (MSL) based on the North American Vertical Datum of 1988 (NAVD88). The horizontal datum is the North American Datum of 1983 (NAD83), California State Plane Coordinate System Zone VI. 1.1 Scope of Services This report was prepared in general accordance with the provisions of the referenced proposal (GDC, 2017). In summary, we provided the following scope of services. • A geologic reconnaissance of the surface characteristics of the site, and a review of the previous reports referenced in Section 11.0. Relevant findings from the referenced site investigation have been incorporated into this FR (GDC, 2014). • A subsurface exploration of the site including four exploratory borings at the approximate bridge support locations, as shown on the Exploration Plan, Figure 3A. Logs of the explorations are provided in the plates, and figures of Appendix A. • Laboratory testing of soil samples collected from the exploratory borings including sieve analysis, Atterberg Limits, pH, resistivity, soluble sulfate and chloride, direct shear, consolidation and R-Value. The test results are presented in Appendix B. • Analysis ofthe field and laboratory data to develop foundation design parameters for the planned bridges. Pile design data tables are provided in Tables 2A to 2D. • Preparation of this report summarizing our findings and conclusions, and providing foundation recommendations for the planned bridges. GROUP DEL Ti\ N:\Projects\SD\SD412A Lennar-Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-006Sv3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 1.2 Site Description GDC Project No. 50412A March 16, 2018 Page 6 The bridge site is located within the City of Carlsbad, and will extend the road from the current northern terminus of Poinsettia Lane located a few hundred feet south of Cassia Road, to the southern terminus of Poinsettia Lane located immediately east of the intersection with Skimmer and Oriole Courts. The center of the bridge is approximately located at latitude 33.1091 ° north and longitude 117.2761 ° west, as shown on the Site Location Map, Figure lA. Note that the portion of future Poinsettia Lane that will extend through the Poinsettia 61 Development was previously graded in 2010, as shown on the Site Vicinity Plan, Figure 1B. The previous grading appears to have been primarily excavation, although no as-graded report was provided for our review. The site is bordered by the proposed Poinsettia 61 residential development on the north, and an existing residential subdivision to the southeast. The areas located east and west of the bridges include open space associated with an unnamed natural drainage. The unnamed drainage is typically dry. However, storm water runoff during the wet season will occasionally generate surface flow in the canyon from the northeast down to the southwest. At the time of our investigation, the drainage channel was covered with a dense growth of grass, brush and trees, with no standing water. Existing elevations on site vary from a high of about 215 feet above mean sea level (MSL} in the area of the planned abutments, to a low of about 192 feet MSL in the bottom of the canyon beneath the bridges. The approximate site topography is shown on the Exploration Plan, Figure 3A. 1.3 Existing Bridge There is no existing bridge at the site. Poinsettia Lane terminates north and south of the canyon. 1.4 Proposed Bridges The two new parallel bridges will be approximately 276 feet long, and will include three spans as shown in Figure 2B. Each bridge will provide two lanes of vehicular traffic, as well as one pedestrian sidewalk separated from the traffic areas using barrier rails. The central bridge spans will be about 110-feet long measured longitudinally, with two 83-foot long spans on either side. The bridge abutments will be supported by reinforced concrete pile caps bearing on groups of 30-inch diameter cast-in-drilled-hole (CIDH) piles. The Abutment 1 and 4 piles will be cut-off at elevations of approximately 218 and 221 feet, respectively. Bents 2 and 3 will contain single columns that will be individually supported by 14-foot square shallow spread footings. The bottom of footing elevations for Bents 2 and 3 will vary from 188.0 to 190.0 feet, as shown on the Bridge Foundation Plan, Figure 2C. The Pile Foundation Design Data Sheet, and Pile Foundation Factored Design Loads provided by Moffatt & Nichol are shown in Tables 2A and 2B. 1.5 Exceptions to Policy No exceptions to policy are proposed. GRCUPDELT~ 'lii,,i N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 2.0 FIELD AND LABORATORY INVESTIGATION GDC Project No. 5D412A March 16, 2018 Page 7 The field investigation included a visual and geologic reconnaissance of the site, and the drilling of four exploratory borings between June 22nd and July 5th, 2017. The maximum depth of exploration was approximately 120 feet below surrounding grades. The approximate locations of the borings are shown on the Exploration Plan, Figure 3A. Boring logs are provided in Appendix A. Soil samples were collected from the borings for laboratory testing and analysis. The geotechnical testing program included gradation analyses and Atterberg Limits to aid in material classification using the Unified Soil Classification System (USCS). Tests were conducted on relatively intact ring samples to help estimate the in-situ dry density and moisture content of the various soils we encountered on site. Direct shear and consolidation tests were also conducted on the ring samples to help characterize the soi l strength and compressibility. Index tests were conducted on the bulk samples to help evaluate corrosivity. R-Value tests were conducted on bulk samples of the subgrade soil from the previously graded portion of Poinsettia Lane to aid in pavement section design. The laboratory test results are presented in detail in the figures of Appendix 8. Note that a subsurface investigation of the Poinsettia 61 Development was previously completed in the areas north of the proposed bridge sites. The previous investigation program included 19 exploratory borings and 11 exploratory test pits, as well as extensive laboratory testing. The boring logs, laboratory test results, and general finding of the previous subsurface investigation were described in detail in the referenced report, and are not reiterated herein (GDC, 2014). 3.0 GEOLOGY AND SUBSURFACE CONDITIONS The site is located within the Peninsular Ranges geomorphic province of southern California. The Peninsular Ranges are characterized by a series of northwest trending mountain ranges separated by valleys, with a coastal plain that includes subdued landforms. The mountain ranges are underlain primarily by Mesozoic metamorphic rocks that were intruded by plutonic rocks of the southern California batholith, while the coastal plain is underlain by subsequently deposited marine and nonmarine sedimentary formations. The entire site is underlain at depth by the Eocene-age Santiago Formation (Map Symbol Tsa). As observed on site, this formation generally consists of a massive fine-grained silty or clayey sandstone that contains relatively thin beds of claystone. The bottom of the canyon is filled with alluvial sediments that are characterized by loose to medium dense, poorly consolidated silty and clayey sand. Shallow groundwater may be encountered within the alluvium or underlying formational materials. A geologic cross section along the centerline of the roadway is shown in Figure 38. The general geology in the site vicinity is shown on the Regional Geologic Map, Figure 4A. The Regional Topography is shown in Figure 48. The geologic conditions at the site are described in more detail below. GR□UP DEL TL\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 3.1 Santiago Formation GDC Project No. 5O412A March 16, 2018 Page 8 The Eocene-age Santiago Formation underlies the entire site at depth. As observed in our borings, the formation generally consists of a massive and relatively flat-lying sandstone. The sandstone is typically very light gray or light yellow brown in color, fine grained, and moderately cemented with a few strongly cemented layers. The material generated from excavations within the Santiago Formation typically classifies as silty or clayey sand (SM or SC), per the Unified Soil Classification System (USCS). Many Standard Penetration Tests (SPT) were conducted within the formation during our investigation. The corrected SPT blow counts (NGo) within the formation were generally well above 50, and averaged 100 or more. This indicates a very dense condition for the sandstone. The Santiago Formation at the subject site contains several continuous beds of lean to fat claystone (CL or CH), with a variable amount of fine-grained sand. These claystone beds were typically 1 to 4 feet thick, although thinner claystone beds were observed within several borings. The claystone is olive or reddish brown in color, with a medium to high plasticity, and is moderately indurated. Laboratory test s conducted on samples of the sandstone from the Santiago Formation collected during our subsurface investigation indicate that it is generally non plastic to low in plasticity, with a negligible soluble sulfate content, and a very low to low expansion potential based on previous testing (GDC, 2014). By comparison, the claystone within the formation is very highly expansive, with a severe soluble sulfate content. The formational materials are acidic, and severely corrosive to buried metals, as discussed in Section 5.0. Laboratory tests also indicate that the formational materials have an in-situ dry density that typically varies from about 98 to 115 lb/ft3 and averages 107 lb/ft3, with an average moisture content of about 11 percent. 3.2 Young Alluvium Young alluvial deposits (Map Symbol Qya) cross through the site (beneath the planned bridges), as shown on the Regional Geologic Map, Figure 4A. More than 20 feet of alluvium was encountered in the previous subsurface explorations conducted for the Poinsettia 61 Development. As observed in Borings A-17-002 and A-17-003 at the approximate locations of Bents 2 and 3, the alluvium is anticipated to be roughly 8 feet thick at the bridge support locations. As observed in the borings, the alluvium primarily consists of fine grained silty to clayey sand (SM or SC). The alluvium was moist in the recent borings, although saturated conditions were previous encountered at depths of 9 to 10 feet below grade within the alluvium in Boring B-14 and Test Pit TP-7 conducted in 2014 (GDC, 2014). Corrected SPT blow counts (N Go) within the alluvium at the bridge site ranged from 12 to 18, and averaged 15, indicating a medium dense condition. Our analyses indicate that the alluvial deposits are compressible, susceptible to dynamic settlement, and unsuitable for the direct support of new fill or foundation loads. Laboratory tests indicate that the sa ndy alluvium has a very low expansion potential, and a negligible soluble sulfate content. However, the alluvium appears to be highly corrosive to buried metals (see Section 5.0). GRCUPDELT..t\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-006Sv3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 3.3 Fill GDC Project No. SD412A March 16, 2018 Page 9 Although not observed in the four borings we recently completed for the bridge foundations, undocumented fill soils were previously encountered throughout much of the Poinsettia 61 property (GDC, 2014). Some undocumented fill is likely to be encountered during remedial grading for the approach to Abutment 1. Where observed, the undocumented fill contained a substantial amount of trash, cans, vegetation, burnt equipment and demolition debris that should be removed from the site during grading. The undocumented fill is considered to be loose and compressible, and should be excavated and replaced with compacted fill throughout the bridge cone area. 3.4 Groundwater Groundwater was encountered within the Santiago Formation in the four borings we recently completed at the bridge support locations. The groundwater depths ranged from about 18 to 25 feet below existing grades at the boring locations. The groundwater surface elevation was about 181 feet MSL at the locations of Bents 2 and 3, and roughly 187 to 190 feet MSL at the locations of Abutments 1 and 4, respectively. Note that groundwater levels will fluctuate over time due to changes in rainfall or site irrigation. Heavy groundwater seepage was previously encountered at relatively shallow depths within the alluvium located northeast of the site (GDC, 2014). 4.0 SCOUR EVALUATION The bridges will cross an intermittently active drainage area. The potential for scour beneath the bridges was evaluated by the project hydrologic engineer as described in the referenced report (TRWE, 2017). The report concluded that the potential for scour beneath the bridge due to the 100-year storm event was extremely low, and that the potential for local scour around the bridge piers was negligible. The bridge Foundation Plans should reflect the estimated scour depth, as well as the 100-year design flood elevation beneath the bridges. 5.0 CORROSION EVALUATION Corrosion tests were performed on selected samples collected from the various exploratory borings, as shown in Figure B-2 in Appendix B. The corrosion potential for the on-site soils was assessed in accordance with the referenced guidelines (Caltrans, 2015). Caltrans considers a site to be corrosive if soil or groundwater samples exhibit a chloride concentration of 500 parts per million (ppm) or greater, a sulfate concentration of 2,000 ppm or greater, or a pH of 5.5 or less. The test data indicates that the site soils are corrosive based on Caltrans criteria. Most of the samples we tested had chloride concentrations above 500 ppm. Two of the samples also had a PH below S.S. There were also other indications that the on-site soils are very corrosive (e.g. most of the soil samples had minimum resistivities below 1,000 ohm-cm). The corrosivitytest results should be reviewed by the project designers with respect to lifespan of the proposed improvements. Typical corrosion control measures should be incorporated into the project design. A corrosion consultant may be contacted for specific recommendations. GROUP OEL Ti\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 6.0 SEISMIC RECOMMENDATIONS GDC Project No. SD412A March 16, 2018 Page 10 The project is located in a seismically active area, as shown on the Regional Fault Map, Figure SA. The Caltrans Fault Map is shown in Figure SB. Potential geologic and seismic hazards include ground rupture, strong ground shaking, seismic settlement, slope instability, lateral spread, tsunamis and earthquake induced flooding. Each hazard is discussed in more detail below. 6.1 Ground Rupture Ground rupture is the result of movement on an active fault reaching the ground surface. The nearest known active faults are located within the Rose Canyon fault zone about 9½ km southwest of the site, as shown on the Caltrans Fault Map, Figure SB. The Rose Canyon fault is a right-lateral strike-slip fault zone believed to be capable of producing an earthquake with a characteristic moment magnitude {Mw) of between 6.8 and 7.2. The site is not located within an Alquist-Priolo Earthquake Fault Zone, and no evidence of active or potentially active faulting was encountered during our investigation or literature review. Consequently, ground rupture is not considered a significant geologic hazard at the site. 6.2 Seismicity and ARS Curve The Caltrans ARS Online tool was used to develop a design spectrum for the site based on a latitude of 33.1091° north and a longitude of 117.2761° west. The Caltrans ARS Online tool uses Next Generation Attenuation (NGA) models to account for site affects based on the average shear wave velocity. In developing the design spectrum, we estimated shear wave velocities at the bridge support locations using the SPT blow count data. The ARS design spectrum shown in Table 1 corresponds to an average shear wave velocity (Vs30) of 365 m/s. Near source factors were applied. Note that the design level PGA from the Caltrans ARS spectrum is 0.366g, as shown in Table l. 6.3 Liquefaction and Dynamic Settlement Liquefaction involves the sudden loss in strength of a saturated, cohesion less soil (sand and non- plastic silts) caused by the build-up of pore water pressure during cyclic loading, such as that produced by an earthquake. Typically, liquefaction occurs in areas where there are loose to medium dense sands and silts, and where the depth to groundwater is less than 50 feet from the ground surface. In summary, three simultaneous conditions are required for liquefaction: • Historic high groundwater within 50 feet of the ground surface • Liquefiable soils such as loose to medium dense sands • Strong shaking, such as that caused by an earthquake GRCUP DEL T .t\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes GDC Project No. SD412A March 16, 2018 Page 11 The subsurface explorations indicate that the groundwater table is currently located at depths ranging from approximately 18 to 25 feet below existing grades at the proposed bridge foundation locations (within the dense Santiago Formation). Although some loose sandy alluvium does exist in the canyon at the bent locations, the planned bridge foundations will be deep enough to derive all capacity from the very dense formational materials. Consequently, the potential for liquefaction and dynamic settlement to adversely affect the bent foundations is considered to be negligible. Lateral spreading is the result of liquefaction or plastic deformation occurring on sloping ground during an earthquake. Lateral spreading is typically characterized by blocks of mostly intact, surficial soil displacing down-slope or towards a free face along a shear zone that has formed within an underlying liquefied sediment. Complete removal of the alluvium is recommended beneath the planned abutment fills, in order to reduce the potential for settlement or slope failure during an earthquake. Once the alluvium is excavated and replaced with compacted fill, the potential for liquefaction and lateral spread to adversely impact the bridge abutments will also be negligible. 6.4 Landslides and Slope Instability The site is located in an area where landslides are relatively common. Sheared claystone was previously encountered at higher elevations within the Santiago Formation in the Poinsettia 61 Development, hundreds of feet north of the bridge site (GDC, 2014). However, no evidence of existing landslides or previous slope instability was observed in the area of the proposed bridges. The plans indicate that existing grades will be raised roughly 20-feet directly behind the abutments for the approaches to the new bridge, with 2: 1 (horizontal to vertical) side slopes. The potential for slope instability was evaluated with the program SLOPE/W using Spencer's Method, which satisfies both force and moment equilibrium. The geology of each section was characterized using the general geotechnical conditions encountered in the nearby subsurface explorations, as well as our previous experience with similar geologic conditions. Laboratory tests were used to characterize the shear strength of the various geologic materials. The results of the stability analyses are presented in the figures of Appendix C. The analyses indicate that the proposed abutment slopes will possess a Factor of Safety above 1.5 with respect to deep seated static slope failure. For the seismic slope stability analyses, the residual strength of the liquefiable alluvium beyond the · abutment slopes was estimated at 300 PSF using the Seed and Harder method as a guideline. The seismic demand was taken as one-third of the design peak ground acceleration or 0.12g, per Caltrans guidelines. The pseudo-static seismic analyses indicated a Safety Factor in excess of 1.1. Therefore, the potential for seismic or liquefaction induced slope instability at the abutment locations is also considered to be low per Caltrans guidelines. Note also that the slope stability analyses did not include the pinning effects of the proposed abutment piles, which will increase the overall Safety Factor of the various slope conditions. GRCUPDELT~ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 6.5 Tsunamis, Seiches and Flooding GDC Project No. SD412A March 16, 2018 Page 12 The site is not located within a FEMA 100-year flood zone or a dam inundation zone, as shown on the 100-Year Flood Map, Figure 4C. The site is not located below any lakes or confined bodies of water. Therefore, the potential for earthquake induced flooding at the site is considered to be low. The site is located a few miles from the Pacific Ocean, as shown on the Tsunami Inundation Map, Figure 4D. The proximity to the ocean suggests that the potential may exist for damage in the event of an earthquake induced tsunami. However, the Tsunami Inundation Map indicates that the water surface run up from a tsunami would not extend beyond the eastern end of Batiquitos lagoon (an elevation of about 35 feet MSL), as shown in Figure 4D. The subject site is located more than 190 feet above mean sea level (MSL). Given the elevation of the site and the distance from the coast, the potential for damage due to an earthquake induced tsunami or seiche is considered low. 7.0 AS-BUILT FOUNDATION DATA There is no existing bridge at the site, and no as-built data for review. 8.0 FOUNDATION RECOMMENDATIONS The remainder of this report presents recommendations for the design of the proposed bridge foundations and pavements. These recommendations are based on empirical and analytical methods typical of the standards of practice in southern California. If these recommendations do not to appear to cover a specific feature of the project, please contact our office for revisions. 8.1 Foundation Type Cast-in-Drilled-Hole (CIDH) piles deriving their capacity from both skin friction and end bearing within very dense Santiago Formation are the recommended pile foundation type for the abutments. Shallow spread footings will be used to support Bents 2 and 3. The Bridge Foundation Plans are shown in Figure 2C. The Pile Foundation Data Sheet, and Pile Foundation Factored Design Loads provided by Moffat & Nichol are shown in Tables 2A and 2B. The bridges will include nearly identical abutments that will be supported by reinforced concrete pile caps bearing on groups of 30-inch diameter CIDH piles. We understand that the Abutment 1 and 4 piles will be cut-off at elevations of about 218 to 221 feet MSL, respectively (see Table 2A). The proposed finish grade elevations at the Abutment 1 and 4 locations are roughly 224 to 227 feet, respectively. Therefore, the tops of these abutment piles will be located about 6 feet below finish grade. The analyses indicate that 25 to 27-foot long CIDH piles will be needed at the abutment locations (see Tables 2C and 2D), which will keep the pile tips about 5 feet above the current groundwater levels. Note that if smaller diameter piles were used for the abutments, the pile tips would be located below groundwater levels, which could negate the use of end bearing. GR□UP DEL TL\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes GDC Project No. SD412A March 16, 2018 Page 13 For these shallow foundation analyses, we have assumed that 14-foot square spread footings will bear in sandstone at an elevation of about 188 to 190 feet MSL (well below existing grades in that portion of the site, as shown in Figure 2C). These bottom of footing elevations will place the bent foundation more than 5 feet above the current groundwater level within the drainage. The shallow foundation alternative for the bents is discussed in more detail in Section 8.5. 8.2 Axial Pile Capacity The axial capacities of the CIDH piles were estimated using standard methods, in general accordance with the 6th Edition of the AASHTO Load and Resistance Factor Design (LRFD) Code with Caltrans Amendments. For the portions of the piles that will penetrate into dense Santiago Formation, a limiting skin friction of 4 ksf was assumed (Reese and O'Neill, 1999). For our axial capacity analyses, both pile end bearing and skin friction were included for the abutment piles. The required penetration into the dense formation was determined in order to resist the factored design loads provided by the structural designer. In accordance with the California Amendments to the AASHTO LRFD code, a resistance factor of 0.70 was applied to the ultimate CIDH pile side friction. A resistance factor of 0.5 was applied to the ultimate end bearing for the abutment piles. Uplift loads are not anticipated. The specified CIDH pile tip elevations for Abutments 1 and 4 are shown in Tables 2C and 2D. 8.3 Lateral Pile Capacity We understand that the bridges will be designed using the 6th Edition of the AASHTO LRFD Design Code with Caltrans Amendments. The program LPILE will be used by the bridge designer to conduct lateral analyses for single abutment piles. Our recommended LPILE parameters are provided in Tables 3A through 3D. Depending upon the pile diameter, spacing, and direction of loading, group reduction factors may apply. Group reduction P-multipliers for use in LPILE may be estimated in accordance with Table 10.7.2.4 of the AASHTO LRFD Design Code with California Amendments. Additional geotechnical parameters for use with LPILE may be provided upon request. It should be noted that approximately 8-feet of compressible alluvium was encountered in Boring A-17-001 beneath Abutment 1, as shown in Table 3A (no alluvium was encountered in Boring A-17- 004 beneath Abutment 4). During remedial grading operations at the abutment locations, any existing undocumented fill or alluvium should be completed excavated and replaced with a uniform structural fill compacted to at least 95 percent relative compaction per ASTM D1557. Therefore, for the soil profile depicted at Abutment 1 in Table 3A, all of the soil above elevation 204 feet will ultimately be composed of compacted fill (not alluvium). To model the compacted fill soil in LPILE, we recommend an effective unit weight (y') of 120 PCF, an NGo of 30, a subgrade modulus (k) of 80 pci, and a friction angle of 34°. The abutment fill soil will likely be composed of silty sand (Reese Sand), similar to the on-site alluvium and sandstone of the Santiago Formation. /;' GRCUP DEL T .t\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\S. Reports\17-0065\17-006Sv3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 8.4 Pile Installation GDC Project No. SD412A March 16, 2018 Page 14 Due to Caltrans' concerns regarding anomalies in CIDH piles installed using wet methods, we have assumed that dry pile construction methods will be used for the abutment piles. The current groundwater levels at the site are located more than 5 feet below the specified pile tip elevations for the 30-inch diameter Abutments 1 and 4 piles. If wet methods are needed for construction of the abutment piles, the pile end bearing should be neglected in the design (which would increase the required CIDH pile lengths by 8-feet), or the mobilized end bearing versus pile settlement would need to be verified using a full-scale pile load test. For the Specified Tip Elevations provided in Table 2D, end bearing was included based on the assumption that wet construction methods would not be used. If wet methods are used, the Specified Tip Elevations for Abutments 1 and 4 should be lowered 8-feet to elevations of 184.0 and 186.0 feet, respectively. Shallow foundations bearing within the Santiago Formation will be used for the bent supports (see Section 8.5). 8.5 Shallow Foundations Conventional shallow foundations bearing directly on the Santiago Formation will be used to support Bents 2 and 3. Load and Resistance Factor Design (LRFD) will be used to design the shallow Bent foundations. For design of the 14-foot wide shallow foundations, the following geotechnical parameters are recommended. The Spread Footing Foundation Design Recommendations are presented in detail in the attached Table 2E. Geotechnical Service Limit Extreme Limit Resistance Strength Limit Parameter State State Factors State Soil Bearing (14' Wide) 8,500 psf 26,000 psf ~b=0.45 11,700 psf Passive Pressure 450 pcf 900pcf ~ep=0.50 450 pcf Friction Factor 0.42 0.62 ~t=0.80 0.50 The values provided above are based on drained strengths from direct shear tests conducted on samples of the Santiago Formation. The resistance factors shown above are consistent with the values provided in the AASTHO LRFD Bridge Design code for the Strength Limit State. The shallow foundations should be embedded at least 12 inches into dense Santiago Formation. The bottom of the shallow foundations for Bents 2 and 3 should be located at an elevation of 190 feet or lower. 8.6 Approach Fill Settlement and Waiting Period A relatively shallow depth of undocumented fill and/or alluvium may be encountered during the preparation of the subgrade beneath the fill embankment approaches to Abutments 1 and 4. We have recommended that all undocumented fill and alluvium be completely excavated to expose dense Santiago Formation under our geologic observation during grading, and then replaced with a uniformly compacted fill with at least 95 percent relative compaction. The predominately sandy compacted fill soils will not experience long-term consolidation settlement. Therefore, no settlement waiting period is recommended for the abutment approach fills. GRCUPOELTi\. N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 8. 7 Abutment Retaining Walls GDC Project No. 50412A March 16, 2018 Page 15 Backfilling the abutment retaining walls with expansive soil may increase lateral pressures well beyond normal active earth pressures. We recommend that abutment retaining walls be backfilled with soil with an Expansion Index of 20 or less. Much of the on-site soil may meet this criterion. Retaining wall backfill should be compacted to at least 95 percent relative compaction based on ASTM D1557. Backfill should not be placed until the retaining walls have achieved adequate strength. Heavy compaction equipment which could distress the walls should not be used. For abutment wall design, an active earth passive of 35 psf per foot of depth is recommended. We understand that the abutment walls will be pile supported, and will not rely on passive pressure or soil bearing. Surcharges within a 1:1 plane extending back and up from the base of the wall should be accounted for in the design in accordance with Caltrans requirements. The abutment walls should contain backdrains or weep-holes to relieve hydrostatic pressures per Caltrans guidelines. 8.8 Notes to Designers Designers should be aware that Group Delta has attempted to follow what we interpret to be the controlling standard, criterion, requirement, condition, procedure or specification for this project. The controlling standards may not always be clear, and others may interpret them differently. In the event that any party (owner, designer, or contractor) becomes aware of a conflict among the standards used in this report, they should promptly notify the other parties. The bridge designer should provide an evaluation of the critical lengths of the piles for the final Pile Data Tables. 8.9 Construction Considerations Detailed geotechnical recommendations for earthwork construction throughout the Poinsettia 61 development were provided in the referenced report (GDC, 2014). Those recommendations will generally apply to fill that will be placed for the proposed bridges abutments, which will likely be graded concurrently with the subdivision. However, several additional geotechnical constraints will need to be addressed during grading and construction of the proposed bridges. • Special material and compaction criteria will apply to the fill soils placed with the limits of the structural approaches to the bridge. This includes all fill placed within 150 feet of the bridge abutments, for the full width of the roadway prism. All fill soil placed within this area should be compacted to at least 95 percent relative compaction (versus the minimum relative compaction criteria of 90 percent for fills placed outside of the bridge cone). • The existing near surface soils include undocumented fills and loose alluvium. Some removal and recompaction will be required below the approach embankments. We anticipate that removal depths will typically be on the order of 5 to 10 feet. The final depth of the remedial excavations should be based on the conditions observed during grading. GRCUPCELT~ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes GDC Project No. SD412A March 16, 2018 Page 16 • Groundwater was encountered at about 7 to 9 feet below the bottoms of the proposed shallow spread footing bent foundations. If the shallow bridge footings excavations are disturbed by nuisance seepage or storm water flow in the canyon, the disturbed soil should be completely excavated and replaced with either structural concrete, or a 3-sack sand- cement slurry with a minimum 28-day compressive strength of 300 psi. • If wet soil conditions are encountered during grading for the abutment fills, subgrade stabilization and extra handling of wet soils may be needed. It has been our experience that stabilization may typically be achieved by placing a biaxial geogrid, such as Tensar BX1200, directly on the wet sub grade soil, followed by 12 inches of open graded crushed rock, and 12 inches of aggregate base with at least 95 percent relative compaction. • The specified pile tip elevations for the abutment piles are located above the groundwater elevations encountered in our recent exploratory borings. The abutment pile excavations are not expected to encounter groundwater seepage. The abutment piles will need to be deepened 8-feet if wet construction methods are used. Seepage conditions, if encountered, should be evaluated on a case-by-case basis during construction. • It is the contractor's responsibility to maintain safe and stable temporary slopes, as determined by their competent person on site. Near surface soils include lose sands that classify as OSHA Type C. Type C soils are prone to sloughing and caving in steep excavations. • The existing granular soils that are free of deleterious materials may be suitable for use as Structure Backfill. Further evaluation should be conducted during grading to confirm that the proposed fill soils conform to the requirements for use as Structure Backfill. • Existing utilities and culverts in the area of the proposed bridge should be identified and protected in place, or relocated prior to commencing with earthwork. 9.0 PAVEMENT RECOMMENDATIONS Alternatives are provided below for asphalt concrete and Portland cement concrete pavements. In each case, the upper 12 inches of subgrade soil should be scarified immediately prior to construction, brought to about optimum moisture content, and compacted to at least 95 percent of the maximum dry density per ASTM D1557. Aggregate base should also be compacted to 95 percent relative compaction, and should conform to Section 200-2 ofthe Standard Specifications for Public Works Construction for Crushed Aggregate or Crushed Miscellaneous Base, or Section 26- 1.02B of the Caltrans Standard Specifications for ¾-inch Maximum Class 2 Aggregate Base. 9.1 Asphalt Concrete Asphalt concrete pavement design was conducted in general accordance with the Caltrans Design Method (Topic 608.4). Based on our discussion with the project civil engineer, we understand that Poinsettia Lane will likely classify as a Major Arterial per City of Carlsbad guidelines (a Traffic Index of 8.5). However, the design Traffic Index should be confirmed by the City Engineer. 1} GR□UP DELT.l\ N:\Projects\SD\SD412A Lennar-Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes GDC Project No. SD412A March 16, 2018 Page 17 R-Value tests were conducted on samples of the subgrade soil collected on Poinsettia Lane in general accordance with CT301. The R-Value sample locations are shown in Figures 18 and 2A. The R-Value test results are presented in Figures 8-5.1 to B-5.4. Previous R-value tests conducted for the Poinsettia 61 development are shown in Figures B-5.5 to B-5.10 for comparison. Based on the minimum R-Value of 13 on Poinsettia Lane, the following pavement section would apply. PAVEMENT TYPE FOR TRAFFIC ASPHALT BASE CITY OF CARLSBAD INDEX SECTION SECTION Major Arterial (Poinsettia) 8.5 5 Inches 181nches Figure 615.1 of the 2012 Caltrans Highway Design Manual (HOM) indicates that the site is located within the South Coast Pavement Climate Region. Per Table 632.1 of the Caltrans Highway Design Manual, the hot-mix asphalt concrete (HMA) should incorporate PG64-10 oil. The asphalt concrete should conform to Section 39 of the Caltrans Standard Specifications for ¾-inch and ½-inch maximum Type A HMA. The ¾-inch HMA should be used for the lower 3-inch thick course of the asphalt concrete. The 2-inch thick surface course of asphalt concrete should consist of a finer½- inch HMA in order to improve pavement smoothness. All asphalt concrete should be compacted to between 91 and 97 percent of the Maximum Theoretical (Rice) density determined using CT309. 9.2 Portland Cement Concrete A Portland Cement Concrete (PCC) pavement section alternative was also developed for Poinsettia Lane based on Table 623.lE of the 2012 Caltrans Highway Design Manual for the South Coast Climate with Type II subgrade soil (corresponding a design R-Value of between 10 and 40). The PCC pavement section would consist of 8½ inches of concrete over 12 inches of aggregate base. The concrete used in the pavements should consist of a good quality mix with a minimum flexural modulus of 600 psi (this typically corresponds to a 560-C-3250 type concrete mix). Crack control joints should be constructed for all PCC pavements on a maximum spacing of 10 feet, each way. 10.0 LIMITATIONS This report was prepared using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in similar localities. No warranty, express or implied, is made as to the conclusions and professional opinions included in this report. The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. GROUP DEL T ~ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\S. Reports\17-0065\17-006Sv3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes 11.0 REFERENCES GDC Project No. SD412A March 16, 2018 Page 18 American Association of State Highway and Transportation Officials (2010). AASHTO LRFD Bridge Design Specifications, Customary Units, 6th Edition with California Amendments. APWA {2006). Standard Specifications for Public Works Construction, Section 200-2.2, Untreated Base Materials, Section 400-4, Asphalt Concrete: BNI, 761 p. American Society for Testing and Materials (2006). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock (I}; Volume 04.09 Soil and Rock {II}; Geosynthetics, ASTM, West Conshohocken, PA, Compact Disk. Anderson, J. G. , Rockwell, T. K., Agnew, D. C. (1989). Past and Possible Future Earthquakes of Significance to the San Diego Region: Earthquake Spectra, Vol. 5, No. 2. pp 299-335. APWA (2006). Standard Specifications for Public Works Construction, Section 200-2.2, Untreated Base Materials, Section 400-4, Asphalt Concrete: BNI, 761 p. Bhushan, K. and Scheyhing, C. (2002). Lateral Load Tests on Drilled Piers in San Diego Area Residual and Formational Soils, Proceedings of the DFI 27th Annual Conference on Deep Foundations, October 9 to 11, Sa n Diego, California. Boore, D.M. and G.M. Atkinson (2008). Ground-Motion Prediction Equations for the Average Horizontal Component of PGA, PGV & 5% Damped PSA at Spectral Periods between 0.01s and 10.0s, Earthquake Spectra, V.24, pp. 99-138. Boulanger, R.W. and Brandenberg S.J. (2004). Neutral Plane Solution for Liquefaction-Induced Down-Drag on Vertical Pile, Geotechnical Engineering for Transportation Projects, pp. 470. California Department of Conservation, Division of Mines and Geology (1992). Fault Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zone Act of 1972: California Division of Mines and Geology, Special Publication 42. California Department of Conservation, Division of Mines and Geology {1993). The Rose Canyon Fault Zone, Southern California, CDMG OFR 93-02. California Geological Survey (2003). Seismic Shaking Hazards in California, USGS/CGS Probabilistic Seismic (PSHA) Model, http://www.consrv.ca.gov/cgs/rghm/pshamap/pshamain.html Caltrans (1989). Bridge Memo to Designers, Pile Foundation Design, March. Caltrans (1990). Bridge Design Aids: Section 12 -Pile Shaft Design, February. GRCUPOELT~ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes GDC Project No. SD412A March 16, 2018 Page 19 Caltrans (2000). California Bank and Shore Rock Slope Protection Design, Practitioner's Guide and Field Evaluations of Riprap Methods, FHWA-CA-TL-95-10, October. Caltrans (2001). SOC, Version 1.2, December. Caltrans (2003). Bridge Design Specifications: Section 4 -Foundations, November. Caltrans (2009). Foundation Report Preparation for Bridge Foundations, dated December 2009. Caltrans (2009). Caltrans ARS Online (V2.3.06), Based on the Average of (2) NGA Attenuation Relationships, Campbell & Bozorgnia (2008) & Chiou & Youngs (2008) from http://dap3.dot.ca.gov/ARS Online/ Caltrans (2000). California Bank and Shore Rock Slope Protection Design, Practitioner's Guide and Field Evaluations of Riprap Methods, FHWA-CA-TL-95-10, October. Caltrans (2011). Guidelines of Foundation Loading and Deformation Due to Liquefaction Induced Lateral Spreading. Caltrans (2012). Methodology for Developing Design Response Spectrum for use in Seismic Design Recommendations, November. Caltrans (2013). Caltrans ARS Online (V2.2.06), Based on the Average of (2) NGA Attenuation Relationships, Campbell & Bozorgnia & Chiou & Youngs, http://dap3.dot.ca.gov/ARS Online/ Caltrans (2015). Corrosion Guidelines, California Department of Transportation Division of Engineering and Testing Services, Material Engineering and Testing Services, Corrosion and Structural Concrete, Field Investigation Branch, Version 2.1, January. Caltrans (2017). Foundation Reports for Bridges, dated February 2017. Campbell, K.W . and Y. Bozorgnia (2008). NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV and PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.0ls and 10s, Earthquake Spectra, V.24, pp. 139-172. Cetin et al. (2009). Probabilistic Model for Assessment of Cyclically Induced Reconsolidation {Volumetric) Strains, ASCE Journal of Geotechnical and Geoenvironmental Engineering, V.135, pp. 387-398. Chiou, B. and R. Youngs (2008). An NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, Earthquake Spectra, V.24, pp. 173-216. GROUP DEL T .l\ N:\Projects\SD\S0412A Lennar-Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes GDC Project No. 50412A March 16, 2018 Page 20 Ensoft, Inc. (2000). LP/LE Plus Version 5.0, A Program for the Analysis of Piles and Drilled Shafts Under Lateral Loads. Ensoft, Inc. (2001). SHAFT Version 5.0, A Program for the Study of Drilled Shafts Under Axial Loads. Group Delta Consultants (2014). Report of Geotechnical Investigation, Poinsettia 61 Development, Carlsbad, California, Document No. 14-0188, November 20. Group Delta Consultants (2017). Proposal for Geotechnical Services, Poinsettia Lane and Bridge, Final Design, Carlsbad, California, Proposal No. SD17-020, March 16. International Conference of Building Officials (2016). 2016 California Building Code. Jennings, C. W. (1994). Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions: CDMG Geologic Data Map Series, Map No. 6. Kennedy, M. P., and Tan, S. S. (2005). Geologic Map of the San Diego 30'x60' Quadrangle, California: California Geologic Survey, Scale 1:100,000. Lucido, R., Zagorski, A., Scheyhing, C., and Bhushan, K. (2015). Mobilizing C/DH Pile Base Resistance on the Gerald Desmond Bridge Replacement Project with Tip Grouting, Proceedings, DFI 40th Annual Conference on Deep Foundations, Oakland, October 2015, pp. 181 to 190. Pradel, D. (1998). Procedure to Evaluate Earthquake Induced Settlements in Dry Soils, Geotechnical Journal, Vol. 124, No. 4, pp. 364 to 368. Southern California Earthquake Center (1999). Recommended Procedures for Implementation of DMG SP 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, University of Southern California, 60 p. Southern California Earthquake Center (2002). Recommended Procedures for Implementation of DMG SP117, Guidelines for Analyzing and Mitigating Landslide Hazards in California, University of Southern California, 110 p. Tory R. Walker Engineering (2017). Technical Memorandum, Scour Evaluation for Poinsettia Lane Bridge, 16 p, December 18. Treiman, J. A. (1984). The Rose Canyon Fault Zone --A Review and Analysis: California Division of Mines and Geology unpublished report, 106 p. GROUP DEL T .l\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc Foundation Report Poinsettia Lane Bridges Lennar Homes GDC Project No. SD412A M arch 16, 2018 Page 21 United Stated Geological Survey (2009). Earthquake Hazards Program, Based on Three NGA Relationships, Boore & Atkinson (2008}, Campbell & Bozorgnia (2008} & Chiou & Youngs (2008} from http://eqint.cr.usgs.gov/deaggint/2008. Wesnousky, S. G. (1986). Earthquakes, Quaternary Faults, and Seismic Hazard in California: Journal of Geophysical Research, v. 91, no. B12, p. 12587-12631. Youd, T.L. et al. (2001). Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 4, April. Youd, T.L.; Hansen, C.M. and Bartlett, S.F. (2002}. Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement. Journal of Geotechnical and Geoenvironmental Engineering, Volume 128, No. 12, December 2002, pp. 1007-1017. Youngs, R.R. and Coopersmith, K.J . (1985). Implications of Fault Slip Rates and Earthquake Recurrence Models to Probabilistic Seismic Hazard Estimates, Vol. 75, no. 4, p. 939-964. f; ~ GR□UP DEL T ~ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065v3.doc TABLES TABLE 1-CALTRANS ACCELERATION RESPONSE SPECTRUM (ARS ONLINE v2.3.09) T Design T Design Rose Canyon fault zone (Oceanside section) l Rose Canyon fault zone (Del Mar section) ---7 (sec) Sa (g) (sec) Sa (g) 0.000 0.366 0.350 0.734 Fault ID: 396 Fault ID: 401 0.010 0.366 0.360 0.726 Maximum Magnitude (MMax): 6.8 l Maximum Magnttude (MMax): 6.8 l 0.020 0.440 0.380 0.710 Fault Type: ss Fault Type: ss 0.022 0.451 0.400 0.696 Fault Dip: ~-900eg Fault Dip: --900eg l 0.025 0.467 0.420 0.682 Dip Direction: V Dip Direction: V -- 0.029 0.485 0.440 0.670 Bottom of Rupture Plane: -11.00 km j Bonom of Rupture Plana: -8.00 km 0.030 0.490 0.450 0.664 Top of Rupture Plane(Ztor): 0.00km Top of Rupture Plane(Ztor): 0.00 km --Rrup: 9.527 km Rrup: 11.127 km I 0.032 0.498 0.460 0.658 -- 0.035 Rjb: 9.527 km Rjb: 11.127 km 0.510 0.480 0.647 Rx: Rx: 8.913 km 9.527km 0.036 0.514 0.500 0.637 Fnorm: 0 Fnorm: 0 0.040 0.529 0.550 0.612 Frev: 0 Frev: 0 0.042 0.536 0.600 0.592 0.044 0.542 0.650 0.574 0.045 0.546 0.667 0.569 0.046 0.549 0.700 0.559 1.0 -T.7 I I T I I J L l -r I r r 0.048 0.555 0.750 0.546 -0.050 0.561 0.800 0.527 0.055 0.576 0.850 0.511 -Caltrans ARS Design Spectrum ~ 0.060 0.589 0.900 0.497 I ~ 0.065 0.602 0.950 0.484 r\. "' 0.067 0.607 1.000 0.472 -0.8 "' ~ E? I .. I I ... 0.070 0.614 1.100 0.432 " < > 0.075 0.625 1.200 0.399 C I \ I I ... < 0 "' 0.080 0.636 1.300 0.370 .:; \. t; "' 0.085 0.646 1.400 0.345 cu Q. 0.090 0.656 1.500 0.324 ... J ' "' Cl) 0.095 0.666 1.600 0.305 ai 0.6 I t'-.. 0.100 0.675 1.700 0.288 (.) 0.110 0.694 1.800 0.273 (.) ' r--.... ci: 0.120 0.712 1.900 0.260 r-,... 0.130 0.729 2.000 0.248 cu " ... ", 0.133 0.733 0.223 -2.200 (.) 0.4 0.140 0.744 2.400 0.202 Cl) ......... 0.150 0.760 C. ~ 2.500 0.193 en r-,... 0.160 0.774 2.600 0.185 ......._ 0.170 0.788 2.800 0.170 .... i---...i--,... 0.180 0.801 3.000 0.157 ~ ...... -~ -----...... -0.190 0.814 3.200 0.146 0.2 1.--~ ----r--., --i---0.200 0.826 3.400 0.136 -,_ ---~~ ---~ 0.220 0.815 3.500 0.131 0.240 0.805 3.600 0.127 ~-----~ ~ ~ . ---- 0.250 0.801 3.800 0.119 --+ ~ ---· ------ 0.260 0.796 4.000 0.112 0.280 0.788 4.200 0.108 0.0 0.290 0.784 4.400 0.103 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 0.300 0.780 4.600 0.099 Period (seconds) 0.320 0.760 4.800 0.096 0.340 0.742 5.000 0.092 TABLE 2A-PILE FOUNDATION DESIGN DATA SHEET Pile Foundation Design Data Sheet (Poinsettia Lane Bridges) Finish Permissible Support Design Grade Cut-off Pile Cap Size Settlement -Number of Pile Type Elevation (ft) Piles No. Method Elevation Service Load (ft) (ft) (in)1 per Support B L Abut 1 LRFD 30" CIDH Pile 224.00 218.00 9.00 99.83 1" 12 Abut 4 (R/L) LRFD 30" CIDH Pile 227.00 221.00 9.00 45.00 1" 6 1) Based on CALTRANS' current practice, the total permissible settlement is one inch for multi-span structures with continuous spans or multi-column bents. TABLE 2B -PILE FOUNDATION FACTORED DESIGN LOADS Pile Foundation Factored Design Loads (Poinsettia Lane Bridges) Service-I Limit State Strength/Construction Limit State Extreme Event Limit State (kips) (Controlling Group, kips) (Controlling Group, kips) Support No. Total load Permanent Compression Tension Compression Tension Per load Support Per Support Per Max. Per Per Max. Per Per Max. Per Per Max. Per Support Pile Support Pile Support Pile Support Pile Abut 1 2670 2210 3620 360 N/A N/A N/A N/A N/A N/A Abut 4 (R/L) 1290 1060 1750 365 N/A N/A N/A N/A N/A N/A TABLE 2C -PILE FOUNDATION DESIGN RECOMMENDATIONS Pile Foundation Design Recommendations (Poinsettia Lane Bridges) Service-I Limit Required Factored Nominal Resistance Permanent State Load per Total (kips) Cut-off Casing Support (kips) Permissible Strength/Construction Design Tip Specified Support Pile Specified Extreme Event Pile Tip Location Type5 Elevation Tip Support Elevations2' 4 Elevation (ft) Elevation Settlement Compression Tension Compression Tension (ft) (ft) Total Permanent1 (ft) (inches) (♦= 0.5, 0.7)3 (♦ = 0.7) (♦=1.0) (♦ = 1.01 192.0 (a) Abut 1 30" CIDH 218.0 N/A 2670 2210 1" 360 N/A N/A N/A 200.0 (c) 192.0 192.8 (d) 194.0 (a) Abut 4 (R/L) 30" CIDH 221.0 N/A 1290 1060 1" 370 N/A N/A N/A 204.0 (cl 194.0 195.8 (di 1) The Strength loads shown are on a per pile basis. The Service I Limit State Loads are per pile group. 2) The Compression Strength Limit State (a) controls the required depths for all piles. Tension does not apply (b). 3) A Resistance Factor of 0.5 was used for end bearing, and 0. 7 for friction for all of the piles (end bearing was included). 4) Design Pile Tip Elevations for the Lateral Load condition (d) were provided by the Structural Designer. TABLE 20 -PILE DATA TABLE Pile Data Table {Poinsettia Lane Bridges) Nominal Resistance (kips) Steel Casing Specified Location Pile Type Specified Design Tip Tip Tip Elevation Elevation (ft) Compression Tension (ft) Elevation (ft)2 192.0 (a) Abut 1 30" CIDH Pile 580 N/A N/A 200.0 (c) 192.0 192.8 (d) 194.0 (a) Abut 4 (R/L) 30" CIDH Pile 590 N/A N/A 204.0 (c) 194.0 195.8 (d) 1) Design tip elevations for the abutment piles are controlled by: (a) Compression, (b) Tension, (c) Settlement and (d) Lateral Load. 2) The CIDH Specified Tip Elevation shall not be raised. TABLE 2E -SPREAD FOOTING FOUNDATION DESIGN RECOMMENDATIONS Spread Footing Foundation Design Recommendations (Poinsettia Lane Bridges) Service Limit State Strength Limit State Extreme Limit State Footing Bottom of Minimum Total Factored Gross Factored Gross Footing Permissible Permissible Net Support Size Footing Nominal Bearing Nominal Bearing Embedment Support Contact Stress Location (ft) Elevation Resistance Resistance (ft) Depth Settlement (ksf) (ksf) (ksf) (ft) (inches) L B (Settlement) (+i,= 0.45) (+t,= 1.00} Bent 2L 14.0 14.0 190.0 5.0 1" 8.5 11.7 26.0 Bent 2R 14.0 14.0 188.0 5.0 1" 8.5 11.7 26.0 Bent 3L 14.0 14.0 190.0 5.0 1" 8.5 11.7 26.0 Bent 3R 14.0 14.0 189.0 5.0 1" 8.5 11.7 26.0 TABLE 3A-SOIL PROFILE (ABUT 1) t:,Z EL. uses Yd We Ym y' N50 k ♦' Su or c' e50 Type Depth Elevation Geology Dry Unit Water Total Unit Effective Unit Field Modulus Friction Strength Strain p-y Curve Type [FT] [FT) (USCS) Weight [PCF) Content Weight[PCF) Weight [PCF) SPT [pci] Angle [psf] @50% (for LPile) 0 212 Qal(SM) 95 5 100 100 15 60 32 -· -Sand (Reese) 8 204 Qal(SM) 95 5 100 100 15 60 32 ---Sand (Reese) 8 204 Tsa (SM/SC) 94 4 98 98 loo+ 200 35 150 --Sand (Reese) 25 187 Tsa (SM/SC) 94 4 98 98 100+ 200 35 150 --Sand (Reese) 25 187 Tsa (SM/SC) 102 21 123 61 73 200 35 150 -Sand (Reese) 43 169 Tsa (SM/SC) 102 21 123 61 100+ 200 35 150 -Sand (Reese) 43 169 Tsa (CH) 110 16 128 66 ----4000 0.003 Stiff Clay w/o Free Water 46 166 Tsa (CH) 110 16 128 66 ------4000 0.003 Stiff Clay w/o Free Water 46 166 Tsa (SM/SC) 109 17 128 66 loo+ 200 35 150 -Sand (Reese) 75 137 Tsa (SM/SC) 109 17 128 66 100+ 200 35 150 --Sand (Reese) 75 137 Tsa (CL) 110 16 128 66 ---4000 0.003 Stiff Clay w/o Free Water 77 135 Tsa (CL) 110 16 128 66 -----4000 0.003 Stiff Clay w/o Free Water 77 135 Tsa (SC) 109 17 128 66 loo+ 200 35 --Sand (Reese) 81 131 Tsa (SC) 109 17 128 66 loo+ 200 35 ----Sand (Reese) Note: The blue line above indicates the groundwater level encountered in the nearby boring during our 2017 field investigation. TABLE 3B -SOIL PROFILE INTERPRETATION (BENT 2} /J,Z. EL. uses Yd We Ym y' N&o k ♦' Su or c' e50 Type Depth Elevation Geology Ory Unit Water Total Unit Effective Unit Field Modulus Friction Strength Strain p-y Curve Type [FT] [FT) (USCS) Weight [PCF) Content Weight[PCF] Weight [PCF) SPT [pci) Angle [psf] @50% (for LPile) 0 203 Qal[SM) 95 5 100 100 12 so 32 ---Sand (Reese) 8 195 Qal[SM) 95 5 100 100 12 50 32 ----Sand (Reese) 8 195 Tsa [SM/SC) 105 16 122 122 75 200 35 150 --Sand (Reese) 22 181 Tsa (SM/SC) 105 16 122 122 75 200 35 150 -Sand (Reese) 22 181 Tsa (SM) 104 19 124 62 100+ 200 35 150 -Sand (Reese) 35 168 Tsa (SM) 104 19 124 62 100+ 200 35 150 --Sand (Reese) 35 168 Tsa [CL) 100 20 120 58 ----4000 0.003 Stiff Clay w/o Free Water 39 164 Tsa (CL) 100 20 120 58 ----4000 0.003 Stiff Clay w/o Free Water 39 164 Tsa [SM) 115 14 131 69 100+ 200 35 150 --Sand (Reese) so 153 Tsa (SM) llS 14 131 69 100+ 200 35 150 -Sand (Reese) so 153 Tsa (CH) llO 16 128 66 ----4000 0.003 Stiff Clay w/o Free Water 54 149 Tsa [CH) 110 16 128 66 ----4000 0.003 Stiff Clay w/o Free Water 54 149 Tsa (SM) 110 14 125 63 100+ 200 35 150 -Sand (Reese) 60 143 Tsa (SM) 110 14 125 63 100+ 200 35 150 -Sand [Reese) 60 143 Tsa [CL) 110 14 125 63 ---4000 0.003 Stiff Clay w/o Free Water 75 128 Tsa (CL) 110 14 125 63 -4000 0.003 Stiff Clay w/o Free Water 75 128 Tsa [SC) 117 13 132 70 100+ 200 35 150 -Sand [Reese) 86 ll7 Tsa (SC) ll7 13 132 70 100+ 200 35 150 --Sand [Reese) 86 ll7 Tsa [CL) 110 14 125 63 ----4000 0.003 Stiff Clay w/o Free Water 108 95 Tsa [CL) 110 14 125 63 ------4000 0.003 Stiff Clay w/o Free Water 108 95 Tsa [SM) ll7 13 132 70 100+ 200 35 150 --Sand (Reese) 120 83 Tsa [SM) -ll7 13 132 70 100+ 200 35 150 -Sand (Reese) Note: The blue line above indicates the groundwater level encountered in the nearby boring during our 2017 field investigation. TABLE 3C -SOIL PROFILE INTERPRETATION (BENT 3} llZ EL. uses Yd We Ym y' Nso k ♦' Su ore' e50 Type Depth Elevation Geology Dry Unit Water Total Unit Effective Unit Field Modulus Friction Strength Strain p-y Curve Type [FT] [FT) (USCS) Weight [PCF) Content Weight[PCF) Weight [PCF) SPT [pci) Angle (psi] @50% (for LPile) 0 199 Qal(SM) 89 8 96 96 12 so 32 --Sand (Reese) 8 191 Qal(SM) 89 8 96 96 12 so 32 --· Sand (Reese) 8 191 Tsa (SC/SM) 104 15 120 120 76 200 35 150 -Sand (Reese) 18 181 Tsa (SC/SM) 104 15 120 120 76 200 35 150 ·-Sand (Reese) 18 181 Tsa (SM) 102 20 122 60 92 200 35 150 ·-Sand (Reese) 44 155 Tsa (SM) 102 20 122 60 92 200 35 150 ·-Sand (Reese) 44 155 Tsa (ML/CL) 106 18 125 63 --·-4000 0.003 Stiff Clay w/o Free Water 54 145 Tsa (ML/CL) 106 18 125 63 -· ·--4000 0.003 Stiff Clay w/o Free Water 54 145 Tsa (SM/SC) 108 14 123 61 100+ 200 35 150 ·-Sand (Reese) 110 89 Tsa (SM/SC) 108 14 123 61 100+ 200 35 150 -Sand (Reese) Note: The blue line above indicat es the groundwater level encountered in the nearby boring during our 2017 field investigation. TABLE 3D -SOIL PROFILE INTERPRETATION (ABUT 4) llZ EL. uses Yd We Ym y' Nso k +· Su or c' e50 Type Depth Elevation Geology Dry Unit Water Total Unit Effective Unit Field Modulus Friction Strength Strain p-y Curve Type [FT] (FTJ [USCSJ Weight [PCFJ Content Weight [PCFJ Weight [PCF] SPT (pciJ Angle [psf] @50% (for LPile) 0 209 Tsa (SM/SC) 108 14 123 123 75 200 35 150 -Sand (Reese! 19 190 Tsa (SM/SCJ 104 13 118 118 75 200 35 150 --Sand (Reese! 19 190 Tsa (SC) 102 17 119 57 91 200 35 150 -Sand (Reese! 39 170 Tsa (SCJ 102 17 119 57 91 200 35 150 -Sand (Reese) 39 170 Tsa (SM/SC) ·104 19 124 62 100+ 200 35 150 -Sand (Reese) 63 146 Tsa (SM/SC) 109 16 126 64 100+ 200 35 150 -Sand (Reese) 63 146 Tsa (CL& CH) 116 14 132 70 -· ----4000 0.003 Stiff Clay w/o Free Water 78 131 Tsa (CL& CH) 116 14 132 70 ---4000 0.003 Stiff Clay w/o Free Water 78 131 Tsa (SCJ 116 14 132 70 100+ 200 35 150 -Sand (Reese) 80 129 Tsa (SCJ 116 14 132 70 100+ 200 35 150 -Sand (Reese) Note: The blue line above indicates the groundwater level encountered in the nearby boring during our 2017 field investigation. FIGURES I I I I I I I I I N I A I NO SCALE I GRCUPOELT.A GROUP OELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 1A SITE LOCATION MAP I I I I I I I I I I I I I EXPLANATION: A-17-004~ Approximate location of exploratory boring (TD~ Total Depth). 8 Approximate location of R-Value sample for pavement design. N A NO SCALE GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NU.,1BER 18 SITE VICINITY PLAN I I I I I I I I I I I I I I l I I I I ,~i: I I --- --~ I ----------"i..--..!I_ ~ Prelimiminary Review, Poinsettia, Carlsbad, CA, October 10. / / .:;Ill:&, ..... --- -, -, I ' ~J ,, I 1 I \ . \: 1 ~ ' •I I lf \ I i I I I I I I I EXPLANATION: A-17-004~ Approximate location ,\-..yo of exploratory boring ~ ~c (TD~ Total Depth). ._ -... ·-I , __ ',,l . ._ I ..... \ ' ,· -'·~------~ 8 Approximate location of R-Value sample for pavement design. N ----~~--~-,?"=-----= -: ' ,•··--~ --;,--' _.,_.,.. , . I I , ------~-:.--,• I ' dS~ ,-A \ I '-SnS i _, .,/ ...... / I , ' I ... / '· ,._,I ...... ..... ___ ,,,,,. I'-'-. / ' ? ........ __ _ ~ . ,.. ..... -----~ NO SCALE GROUP DEL TL\ GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA92126 (858) 5J6.1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 2A PROPOSED GRADING PLAN I I I I I I I I I I --I 'y..J ~"~ --LJIJ ---- Ab1.1t • OATl,tl Elev 170.00 189+00 ~ 'l:' a:r-o· TOE OF FlLL 189+3 4 189+44 116' -o• (~.IEASU~[D ALOhG t. POINSETTI A LAP..E) 110·-o· ----r ·-- ,J..J.. -----------,---L-, r -, \ L----' ._ __ _, \_ Approx 0G ALONG PIER 'J RIGHT EDGE OF PIER DECK 190+00 91+00 DEVELOPED ELEVATION ~~ ~., .,, ., .,-., . ; ~.,., ., .,., ., ,1 i,./., ~.,.,.,., ".A ., .,., .,.,.,., ,..,. :/ .,.,.,., .,~~ 1,-'.,-' ..... ~., "j' V .,,,.,,, .,., ,,., ., ; ., ; y ~" .,~ RIPA~AN -.,,~,,,,.,"., ~ HABl TAT '<" ,,, ,; /1 , ., ; ; ., ., ., TOE Of FlLL a3•-o· * ~ LEFT BRIDGEl r \ (Vrw L-4 ---- -----------/ 1 (;::::J TO AVIARA Pkwy ~ i I / l - 0 <z = ~ 190-00 £~ j I -- Cf. RIGHT BRIDGE: '89+54 189 +44 TO EL CAAW-1O REAL ¢ PLAN REFERENCE: Moffatt & Nichol (2017). Poinsettia Lane Bridges, General Plan, Sheet 1, October 4. A-17-003 t POtt-.SETllA _JTD-110') LAt-.E ----------- 1 0 \ EB 192+00 ~ A-17-004 (TD~B0½J ' '\,; - I I "'· \~ 0 O . . "'· I o, I',) "'· I 0 . EC 195+ 78 21 ✓ EXPLANATION: A-17-004~ Approximate location of exploratory boring (TD~ Total Depth). GRCUPDELTA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 2B PROPOSED BRIDGE PLAN I I I I I I I I I I I I I ~ _; I -.lt O,;-; ~~o """* /~ 536"' 1'20~E ) / l,J • U) Ii) 1,''-) 1;' ~ ~ .") 'II U' z I I .,_Cl '\, / I Cl. ~ : ~ I 89+11.50 A-17-002 "fr -r.o ---o I/') 0 ... ~JI~ Cv ' ~2 I 190,00 \ '-.. \ ) ( I RIPARIAN z 1~ ~ HABITAT ~ ~ I: . rri s::, ~l :;o { 'v ~' (.,, C5 • I I ni \ I \ I I \ \ \ \ 190.00 ' J) 0 N _j_ -li--+-----I \...--µ---- I in I ·,-... N ~ \~ vi > ~ CJ" vi I c. ~f 0 . -r, N I [1.y ,,-~' -- \ 189+93.00 191+03.00 ( \ A-17-003 191+84.50 · ' (TD-110') Ir) ;;; I 221.00 WW LOL -- ...,vw LOL 0 "' N \ Cf. LEFT BRIDGE EC '95+ 78.20 J / .---(TD~120') I ,, I i.n I r-. " _) __ _ -T lcl.--4-----1-------.__ Cf. RIGHT BRIDGE WW LOL 218.00 J R if) 0 ~ N <v N I \ EXPLANATION: J) 0 N I I \ ------.L...; I 0 0 N ~ n.'-) ·' ,...., N A-17-004 ~ Approximate location of exploratory boring (TD-Total Depth). 188.00 REFERENCE: Moffatt & Nichol (2017). Poinsettia Lane Bridges, Foundation Plan, Sheet 3, December 22. '.s>s ---- g " I[) 0 c-.. WW LOL \ ~ ~ 0' 2:71.00 ~ 0 0 ~ ~ u' ~ GR.CUP DELTA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 2C BRIDGE FOUNDATION PLAN I I I I I I I I I I I I I I I I I ' '· ".· .:-.:··<:~_-· ... . '\ ' "Z:-·.: J ,, '\ ('-,l ' ' I ' ~ ', 0"'- ...... "' {,?_ I •· ■ / / / / / \ \ \ / / '\ DENSE BRUSH GNV REFERENCE: O'Day Consultants (2017). ,;-J A~lr \_ ~' l \ '$1) ~ Alignment= -POINSETTIA LANE Station= 1 9+93.00 Offset= . 000 North· g= 1984932. 00 .)(".''j' £as ,ng=62474 i3.27 ·-.•~,. < ··.·.::,.~.~';" ,.· "':·# . ·\~• ..• "......,,_ \~:·. " \ , -~. ·.s. ~~ · ... ·;,:_<;.,_ '-.:::-....._ ..... ..... ........ . " " ~ " ........ -- ·KI ( I -✓ 1 \ \ I ... ~ \ \ \ ( I \' \ '/ / \\ ,/\~ 1418 Bridge Boring Coordinate Exhibit, June 2. 210--- ,,.--· • / I '-/ I X - I ~ ~/ 20~6 ) I --~ / ~ r-... / ' / ' ' /·" -- OENSyi[RUSH GIN . -- EXPLANATION: A -17-004~ Approximate location of exploratory boring (TD~ Total Depth). N A NO SCALE ,-.~ GROUP DEL TA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412A 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 DOCUMENT NUMBER PROJECT NAME 17 -0065 Poinsettia Lane Bridges Lennar Homes FIGURE NUMBER 3A EXPLORATION PLAN I I I I I I I I I I I A-17-001 A-17-002 A-17-003 A-17-004 s!¥"~ b-Es I 83'-Q" 110'-Q" 83'-Q" I 220' -ELEV. 212ft. 6.JbJ 200' ELEV~ -----n.; ~ :;-S~~ -=: ..... ~~2[03ft·~·~··=······ 1 ..... 1_ ---~ ~ .... : ............ =····=····················:AG ......................... ::~ ... ,,__ . •·············· ,,_. ............................... n r-:J: :1·7---............ _ ....... \.: Approx OG AL .. _.. .. ;d ' . A I ,.. L __ J .... .. .. ... ? ···?- SC l!J ..... -.... -.. : .... : ...... ••································ 180' DATUM 160' . sl, .. SC CH SC SM I 140· - ~,,SC ~ I LL. 46 ~CL SC ~ I ~ ~120' z 0 ~ >100· UJ ....J UJ 80' 60' EXPLANATION: BORING LOG ELEV. 212 ft. I: •· SM' Surface / -• ·.. "- Elevation 16 ,_: __ -_ sc Soil Profile wit~ / < uses Soil Type N60 Blow 15 · · cLf Counts , 67.(Tl -'-Groundwater Level ~ -Total Depth Drilled Total Depth: 7v ... 1: Refer to Legend in Appendix A. ..... -. . 75 SC 2 ···--.. ...... ·-. . . .. . 123 .~ .. ·.PtER T SA 133 192 102~CL 170 -. SM ::i" 136: -_ SI 127 82 200 SM CL SM Total Depth: 120ft. GEOLOGIC INFORMATION Queried Geologic where Contact '---QAL ;uncertain ·································\ ................. .;l ........... :) .... . ,...} SA Alluviu~ . Santiago Formation T SA PROPOSED ALIGNMENT Alignment \ A· l7 ·00l ---Boring ID I I I=----187+00 ---L~cation on "" alignment Stationing 92 92 127 138 SM ,,,y-T· SC SM ML SM ML ·~r 110 SC 200 SM 200.t To<al Depth: 11011. ...,. ........... . TsA ELEVATION Elevation above I Mean Seal Level (MSL) 200' I ········. Fill 6J6J - ~· .... -··· ?···· "' ,., ,., ,,. .. ,,. ... "' Total Depth: 81ft. 1" = 30' HORZ. 1" = 30' VERT. ,, ¼" ½'' 1'· --- GRCUPCELTA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 ----~--····-PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A 17-0065 3B GEOLOGIC CROSS SECTION I I I ■ I I I I I ~~ \\ . ' \ I \ / ' II 'L . " ' --■ -· \\\-. ',_, ----'---"\ \ ' / I \\ ~\\ \ \ \ Qvop2_. EXPLANATION: ~ Santiago Formation (middle Eocene)-Nmne<I by Woodring and Popcnoe ( 1945) for Eocene d.:posi1s of nonh\\e~1cm Santa Ana Mounlains. There are 1hrce dis11nc1h c pans. A basal member 1ha1 consis1, of bulT and brownbh-gray. massive. coarse-grained. poorly son ... -d arkosic s.,ndslone and conglomenue (sondsionc genernlly predomma1ing). In .omc ureas the ba-;al member is overlain by gra) and brownish-gm) (sah and pcpperl cenirnl member 1ha1 consis1s of .ofl, medium-grained. modcralcly well-sorted arkosic 'lllnd~10ne. I o.ap,0 I B ... • • • ■ ----■-1u •11 . . '\ =,~., .._ I ' ~ ~--1 \'rr~ old paralk dr po,lb, l nil 10 (middle lo earl~ Pll'islO<'ent )-Mo>ll) roorl~ -.<"100. modcr.llel) p.:rmCdblc. rcdd1>h-1>ro,1 n. 1111crfin11cr~d ,1rnndhne. beach. c,1u:10n<' and cullu, 1.-11 dep,h11' L"'OlllfKh,ed of .,,lh1one. :).md.,tont? and ...~,.lnglorn"·rd1t..~. .... 1 .1. -■--~ --.-,u-'' '· f I ~ ... - ~_.:;------~~==::!1,c.._~ ~ Young allU\ ial flood p lain deposih (Holocene ond late Pleislocene)-~lo,tl) poori) t·on,olldatcd. poorl) ,oncd. pcnncJhk OooJ pldlll dq><.l>lh Old paralk depo,11,. l 'nib 2-4 uodMdl'd (lale to middl<> r;;;7 \leustdimenta~ and mrta,olcanic rocks undhided Pl<>hlocene)-~hhtl) p,:,ori~ .,.,ncd. mllllcratel) p,.-nucablc. L.=...J {\lrsoLoic)-Lo\\-gradc <g=n-.ch1'1 foctc-1 111,·1.i,-.,chmcn1,,r) n-dd1•,h-bro"n. 1111crlingncd ,1rnndhnc. beach. c,1u11nnc rod, tcongl,,m~rate. -:mll,101,-: ,md ,,11,101,-:) 1111,-rln)en-J nnll and collu, ,al dcpo,,11, c0t1lpo"---d of ,,I None. s.an<l<1onc and 1111\cd "uh mc1a,okamc rock, ,-on,,,1111g of no"'· 1u1T, an<I conglomcmtc ,olcamclJsttc l>n.-ccoa REFERENCE: Kennedy M.P. and Tan S.S. (2005). Geologic Map of the San Diego 30' x 60' Quadrangle, California, U.S. Geological Survey, Scale 1 :100,000, May 22. --- ' t.. ....._ ■ ,r I • I. ~ '-\ ;,,,c .Ii r ., Tsa N A NO SCALE _Qya ·.~---- GRCUPDELTA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 4A REGIONAL GEOLOGIC MAP I I I I I I I I I I I I I I 33 EXPLANATION: Approximate topographic contours of the site in 1978 (feet). REFERENCE: National Geographic Holdings (2001 ). TOPO!, County of San Diego, Encinitas Quadrangle, Map Level 5. N A NO SCALE •'. -.---i"Mi -:i 11 ,._'-GRCUP DEL TA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTNITY ROAD. SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FtGURE NUMBER 48 REGIONAL TOPOGRAPHY I I I I I I I I I I I I I I \ ..., { ~,,e 'll! ,· ~ , .......................... ------•-i ,. ' ' ' ' ' ' ' ' ' ' ' ' ' !--~ Camino D,e L naas 4 I 1 SITE ~ : .. .,. .... .,.,.,..,.,,...,., .. .,., .... ., .... I 'Av i ara•Pky e,6- EXPLANATION: ■ Approximate location of the FEMA/DWR 100-Year Floodplain REFERENCE: California Emergency Management Agency (2013). County of San Diego, Encinitas Quadrangle, FEMA Flood Plains and California Specific Flood Areas. N A NO SCALE "ci " ,~ GROUP DEL TA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 4C 100-YEAR FLOOD MAP I I I I I I I I I I I I I I 7-u Carn1110 De L On d;:i~ \ ~ ~ ~. ·;.o. ... Dr 'O ...... -----------------... --1 ' ' ' ' ' ' SITE ~\'\"'·· ,?0 t¾,, ·Aviar,a•Pky ,. ¼A loo•Rd-..... ~ ~ ---e 0 is, Dr N EXPLANATION: ■ Approxi mate location of the recommended CEMA Tsunami Evacuation Area A NO SCALE REFERENCE: California Emergency Management Agency (2013). County of San Diego, Encinitas Quadrangle, CEMATsunami Response Emergency Planning Zone. L F ,~ GRCUP DEL T.L\ GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Hornes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 4D TSUNAMI INUNDATION MAP I I I I I I I I I I I I \ ~ ~ _,..--"" ~·-~ ~ ---------------------------. \-~ ?:: Sa ' / --/ 1 --.,£--, -= ::,...,~,~•-"' . . ' ?fy:/ ',' --=------(---=---r-'"'\. " ~, \ -~ -...___ ---::::-~-✓v,/ "-- ---------"-. _...::._;:-,:V~ra-"--Poiot1Fault.,,,.; -<=;:;,_ 8 a11a:"G .,/ ~,,, ~ ,.;::- ---' ' / "" ' ' --~"-" sc--. / -"' ., => --~~--~ -;:;;~ -· ''~ a,,,1 " c/ / ------, -----' ----. / -~.~-~c =---, I •, , ~ '--'-~ --_, =-~ >--cc"-'--~ --c -7 ' ' '---'----" --' -' 34 .+~ /--~~--~---~ -~-__-, I I./"~,. '.-,....1~~);},#:_:;·7,;·•.~o\\ywoo<lfaU\IZ.one -~' s ---' -• ---'' -"'--'-= -" -A,'·"' ......__~, ------+-:::--o,ca 't ~ ------' ---\\ \,--,, "" ........... _-....... ,,, '- : ' I "-'::: "-, \ I JI \ \\ \ "<:< --" ,:- "'--' '- ~ / I \ \ \ \I \ \ I \' \ \ " \ ' "~,, \-.. _\ ,~\ \ .· \ ,)-',, -, "'~ \" \ "\~ \ \ ~"' \ \ ' \,' '-\ \~ \,',\, "'~' -'-~v,\ ~ -....... ~~\~ - ; ',"" \'-'. \ "'~-\'-', ~ '-' "" ""' \ \ ', \ ~~-.:.!.J \ " ~ \ \' '" ' ~ ~\ \ \~~\~-~= ...... --~---,,, \ \\ \ \'\ \ ---'-'" '-,> \ \ " ' " ' '-33•+ /' ,ii:;.,\:::-, ,,~" ---:: \ \\ ' \ \ <:::--\ " " ' \ I \ "' '\ ~\ -::::--+ \ ~ '-\ ~, \ I \ \ " "' +",,. ~ "' \' " \ \ '\ \ -\ \ ', ,_ \ "-~,' \- \ \~ '-, \\~\( \ \ I ,, //IJ.\f,'...__ '.,_ ' ' ,, ,1." ' I ' , ,,, ,, ?' \ \.> " \ \ \ \ ' \ \ \ -\ 'I -; \ '-\ \ \ '......_ \ \ 11,y 1 \ '-, \ \ r ' ' " '» ::::C-. ;:-. . \ \ '' " I \ '-' '-\ \\ \\ ', --'::::., \ --' --' / ,, ' --\ --'-\ \ \ \ \ \ '~.,____ ~., " \ ,\ \ \ \. ''-~ \\ \ \ \~ '\ ' "~ \ -.. \ \I ''\ \ ' '-\ ' '" I \ ', '-\ \ \ \, \ \ \\ ----······· ,,,\ \ NOTATIONS , I h , I ' '. 0. " "'?. \,. .. ., \ 'l>,,- f'-,.. \ st ,,., 1\ i / I' ~,,~;.. '\;;, ,.J " ,) \ ,----~ \ I ' \ ~ \~ "'<a, ~~~ ~ ~<>: \"~ " ~ ~ii .,,.. ' "-'<> $0? st "" '\ ~ ('q ...____ " '-700 ~lo,,,_--.., :,,co q'C'~, \, -~------~ \ ' ; \ ~ >-" \ '\ \ % ~ ¾ ,)\, 1, ' f \'--~ .,,.. --~-\ 'l,., \ ~ ' --- :L \ / ( -· \.. +--------., ·< .. ._._-_-_·_·::. ·-'· . \, / \ ---···:..:._ -........ . -,r- ·, ' \ .\ \' .f ~ "v,\\, \ \ ~-: 1·· .. _ \ "' "L ...J ~ . ~, ~t ,y, :...- ~ p-~ ...i_ -~l~,, ,, ·\ \---~) \ ... ' / > ~I '-,.._ \ 'k- '\ ~ ' __ , ~'\ '~ '\ ..... '~ ~"" ~ "'"---':" "'& -.. ~~~-..... _" \ /~&,,l '~ I" \ \ ) , ' l "' '\ "· ~ '\ .. ,, ?' '\&: I '-. ""'-. ,--..._ "½, . h 1 --..._\\.. ,, 12..._ '\-.. ,. Elmefre Raoc "~~----~-· & ~ Fault Zone " \ ;, 9<;~.. • "v. . 8 <;11 '~1, I -<>1 "<,,,,, -s-v. Brawley Seismic Zooe '~ ·, / "" ~~;/ '~ . ..:::::- ,, '\ t~ --~ \v~ ( / .Y,:,k _ I \ ~-'°e,.,, 1 _, ~., ---' I V. "Q. ' I I I '' ''¾,,. -,/ '" \ -0~~.:, ,'½~¾-. · -I I I •~ ", -c, \ ' " ">,_, 0 '<, S ,(Joi,.;,_\ Ji\~it .,l~iij:. <9 ,, ,._.. ·-.•. + ' .. "o. ~ <>,._ j\ ~,~q ~Ii / -,, "' ' -.--, ' ' ' ,1'"---!_ H1 '"·', ,; "' ' ' --,, ,< ' ' " ' '= '·· _, -!""'-..,. ---' ·. ···,\....(. : ' ~---I -"I · 'o~ I '%~ '\ \ I '~ ~ \ \ \~ { I\. \ \•-g-a \\ -~ \ "\' (:►.;\ . \ ,·l\, \\< , '" \ ~' . ~· IL -.-:. 86,,,, ~ ' i1s~ ' "" --.'!!:!!_t ~ " ~"e \l1.11ec- \ ; ~~ ·, ~ -.._~ . \f,;,~,~'•. ···· ... ~.,_o 1 \. ~ ' . ~ . ~\.._<·, .. ,. '•· .... ~~~~"1' r:'/ l ''-':.., ··· ... _<'c,.,. 1-_o . '-... ····,~,/ ~'" , ... Holocene fault displacement (during past 10,000 years) without historic record. Geomorphic evidence for Holocene faulting includes sag ponds, scarps showing little erosion, or the following features in Holocene age deposits: offset stream courses, linear scarps, shutter ridges. and triangular faceted spurs. Recency of faulting offshore is based on the interpreted age of the youngest strata displaced by faulting. ''-\ ~~-, ',' ' ~" ',~,,~,I ~'.-~''/ " \ \\ '.' \1 '\. ' \ ~ '\ \I ' ', ' \ ·, ,, \'\•' " 1los 1-~1~~ / I I I \<!'-' \i '\ ~t ,, ~' ,, , ~\ ----··· Late Quaternary fault displacement (during past 700,000 years). Geomorphic evidence similar to that described for Holocene faults except features are less distinct. Faulting may be younger. but lack of younger overlying deposits precludes more accurate age classification. 32•+ ~-', -~ \ \. \ ~ '\ ' -~-',,. 1\1 ' ';_, ;;_~<'J'\ \ ~- -~ \ I"', \ \ \ ....,_," "'\ I \ ''-I~\ '\,.. ' '-,,,, \1,," ,~-.,~ ~ ~ \ '-.' \ ": ~~ , 4-~\ ''\\ '---, \'-'\ '~' \-;:~ I ~'9v. \ ~-<: .. ' \ ~"'1-., + ,.., '-I '' i, ,..,,)I \~ "' ,_. \I .... ,._ '• '\ ----······· Quaternary fault (age undifferentiated). Most faults of this category show evidence of displacement sometime during the past 1.6 million years; possible exceptions are faults that displace rocks of undifferentiated Plio-Pleistocene age. See Bulletin 201 , Appendix D for source data. ~"O! '\ ... \', \,\\ ',' '~P~I "'....,,"~\, , .. ,\\~ ~ ~ -----~~, ~ ~< N GRCUPOELTA REFERENCE: Late Cenozoic faults within the Sierra Nevada including, but not restricted to, the Foothills fault system. Faults show stratigraphic and/or geomorphic evidence for displacement of late Miocene and Pliocene deposits. By analogy, late Cenozoic faults in this system that have been investigated in detail may have been active in Quaternary time (Data from PG&.E, 1993.) Pre-Quaternary fault (older than 1.6 million years) or fault without recognized Quaternary displacement. Some faults are shown in this category because the source of mapping used was of reconnaissance nature. or was not done with the object of dating fault displacements. Faults in this category are not " .. t necessarily inactive. Jennings, C.W. (1994 ). Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions, Map No. 6. A NO SCALE GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER SA REGIONAL FAULT MAP I I I I I I I I I I I SITE TO FAULT DISTANCE 9.53 11.13 15.28 35.70 Km Rose Canyon fault zone (Oceanside section) Km Rose Canyon fault zone (Del Mar section) Km Newport-Inglewood (Offshore) Km Elsinore (Julian) REFERENCE: Caltrans (2017). ARS Online, Version 2.3.08, http://dap3.dot.ca.gov/ARS Online/, July 14. N A NO SCALE ~ GROUP DEL TA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO. CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER 5B CALTRANS FAULT MAP -.. -.. -----,., ---... -.. • .. -... .. .. -.. -,. -• -.. -.. -... -• -.. PLATES I I I I I I I I I I I BENCHMARK: DESCRIPTION: LOCATION: RECORD FROM: ELEVATION: CITY OF CALSBAD POINT 69 BEING A 2.5" DISC STAMPED "CLSB-069" TOP OF CURB AT THE SOUTHWEST CORNER OF EL CAMINO REAL AND POINSETTIA LANE, 235 FEET FROM THE CENTER OF EL CAMINO REAL. RECORD OF SURVEY NO. 17271 272.46" DATUM: NGVD 29 BASIS Of BEARINGS: CALIFORNIA COORDINATE SYSTEM (CCS 83) ZONE 6, EPOCH 1991.35, BASED UPON GRID BEARING BETWEEN CITY OF CARLSBAD CONTROL POINTS 39 AND 68 PER RECORD OF SURVEY NO. 17271. IE N25°39'12"E. 220 2 10 - 200 190 0 "' ~Lu -z + .., "' --' a:, -<( • 1-- 0 1--+-Lu V, V, z o--0 A-17-001 £.LL ILIJ:I] ~ 0 a. c r [] I2IT:J:TI ~ n:::r:ID N I") "' ~ ~ ~ ~ ID Z z CD 4 W W < Ci> ' ";' ";' ~· ----,a.., . m· ; ; ·------~-' i --' l LEFT ' ---' ·-·--f ... -· f I 1 I -_., ---------'.~~----------~ ! ----------fflj-~-A~i~~~i -,-~----------_-_: _ \_-·-·_-.. ------·_---~3 t;;I~SETTIA LANE ' ····-·-·-·-·--·-· 6" •----·-·-·-·--·--·-·-· 6," ---·-----·-· 6_ j. -17 -0!) ... A -17 -001 , , A -17 -003 , \ -. ~ -----: ----------ffi---~-;;~~~~T-w-------· :~ ,94 ___ .-,--- . BR IDGE ' PLAN 1" = 50' ~ SILTY SANO {SM); loose to medium dense; mottled gray, reddish brown and l ight yellow brown; moist; mostly fine to medium groined sand; some fines, nonptostic. (62¼ Sand; 38% Fines) POORLY GRADED SANO WITH Slll (SP-9-t); medium dense; light yellow gray; moist; mostly fine sand; few fines; nonplostic·;··frioble. SANT!AGO FORMATION: SILTY SANDSTONE (SM); very dense; mottled light gray with yellow; moist; most ly fine sand; little f;nes; nonplostic; weakly cemented; some iron oxide stains. CLAYEY SANDSTONE ·(s·E);··~er:; dens·e·;·1·ight··g;:~·y··~nd yellow brown; moist;··~~i:t·i;;··;-·j·,;e· Sand; some···;-·(~·;s;··iow ·p·1c;s·t;·c·fty; moder0te1y cemented. 220 2 10 200 190 ~ GWS :UI JaZO ft I so I u (79% Sand; 21% Fines) SILTY SANDSTONE (SM)i very dense; light groyj saturated; mostly fine sand; little fines; nonplostic; weakly cemented; few iron oxide stains. ~ 6/28/2017 180 ID.TI + .... -170 z 0 .... <( G'; 160 _J w m::r::m filIIIJ I IKDTI OCITIJ IKDTI 150 m:::DIJ 140 1 30 ~ t OCDil :&I:TIJ illITIJ 06-28-17 Boring terminated al El. 131.0 ft. Hammer Efficiency Ratio {Eri) = 83¾ 120 SILTY SANDSTONE (SM); very dense; light gray; wet; mostly fine sand; some fines; nonplostic; weakly cemented. ··· CLAYEY SANDSTONE cemented. ···································•········ very dense; bluish gray; wet; most ly fine sand; some fines; trace gravel; low plasticity; moderately ·· .. ~1~t~i~!s rhin interbeds .. of. FAT. CLAYS TONE .. (CH);. hard;. dork. bl ue -groy;. wet; most I y .. fines;. few .. fine .. sand;. high.plasticity .. ( 73Y. .. Sa/1d;. CLAYEY SANDSTONE (SC); very dense; bluish gray; wet; mostly fine sand; some fines; low plasticity; moderately cemented. Hard concretion at 48 feet . Very difficult dr-il ting. SILTY SANDSTONE (SM); very dense; blue gray; wet; mostly fine sand; some fines; nonptastic; moderately cemented. ····s·1i·r·r·· sA·Nos T(ii£E··rsiff;··~ery dense; 1 i iJht. ~i~·~y·;··.~·e·t·;--~~st· i;;· f i ne sai{(i;·i·f tt·i~·-T(~·;~;· ·~~np I OS ti~; ··~·+~;;;.;g·iy···~emente·ci:···-· .... ·····. .... . .. .......... . ....... ··················••······························•···• -··················································· CLAYEY SANDSTONE (SC); very dense; light blue gray; wet; mostly fine sand; some fines; low plasticity; moderately cemented. (61 % Sand; 39% Fines) ···-·········-···········• ····••···•····· ··················-···-·····--···························-········ CLAYSTONE (CL); hard; dork gray; wet ; mostly fines; few fine sand; trace grovel; medium plasticit y. CLAYEY SANDSTONE (SC); very de~se; I ight blue gray; wet; most ly fine sand; some fine~-;-·i~w plasticity; moderately cemented. 180 "' r 170 ~ l> -< 0 z 1 60 -:;; -,. 150 ~ 140 130 120 11O-11--------------------------------------------------------------------------------------------+-110 100 100 PROFILE HOR. 1" = 50' VER. 1" = 10' SCALE APPLICABLE FOR FULL SIZE ONLY DECLARATION OF RESPONSIBLE CHARGE "1 1 87+00 I her-eby declor-e that l om the Geotechnicol Engineer-of Wor-k for-the Log of Test Borings IShel'!ts 63 to 68), ond that I hove exer-cised r-esponsible charge over-the geotechnicol aspects of the br-idge design, os def ined in Section 6703 of the Business and Professions Code, oM thOt the geotecnnical aspects of design ore consistent wiTh current stondoros of proc,ice. I un~rs,ona thOt the check of The Bridge Plans ona Specifications by the City of Corlst>ad is confineo too review only ond does no-t relieve me, cs CeotecMlcal Engineer of Work, of m~ responsibilities for the geotecMicol aspects of the design. MAllH[W A. fACAN P.L 572-48 DAI( STATIONING ALONG POINSETTIA LANE "1 188+00 GROUP A DELT.t\ ~~.!:~~~~INC. ~-•,'a!ITCI ,,...1,..c • .n1, ,..,1 •»1•• 7 189+00 ---,- 190+00 DESIGNf.D BY: _-__ OAT£:~ DRAWN BY: BA SCAI..E.: ~ PRO...CCT MGR.: _Mf __ .00 NO.: J.!!.Q!L__ ENGINEER Of WORK: DATE.: t-lATTH(W A. f AGAN ~ ---,- 191+00 -;\\Of(SS1s ·?-~ § JTH(I .l. F ACAH ~ * NO. C~724a ; •-'4,,. CIVI\. ,,~"r ('"~ C>,l\'f.W~ ~ I I I I I ~m I C[TY OF CARLSBAD rn,,.,o : • • : I I I I -~""'"'"~;;';:· ~~™'"' • . " I "AS BU ILT" i--t-----t-----------f------+--+--l---l POINSUTIA 61 ~~ ll=l~! POINSETTIA LANE BRIDGES coP 1•-3• REW:VIED BY: iNSPffioR OAT( OAT( OArt I INITIAL ENGINEER Of wMK LOG OF TEST BORINGS I OF 6 APPROVED: JASON S. GE:LOERT ENGINEER MANAGER P£ 63912 EXPIRES 9/.J0/18 ~ O'M< BY: -D.-.TE INITIAL 0-'lt INITIAL CHKD BY·~--- Ont:,R ,'PPROVAL QTY APPA:OVAL. RVWO BY;~ PROJECT NO. DRA'MNG NO. CT 14-10 507-2 I I I I I I I I BENCHMARK: DESCRIPTION: LOCATION: CITY OF CALSBAD POINT 69 BEING A 2.5" DISC STAMPED "CLSB-069" ---1t~ 1-:::J CD <( N 1-z w CD ,.., 1-z w CD ! . V 1-:::J CD 1-Ci> RECORD FROM: TOP OF CURB AT THE SOUTHWEST CORNER OF EL CAMINO REAL ANO POINSETTIA LANE, 235 FEET FROM THE CENTER OF EL CAMINO REAL. RECORD OF SURVEY NO. 17271 188 ----~---- ill Li LEFT JT-1 '----------' BRIDGE t...;..J ----~--------------------·--·------ 1 ; . A-17-002 ,... _ ---~~~ ------- _,_9r3---·- t -·-·--------·,.__~POINSETTIA LANE A-17-004 ELEVA l ION: 272.46' DATUM: NGVO 29 BA51S "" SEARINGS: CALIFORNl A COORDINATE SYSTEM (CCS 83) ZONE 6, EPOCH D91..l5, BASED UPON GRID BEARING BETWEEN CITY OF CARLSBAD CONTROL POINTS 39 AND 68 PER RECORD OF SURVEY NO. 17271. IE N25° 39'12"E. 0 0 "'w C"> z + <( C"> ..J a, -<( • I- 0 I- A-17-001 ---------:·, -A=,-.,=ooa -~ --------h ------_,_ -·--·-·-----·--r···-, ----·-------·----8 i RIGHT_,/ fil I BRIDGE : PLAN 1" = 50' 210--,------------------------+-w "'"' 200-4----------------------- 190-1f------------------------- 180 170 160 +:" .... -150 z 0 I-<( i::; 140 ..J w 130 120 110 100 90 80 -4----------------------- z o-. 0 203' 0 a.. 1 A -1101002~ SILTY SAND ISM); loose; yel low brown; moist; mostly fine sona; some fines, low plosticity. Cont ains few clay blebs and i:, ------'-----.J~ vegetation. Ill!·) l...'.'.....I (511/.Sand;491/.Fines) KDil EDil IQITJI] ~ ~ illITIJ m::r::rr:J m::r:::ITJ m:::r:::rrJ :ocDIJ ]]Qiill m::r:::TIJ IlI1TI JLDTI m::r::II] ~ ]][IJI] TIITTIJ TIIDil m:::Dil IIIITIJ ~ 07-05-17 Boring terminated al El. 83.0 fl. Hammer Efficiency Ratio (Eri) = 83¾ SANTIAGO FORMATIQN: SILTY SANDSTONE (SM); very dense; light yellow and gray brown; moist; mostly fine sond; little f ines; nonplostic; weakly cemented; few orange iron oxide stains. Fine to medium groined. CLAYEY SANDSTONE (SC}; ver-y dense; mottled I ight gray and orange; moist; mostly fine sand; some fines; low plasticity; weakly cemented. (81¼ Sand; 191/. Fines) SILTY SANDSTONE (SM); very dense; light gray; saturated; mostly fine sand; some fines; low plasticityj moderately cemented. ..-SILTY SANDSTONE (SIJ); very dense; light gray brown; wet;-inOSt ly f ine sand; 1it-tle fines; nonplastic; strongly cemented. (55¼ Sand; 451/. Fines) SANDY LEAN CLAYSTONE (Cl); hard; dork reddish brown; wet; most ly fines; s0ftli-fine sand; low plasticity; moderately cemented. ,~onto ins few gypsum_ crystals. ________________________________________________________________________________ _ SILTY SANDSTONE (SM); very dense; dark gray; wet; mostly fine sand; some fines; nonplostic; moderately cemented. Contains thin clay laminae. Hord concretion from 48 to 49 feet . Very difficult drilling. _/FAT CLAYSTONE (CH); hard; dark gray; wet; mostly f ines; some fine sand; high plasticity; moderately cemented. Contains thin sand laminae. (71/. Sand; 93¼ Fines) ',ill -66; PL -20; Pl ~46) ________________________________________________________________________________________ _ SILTY SANDSTONE (SM); very dense; dork gray; wet; mostly fine sand; some finesj low plasticity; moderately cemented. SANDY CLAYSTONE (Cl); hard; dork gray; wet; mostly fines; some fine sand; low plasticity; moderately cemented. Contains thin sand laminae. SILTY SANDSTONE (S~); very dense; light gray; wet; mostly fine sand; little fines; nonplostic; moderately cemented . Hard concretion from 68 to 69 feet. Very difficult drilling. SANDY LEAN CLAYSTONE (CL}; hard; dark bluish gray; moist; mostly fines; some fine sand; low plasticity; moderately cemenred. Contains thin sand laminae. ------------------------------------------------------------------------------------------very dense; bluish gray; wet; mostly fine to medium sand; some f ines; low plasticity; few low angle joints .. (751/. Sand; 25¼ Fines) LEAN CLAYSTONE {CL); hard; dork gray; wet; mostly fines; few fine sand; medium plasticity; moderately cemented .. SILTY SANDSTONE (S~); very dense; gray; '"et; mostly fine sand; some fines; low plasticity; moderately to strongly cemented. Hord concretion from 92 to 94 feet. Very dif f icult drilling. SANDY LEAN CLAYSTONE (CL); hard; light greenish gray; wet; mostly fines; tittle fine sand; low plasticity; moderately cemented; massive. Hord concretion from 117 to 118 feet. Very difficult drilling. 210 200 190 180 170 160 "7 r 150 '.:2 l> -, 0 z 140 --t, .:: 130 120 110 100 90 80 70 __J_----------------------------------------------------------------------------~ 70 PROFILE HOR. 1" = 50' VER . 1" = 10' SCALE APPLICABLE FOR FULL SIZE ONLY 191+00 STATIONING ALONG POINSETTIA LANE 192+00 193+00 194+00 GROUP OESlCNEO BY: ____ OAT[: occ 2017 A DRAYfN BY: 8A SCALE: AS SHOWIN PR0.£CT lriGR.: _._F __ JOB NO: ~ DELTL\ ENGINEER Of" WQR)(: ~~'=--~~~~!f fit. OAT[: 1n1..,.;. U -•• I.._! •w-111111 t.lATTHEW A. F'ACAN RCE: C57248 I 195+00 196+00 "AS BUILT" RE'vlE\\£0 BY: INSPECTOR LiTII CITY OF CARLSBAD IISHEETSI ENGINEERING DEPARTMENT 68 l"'PROVEMENT PLANS FOR: t{UW~Dh71t:1~ POINS[mA 61 SOP 14-1 POINSUTIA LAN[ BRIOG[S cop 14-3• LOG OF TEST BORINGS 2 OF 6 OAIT APPROVED: JASON $. CELOERT ENQN[ER MANAGER PE 63912 EXPIRES 9/30/18 ~ DAI! INITIAL DAT[ INITIA1. DAT[ .. TIAL 0~ BY: -~II PROJECT NO. 11 ORAV.,NC NO. DAIT [HQNE[R <Y '#ORI( CHKD BY:~ c.r 14-10 507-2 OTl-l[R ~OVAi.. ON APPROVAL RWO BY: - GR2017~0799 I I I I I I I I I BENCHMARK: DESCRIPTION: LOCATION: CITY OF CALSBAD POINT 69 BEING A 2.5" DISC STAMPED "CLSB-069" TOP OF CURB AT THE SOUTHWEST CORNER OF EL CAMINO REAL AND POINSETTIA LANE, RECORD FROM: 235 FEET FROM THE CENTER OF EL CAMINO REAL. RECORD OF SURVEY NO. 17271 ELEVATION: 272.46' DATUM: NGVD 29 BASIS OF BEARINGS: CALIFORNIA COORDINATE SYSTEM (CCS 83) ZONE 6, EPOCH 1991.35, BASED UPON GRIO BEARING BETWEEN CITY OF CARLSBAD CONTROL POINTS 39 AND 68 PER RECORD OF SURVEY NO. 17271. IE N25° 39'12"E. 200 190 180 170 160 150 .:- '+--140 z 0 I- <lC ;;'. 130 _J w 120 110 100 90 0 0 ~lw o z ;: ~ "' -<( 0 +-V1 0 199' ITI!J rr::Dil I ao I 1., I IlITIJ -- IQITTI] IQIT:TI] ~ ~ 19511.41 m::rITl ~ )]QI:TIJ I 92 I 1.4 I ~ I 100 I u I illIII] ~ I ~llli I 1., I 06-26-17 Boring terminated of El. 89.0 ft. 1-:::, CD <r N I') I-I-z z w W CD I CD ! -·--.• __ 187 lil ,,..--BRIDGE L.\:1 __________ _ -. ..,._ --·-------------.L. ___ _j _____ -------------·- .,. 1-:::, ro 1 ~ -·----·-----. __ 188 .i A-17-002 " - ) . rl-, (t LEFT ill . -, ~-:;;:~;,;-. -----®1 .::11:00:if _-_ _---:~ _\~~-------- _i_9.~------ \-·· -----------·'-._ (l_ POINSETTIA LANE A -11-004 JJ-------·--Gf --i~iii~~ ~T-$ PLAN 1" = 50' M.Wffil!M; SILTY SAND (SM); medium dense; light brown; moist; mostly fine sand; some fines; noplostic. (741/. Sand; 261/. Fines) SANTIAGO FORMATION: CLAYEY SANOSTONE (SC); very dense; light orange brown; moist; mostly fine sand; some fines; low plasticity; weakly cemented. SILTY SANDSTONE (SM); very dense; light gray brown; moist to wet; mostly fine sand; some fines; nonplostic; weakly cemented. SILTY SANDSTONE (SM); very dense; mottled light gray and orange brown; wet; mostly fine to medium sand; little fines;-n~nplastic; moderately cemented. (771/. Sand; 231/. Fines) CLAYEY SANDSTONE {SC); very dense; I ight gray; wet; most ly fine sand; some fines; low plasticity. Mottled dork red, block and purple. SILTY SANDSTONE (SM); very dense; ctOrk blueish gray; wet; mostly fine sand; little fines; nonplastic; moderately cemented. SILTSTONE WITH SANO (ML); very dense; dark blueish gray; wet; mostly fines; little fine sand; low plasticity; moderately cemented. (231/. Send; 771/. Fines) SANDY LEAN CLAYST0NE (CL); hard; dark gray; wet; mostly fines; few fine sand; low plasticity; strongly induroted. Fossiliferous. SILTY SANDSTONE (SM); very dense; blueish gray; wet; most ly fine sandj some fines; nonplostic; moderately cemented; fossiliferous. Hord drilling at 57'. SILTY SANDSTONE (SM); very dense; I ight and dark gray; wet; mostly fine sandi some f ines; low plasticityj strongly cemented. Slow and difficult drilling. CLAYEY SANOS TONE (SC); very dense; I ight gray; wet; mostly fine sand; some fines; low plasticity; strongly cemented. SILTY SANDSTONE (SM); very dense; I ight and dark gray laminae; wet; mostly fine sand; some fines; low plasticity; moderately cemented. Contains scattered shel Is. ---------------CLAYEY SANDSTONE (SC); very dense; light gray; wet; mostly fine sand; some fines; low plasticityj massive; moderately cemented. SILTY SANDSTONE (SM}; very dense; light gray; wet; mostly fine sand; some fines; nonplastic; strongly cemented. 200 190 180 170 160 150 rT1 r 140 ~ » .... 0 z 130:;; .::': 120 110 100 90 Hommer Efficiency Ratio {Eri) = 83¾ 80 70 ===--~~-~~~~ 80 70 PROFILE HOR.1"=50' VER. 1" = 10' STATIONING ALONG POINSETTIA LANE 189+00 190+00 191+00 192+00 193+00 I [][JI CITY OF CARLSBAD IISHEETSI 1094+00 ENGINEERING DEPARTMENT 68 IMPROVEMENT PLANS FOR: N:UWL01]-U/":J~ SCALE APPLICABLE FOR FULL SIZE ONLY GROUP 0€SIGNEO BY: ____ OAT[: DE, 2011 A ORA'Mt BY: a• SCAl.£: ~ PRO..CCT MGR.: _Mf __ JOB NO.: .1i!.Q.!L_ OELT.t\ ENGINEER Of WORK: QtOlJP OUTA COfrjSUllANlS. INC. ~=--~ =~or.~•ti OAT£: 1~¥!,C, U '"" , ... ,, 00-1100 MATTHEW A. FAGAN RCE: C57248 "AS BUILT" POINSETTIA 6T PU0 14-12 SDP 14-15 PO!NS£mA LAN£ BRIOC£S coP 14-34 LOG OF TEST BORINGS 3 OF 6 DATE APPROVED, JASON S. G[LOERT (NCIN[[R "!\NAGER ~ R(~('O£D BY, Pr 63912 (XPIRES 9/30/18 OAI( INlTIAl OAT( ""TIAl OAIT INITIAL D~ BY -II PRO~CT NO. IIDRA~NG NO.I INSPECTOR DATE EHCINE(R Of WORK OTH(!t /,J>PRO'WJ,. OfY APPROVAL CHKD BY,~ c.r T4-10 RW.O BY: -507-2 GR2017-0799 I I I I I I I I I I BENCHMARK: DESCRIPTION: LOCATION: CITY OF CALSBAD POINT 69 BEING A 2.5" DISC STAMPED "CLSB-069" TOP OF CURB AT THE SOUTHWEST CORNER OF EL CAMINO REAL AND POINSETTIA LANE, RECORD FROM: 235 FEET FROM THE CENTER OF EL CAMINO REAL. RECORD OF SURVEY NO. 17271 ELEVATION: 272.46' DATUM: NGVD 29 BASIS OF BEAR INGS: CALIFORNIA COORDINATE SYSTEM (CCS 83) ZONE 6, EPOCH 1991.35, BASED UPON GRID BEARING BETWEEN CITY OF CARLSBAD CONTROL POINTS 39 AND 68 PER RECORD OF SURVEY NO. 17271 . IE N25°39'12"E. 210 200 190 180 170 + 't--160 z 0 I- <( ~ 150 ...J w 140 130 120 110 100 209' 11 fil 85" ]]QJ ~ ill] ill:DIJ m:rm IQI] ill] :iM:I RIIT] filITIJ J.QITTIJ !I..., co z ~ 5 a, 0 +-Vl <t 06-26-17 Soring terminated at El. 128.5 ft. Hommer Efficiency Ratio (Eri) = 83% 187 -. .., __ _ _ 188 --1---- 1-::, Cl'.) <( ' N 1-z w Cl'.) I") 1-z w Cl'.) __________ @_ .ei~t~R _fil'. ____ _ q- i-::, Cl'.) -:' ~ \ 9:5_ -- \94 ------1---- A -17-001 L-----rt:~~::A)-----~•,, . ·--\-1---·-·--·--·-----·-~ <t_ :'OINSETTJA LANE 1, -17-004 • ------·-'-·-·--·-·-•.••.• _ -·-,-···-C -·---·--······-r, W il RIGHT../ 8 ' BRIDGE : PLAN 1" = 50' SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; light brown; moist; mostly fine sand; some fines; nonplastic; weakly cemented. (76 7. Sand; 247. Fines) CLAYEY SANDSTONE (SC); very dense; light gray with orange stains; moist; mostly fine sand; some fines, low plasticity; moderately cemented. SILTY SANDSTONE (S~); very dense; I ight gray brown; moist; mostly fine sand; some fines; low plasticity. CLAYEY SANDSTONE (SC); very dense; tight yellow brown; moist; mostly fine to medium sand; some fines; low plasticity; weakly cemented. CLAY-{Y-SANOSTo-NE-(SCY;-very dense;-iight gray with yellow stains; wet; mostly fine-to-medTu~--s-arld;"-sOme fines; low plasticity; weakly cemented. (751/. Sand; 257. Fines) CLAYEY SANDSTONE (SC}; very dense; light gray and yellow brown; wet; mostly f ine sand; some fines; low plasticity; moderately cemented. Contains purple and dork orange stains. SILTY SANDSTONE (SM); very dense; blueish gray; wet ; most ly fine sand; some fines; nonplast ic; strongly cemented. CLAYEY SANDSTONE {SC); ver-y dense; blueish gray; wet; mostly fine sand; some f ines; low plasticity; moderately cemented. SANDY SlLTSTONE (Ml); hard; I ight blue gray; wet ; mostly fines; some fine-sand; low plasticity; strongty cemented. (387. Sand; 627. Fines) CLAYEY SANDSTONE (SC); ver-y dense; light gray; wet; mostly fine sand; some fines; low plasticity; moderately cemented. SILTY SANDSTONE (SM); very dense; gray; wet; mostly fine sand; some fines; nonplastic; strongly cemen-ted~----- -FAT CLAYSTONE (CH); hardj dark gr-oy; wet ; mostly fines; little fine sand; high plasticity; strongly indurated. __ SILTY_SANDSTONE_(SM); very_dense; gray; wet; mostly_fine_sond; some fines; nonplostic; stro'!gJy_cemented. _____________________ _ SANDY LEAN CLAYSTONE (CL); hard; dork gr-oy; wet; mostly fines; little fine sand; low plasticity; strongly indurated. Sil TY SANDSTONE (SM); ver-y dense"; gray; wet; mostly fine sand; some fines; nonplastic; st rongly cemented. FAT CLAYSTONE WITH SANO (CH); ha-rd; dork gray; wet; mostly fines; little fine sand; high plasticity; str0n(J1)'-indurated. CLAYEY SANDSTONE {SC); very dense; light blueish gray; wet; most ly fine sand; some fines; low plasticity; moder-ately cemented. 210 200 190 180 170 fT1 r 160 ~ l> ..... 0 z 150-:;; -= 140 130 120 110 100 90 _j_ _______________________________________________________________________________ _,__ 90 PROFILE HOR. 1" = 50' VER. 1" = 10' SCALE APPLICABLE FOR FULL SIZE ONLY 190+00 191+00 GROUP A DELTA ~~Ji!~:::~~!} M:. U:-1, SUITCI l""'IC, (~ W.U j-) 00--flOII STATIONING ALONG POINSETTIA LANE I 192+00 193+00 194+00 195+00 D£9CNED 8'1': ____ OAT£; I!' 2917 "AS BUILT" ORA.~ BY: 6A SCA.LE: AS SHO'Mi PRO.£.Cf MCR.: _IIF __ JOB NO.: .lliIDA_ ENG&NEER Of WORK: REW:v.ttl BY, OAT(: UA TTHEW A. f' AGAN Ra:, C57248 INSPECTOR Ci]I CITY OF CARLSBAD II SHEETS I ENGlNEERING DEPARTMENT 68 IMPROVEMENT PLANS FOR: ~vrr,t::0 1_7-vn:J POINSETTIA 61 PUO H-12 SOP 14-15 POINS[TllA LAN[ BRIDGES CDP 14-3< LOG OF TEST BORINGS 4 OF 6 DATE APPROVED, JASON S. GELDERT ENQNEER MANAC(R P£ 63912 EXP1RES 9/30/18 ~ DATE INITI41.. DAl[ INITI.\l DATE .. TIAL Ol>N BY, -:II PROJECT NO. IIDRAl\1NG NO.I DATE (NQNC[R (Y' '#ORK OTHER APPROVAl Of'f APPi:t'OVAl CHKD BY,~ C 1 74-70 RV\\U BY, -507-2 _m2017-0799 REFERENCE: CAL TRANS SOIL & ROCK LOGGING, CLASSIFICATION, AND PRESENTATION MANUAL (2010) GROUP SYMBOLS AND NAMES Graphic/Symbol Group Names Graphic/Symbol Group Nomes I I ~ Wel l -graded GRAVEL V~ / Lean CLAY . • ,, GW V / Lean CLAY with SAND ••·• Well-graded GRAVEL with SAND ~ Lean CLAY with GRAVEL • -----------------~ CL SANDY lean CLAY P,,g'c5;, Poorly-graded GRAVC:L ½ SANDY lean CLAY with GRAVEL ooo' GP GRAVELLY lean CLAY o0 o :;"( Poorly-graded GRAVEL with SAND / GRAVELLY lean CLAY with SAND -Wei 1-groded GRAVEL with SILT V/ SILTY CLAY . a, GW-GM ,/ SILTY CLAY with SAND • Wei I-graded GRAVEL with SILT and SAND i/ SIL TY CLAY with GRAVEL • [/ CL-ML SANOY SILTY CLAY ~. rel I-roded GRf VEL with CLAY SANDY SIL TY CLAY with GRAVEL a•~· GW-GC w~~l~g~~~e~L~~AVEL with CLAY and SAND [/ GRAVELLY SILTY CLAY . • •I).' (or SlL TY CLAY and SAND) / GRAVELLY SIL TY CLAY with SAND I ~g Poorly-graded GRAVEL with SILT SILT . oq, GP-GM SILT with SAND 0 c Poorly-graded GRAVEL with SILT and SANO SILT with GRAVEL ~ 1• ML SANDY SILT ~a 1/0 Poorly-graded GRAVEL with CLAY SANDY SILT with GRAVEL o p.;: (or SIL TY CLAY) ocl,Vo GP-GC Poorl~-graded GRAVEL with CLAY and GRAVELLY SILT . 00 ' 0~ SANO \or SILTY CLAY and SANO) GRAVELLY SILT with SANO i~ 5b, SIL TY GRAVEL Vw r ORGANIC lean CL AY .c~ C, GM t0 ORGANIC lean CLAY with SANO cc 0 , SILTY GRAVEL with SAND EB ORGANIC lean CLAY with GRAVEL ' OL SANDY ORGANIC lean CLAY ~ ,)< CLAYEY GRAVEL w SANDY ORGANIC lean CLAY with GRAVEL GC r/ GRAVELLY ORGANIC lean CLAY CLAYEY GRAVEL wit h SANO '/, GRAVELLY ORGANIC lean CLAY with SANO 0 SIL TY CLAYEY GRAVEL ORGANIC SILT . -~ GC -GM ' I ORGANIC SILT w, th SANO V SIL TY, CLAYEY GRAVEL with SANO l ORGANIC SILT with GRAVEL I OL SANDY ORGANIC SILT •, • • We i I-graded SANO SANDY ORGANIC SILT with GRAVEL •. • • SW I GRAVELLY ORGANIC SILT Well-graded SANO wit h GRAVEL GRAVELLY ORGANIC SILT with SAND I I , . . . . Poorly-graded SAND 0 Fat CLAY . SP '_,/" / Fat CLAY with SANO Poor-ly-graded SAND with GRAVEL ~ Fat CLAY with GRAVEL h-'..;..;..,,+---+--------------------lir# CH SANDY fat CLAY •· Well-graded SANO with SILT ~ SANDY fat CLAY with GRAVEL •. SW-SM r ,f GRAVELLY fat CLAY Well-gr aded SANO with SILT and GRAVEL /. GRAVELLY fat CLAY with SANO •·,j~ Well-roded SAND with CLAY Elastic SILT . /. SW-SC (or S L TY CLAY) E lostic SILT with SANO • /• Wel l -roded SAND with C!AY and GRAVEL Elastic SILT with GRAVEL · (or SL TY CLAY and GRAV L) MH SANDY elastic SILT I I . . Poorly-graded SAND with SILT SANDY e lastic SILT with GRAVEL SP-SM GRAVELLY elastic SILT Poorly-graded SANO with SILT and GRAVEL GRAVELLY elast ic SILT with SANO /: Poorly-graded SANO with CLAY -r"f?"'ll ORGANIC fat CLAY V SP-SC (or SlLTY CLAY) . ~',/),p ORGANIC f at CLAY with SAND / Poor].y-graded SAND with CLAY and) ORGANIC fat CLAY with GRAVEL ·: , , GRAVt.L 1or SIL TY CLAY and GRAVEL Ea OH SANDY ORGANIC fat CLAY SIL TY SANO Ea SANDY ORGANIC fat CLAY with GRAVEL . , · SM 'F';; GRAVELLY ORGANIC fat CLAY SIL TY SANO with GRAVEL ,,,!// GRAVELLY ORGANIC fat CLAY with SAND I I I l/.rf0<. ,· CLAYEY SAND )) )) )) ORGANIC elost(c SILT . V/·. SC 11' I ORGANIC elastic SILT with SANO -~/ CLAYEY SAND with GRAVEL )) )) ORGANIC elastic SILT with GRAVEL , Ii , I OH SANDY ORGANIC elastic SILT V-SILTY, CLAYEY SANO ~ ll SANDY ORGANIC elastic SILT with GRAVEL [/ SC-SM I GRAVELLY ORGANIC elastic SILT r/. SILTY, CLAYEY SANO with GRAVEL ll ~ n GRAVELLY ORGANIC elastic SILT with SANO --~~•-ORGANIC SOIL '•e-"e-" PT PEAT 'j;:"Jr ORGANIC SOIL with SAND e-" e-" ,, ~ ORGANIC SOIL with GRAVEL '. " " ~ OL/OH SANDY ORGANIC SOIL ~ . . . COBBLES [0 SANDY ORGANIC SOIL with GRAVEL COBBLES and BOULDERS .J,,::, GRAVELLY ORGANIC SOIL BOULDERS -Jr-GRAVELLY ORGANIC SOIL with SAND I I GROUP 0£SICNEO BY: _-__ DATE: I!:~ 2Qt7 A ORAMi BY: aA SCAU, AS SHOWN PRo..ECT MGR.: _M_f __ J08 NO.: .!.!1Q!L_ CELT~ ENGIN£.ER Of v.QRK: ~~~:C::!:~~wc. DATE: U -.oa.,, Sllll'I I ll!',IC,Utl41t l,..tl •,0-11111> MArniE'# A. FAGAN """ C57248 I FIELD AND LABORATORY TESTING 0 Consolidation (ASTM D 2435) @ Col lapse Potential (ASTM D 5333) @ Compaction Curve (CTM 216) @ Corrosivity Testing (CTM 643, CTM 422, CTM 417) @) Consolidated Undrained Triaxial (ASTM D 4767) @) Di rect Shear (ASTM D 3080) @ Expansion Index (ASTM D 4829) @ Moisture Content (ASTM D 2216) @ Organic Content-% {ASTM D 2974) 0 Permeabi I ity (CTM 220) @ Particle Size Analysis {ASTM D 422) @ @ s 0 ® @) @ @ @) @) (§) R'EVIE'-M:0 BY: INSPECTOR Plasticity Index {AASHTO T 90) Liquid Limit (AASHTO T 89) Point Load Index (ASTM O 5731) Pressure Meter R-Volue (CTM 301) Sand Equivalent (CTM 217) Specific Gravity (AASHTO T 100) Shrinkage Limit (ASTM D 427) Swel I Potential (ASTM D 4546) Unconfined Compression-Soi I (ASTM D 2166) Unconfined Compression-Rock (ASTM D 2938) Unconsolidated Undrained Trioxiol (ASTM D 2850) Unit Weight (ASTM D 4767) "AS BUILT" DAT£ DATE "'""- DATE £NQNECR Of 'M)R>( APPARENT DENSITY OF COHESIONLESS SOILS Description SPT N6o (Blows / 12 in.) Very Loose 0 -5 Loose 5 -10 Medium Dense 10 -30 Dense 30 -50 Very Dense Greater t han 50 MOISTURE Descr iption Criteria Dry Na discernable moisture Moist Moisture present, but no free water Wet Visible free water PERCENT OR PROPORTION OF SOILS Description Criteria Trace Particles are present but estimated ta be less than 51/. Few 51/. -101/. L it tle 151/. -251/. Some 301/. -451/. Mostly 501/. -1001/. PARTICLE SIZE Description Size ( in.) Boulder Greater than 12 Cobble 3 -12 Grovel Coarse 3/4 -3 Fine 1 /5 -3/4 Coarse 1 /1 6 -1 /5 Sand Medium 1 /64 -1 /16 Fine 1/300 -1/64 Si I t and CI ay Less than 1/300 []TII CITY OF CARLS BAD IISHEETSI ENGINEERING DEPARll.l[NT 68 RO W2017-u 1::19 IMPROl<l:MENT PLANS FOR, POINSETTIA 6! 's\l~ U:li2 POINSETTIA LAN[ BRIOC[S CDP 14-3< LOC OF TEST BORINGS 5 OF 6 APPROl<l:D, JASON S, GELDERT ENGINEER t.lANAG(R PE 63912 EXPIPES 9/30/18 ~ OAT[ INITIAL OAIT "'""-O'WN BY: -:II PROJECT NO. II DRAWINC NO.l CHKO BY:--:--- Ofl-lljf APPROVAL OTY APPfk)VAL Rw,{) BY, C.T. 14-10 507-2 GR2017-0799 I I I I I I I I I REFERENCE: CAL TRANS SOIL & ROCK LOGGING , CLASSIFICATION, AND PRESENTATION MANUAL (2010) CEMENT ATION Oescr i pt ion Cri t eria Descript ion weak Crumbles or breaks wit h hand! ing or I ittle finger pr essure. Very Sof t Moderate Crumbles or br eaks with consider able finger pressu r e. Soft Strong Wi 11 not crumble or br eak with f inger pressur e. Medium Stiff Stiff Very Stiff Hor d BOREHOLE IDENTIFICATION Symbol Hole Oescript ion Type B A Auger Boring ~ R Rot ary dri lied boring p Rotary percussion boring (air) ~ R Rotary dr i I I ed diamond core Desc ript ion Nonplost ic Low 00 HO Hand driven (1-inch soil tube) HA Hand Auger 0 D Dynamic Cone Penetration Bor ing Medium ... CPT Cone Penetrat ion Test (ASTM D 5778-95) □ 0 Ot her Note: Size in inches. C .S' +-0 u 3 Toµ nUlt::' C l . I I Casing driven-----~ -• ,i Size of Sampler ~ ( inches) SPT N-Value __,, (per ASTM 1586-99), P = push sample, Elev. Datev measured Material change material Tests or as noted Estimated material change Soi I /Rock boundary Boring Dote Terminated at Elev Hommer Energy Rat io (ER;) = 1/. ROT ARY BORING C .S' +-0 u High 31 Hole !.D. Tof> Hole El . Blows per 12" --30 (Using 28 lb hand ·. "i rilic hammer with a 12" l;·V-~/\~- drop or as noted) p Pulled Pipe < 60 p 500 Refusal Boring Date Terminated at Elev HAND BORING GROUP OESICNED BY: ____ OAT[: oct 2Q11 A DRA'Mt BY: a• SCAU: AS SHOYIN PRO..ECI t.lCR.: _Uf __ J08 NO.: ~ CELT~ £NCl:NHR Of WORK: CRQJP 00..TA COl'ISUlfAHTS. NC. UOGI.UII ... CllOl.°'!lfS »-.•,1111rtl DATE: ll!'flC ,U sttlt !,..ti t,O.llQO MATTHEW .t.. F'AGAH RC£; C572'8 CONSISTENCY OF COHESIVE SOILS Unconfined Pocket Torvane Compressive Penetrometer Field Approximation Strength (tsfl Measurement ( ts f) Measurement (tsf) < 0.25 < 0.25 < 0.12 Eas i I y penetrated severa I inches by fist 0.25 to o.50 0.25 to 0.50 0.12 to 0.25 Easily penetrated several inches by thumb 0.50 to 1.0 0.50 to 1 .O 0.25 t o 0.50 Penetrated sever a I inches by t humb with moderate effort 1 to 2 1 to 2 0.50 to 1 .0 Read i I y indented by thumb but penetrated only with great effort 2 t o 4 2 to 4 1.0to2.0 Readily indented by thumbnoi I > 4.0 > 4.0 > 2.0 Indented by t humbno i I with difficulty PLASTICITY OF FINE-GRAINED SOILS Criteria A 1/8-inch thread cannot be rolled at any water content. The t hread con barely be r olled and t he lump cannot be formed when drier t han the plastic limit. The thread is easy to roll and not much time is r equired to reach the plost ic limit. The thr ead cannot be rerolled of ter reaching the plastic I imit . The lump crumbles when drier than the plastic limit. It tokes considerable t ime rol I ing and kneading to reach the plast ic I imit. The thread con be rerolled several t imes after reaching the plastic I imit. The lump can be formed without crumb! ing when drier than the plastic I imit. C .S' +-0 u 31 Hole !.D. NC No count recor~ ~ Pushed ! Driving rote in ~o seconds per 12" ii (using a Stanley 56 MB 156 percuss ion ~i hammer ond a 2. 2" ~5 Pressure measured along sleeve friction element (34.88 in2 area) divided by pressure measured on tip element. C 0 Hole 1.0. cone, or as noted) 1/3 15 6 4 2 6 10 20 30 Boring Date Terminated at Elev 100 DYNAMIC CONE PENETRATION BORING "AS BUILT'' DAll REW:WEO BY: OAT[ INITIAL INSPECTOR DATE CNOHEtR rX' WORK 200 Friction Ratio (1/.) Tip Bearing (tsf) Boring Date Terminated at Elev CONE PENETRATION TEST (CPT> SOUNDING []"[JI CITY OF CARLSBAD IISHEETS I ENGlNEERING DEPARTMENT 68 IMPROVEMENT PLANS FOR: t<uW:2017-U/9';1 POINSETTIA 61 PUO 14-12 SOP 14-15 POINS[TT1A LAN[ BRIOC[S CDP 1 <-3• LOG OF TEST BORINGS 6 OF 6 APPROl<t:O, JASON S. GELOERT ENQNEER M~AGER PE 63912 El<PiRES 9/30/18 ~ 0Al[ INITIAL OATE INITIAL O'wN BY: -=II PROJECT NO. 11 DRA-W,NG NO. CHKO BY:--:-- Olli[R APPROVAL C1TY APPROVAL RW.O BY, -CT 14-10 507-2 GR2017=-0799 ~- APPENDIX A FIELD EXPLORATION APPENDIX A FIELD EXPLORATION The subsurface exploration program included a visual and geologic reconnaissance of the site, and the drilling of four supplemental exploratory borings at the approximate centerline of the proposed bridge support locations. The borings were conducted between June 22nd and July 5th, 2017. The borings were extended to a maximum depth of 120 feet below surrounding grades, and were grouted full depth upon completion. The approximate locations ofthese four borings are shown on the Exploration Plan, Figure 3A. Logs for these borings are provided in Figures A-1 through A-4, immediately following the Boring Record Legends. The borings were conducted by Pacific Drilling Company using both the Unimog (Wolverine) truck mounted drill rig, as well as the Fraste LAR track mounted drill rig to account for limited access. Both drill rigs used 6-inch diameter hollow stem flight augers. Drive samples were collected from the borings using an automatic hammer with an average Energy Transfer Ratio (ETR) of about 82 to 83 percent for the two drill rigs. Disturbed samples were collected from the borings using a 2-inch outside diameter Standard Penetration Test (SPT) sampler. Le ss disturbed samples were collected using a 3-inch outside diameter ring lined sampler (a modified California sampler). These samples were sealed in plastic bags, labeled, and returned to the laboratory for testing. For each sample, the number of blows needed to drive the sampler 12 inches was recorded on the logs. The field blow counts (N) were normalized to approximate the standard 60 percent ETR, as shown on the logs (NGo). Bulk samples were also collected from the borings at selected intervals. The boring locations were determined using staking provided by O'Day Consultants. The locations should not be considered more accurate than is implied by the method of measurement used and the scale of the map. The lines designating the interface between differing soil materials on the logs may be abrupt or gradational. Further, soil conditions at locations between the excavations may be substantially different from those at the specific locations we explored. It should be noted that the passage of time may also result in changes in the soil conditions reported in the logs. GROUP DEL T .l\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065.doc SOIL IDENTIFICATION AND HOLE IDENTIFICATION DESCRIPTION SEQUENCE Holes are identified using the following R efer-to convention: a, S ection H-YY-NNN V ~ ;;; C: C: a, Ide ntification ·5 0 Where: ::s "C .0 CT ~ g-C o mpo n e nts al tG a, c.. en u: _. 0:: 0 H: Hole Type Code 1 G ro u p Na me 2 .5 .2 3.2.2 • YY: 2-digit year 2 G roup Symbol 2.5.2 3.2.2 • NNN: 3-digit number (001-999) D escr-iption Compone nts Hole Type Code and Descriptio n 3 Consis te n cy of 2.5.3 3.2.3 • Hole Type Description Cohesive Soil Code Apparent Density A Auger boring (hollow or solid stem, 4 of Cohesion less 2 .5 .4 • bucket) Soil R Rotary drilled boring (conventional) 5 Color 2 .5 5 • Rotary core (self-cased wire-line, 6 M oisture 2 .5 6 • RC continuously-sampled) Percent or 2 .5 .7 3.2.4 • Proportion of Soil 0 RW Rotary core (self-cased wire-line, not continuously sampled) 7 Particle Size 2 .5 8 2.5.8 • 0 p Rotary percussion boring (Air) Particle Angularity 2 .5 .9 0 H D Hand driven (1-lnch soil tube) Particle S hape 2 .5 10 0 HA Hand auger 8 P lastic ity (for fine -2 .5 .1 1 3.2 5 0 D Driven (dynamic cone penetrometer) i:iraine d soil) CPT Cone Penetration Test 9 Dry Strength (for 2 .5.12 0 0 Other (note on LOTB) fine-qrained soil) 10 Dilatency (for fine-2 .5 13 0 i:iraine d soil) 11 Toughness (for 2 .5 .14 0 Descri~tion Seguence Exam~les: fine-grain ed soil) 12 S tructure 2 .5 .15 0 13 Ceme ntation 2 .5 .16 • SANDY lean CLAY (CL); very stiff; Percent of yellowish brown; moist; mostly fi nes; Cobb les and 2 .5 17 • 14 Boulders some SAND, from fi ne to medium; few D escript ion of gravels; medium plasticity; PP=2.75. Cobbles and 2.5.18 • Boulde rs Well-graded SAND with SILT and 15 Consistency Field 2 .5 3 • Test Result GRAVEL and COBBLES (SW-SM); 16 Additional 2 .5 19 0 dense; brown; moist; mostly SAND, Comments Describe the soil using descriptive terms in from fine to coarse; some fine GRAVEL; few fines; weak cementation; 10% the order shown GRANITE COBBLES; 3 to 6 inches; Minimum Reguired Seguence: hard; subrounded. uses Group Name (Group Symbol); Consistency or Clayey SAND (SC); medium dense, Density; Color; Moisture; Percent or Proportion of Soil; light brown; wet; mostly fine sand,; little Particle Size; Plasticity (optional). fines; low plasticity. o = optional for non-Caltrans projects Where a~~licable: Project No. S0412A Cementation; % cobbles & boulders; GR□UP Description of cobbles & boulders; Consistency field test result Poinsettia Lane Bridges -Lennar Homes REFERENCE: Caltrans Soil and Rock Logging, f'~ Classification, and Presentation Manual (2010). DELTA BORING RECORD LEGEND #1 GM cc GROUP SYMBOLS AND NAMES GroupN~ ,J:1:A.vll _..,.._v•.&~ C,AA"'tl.. .ei. £.A~t' PO¢, g,_,""9 GRA\ t.l -,.., T>CMd GA4 [l •--SA"-.JO ,\., .,?'•,Je,tf<.,AA 'LL •ttt\Cl4Y lot SM. T, ,\♦ ~Y.te<I (,.qi&VEL •fl', Cl At ,ar,,4 SA• , t,. TT Cl.\'r ..v-4 SA~Ot ~ ,or,,. l Mt.d G~AV[i.. •-•l'I Sil T P ...,., 9 .>"""'4 CkAVf 1. ...o &• t ...., s1o.•;1C ~ :.-.. "~!~~•"£ •rlftCt.AV P lV-./~!;~·~~,.:~a•~ .. -.J~L ti.TY (:.QA\'tl n. tv CLih(v GR•'IH ,~ 1 't Q.A"t'(Y CRA El • 1'"· A~0 t-oort.,,.~1JJ't(• p,....,,,,,.11~ SAJ;1(. •.n.f'.A..\'1.l ,\·•~.w.-.J$A.t,P•"'S....t .-ld(,RAvt.l f,•a.o,-.a<M4$At.:,•dhCLA.Y o,t'$1 l "f' l4Y1 ,\.-9">jed a.ANO""'"' CtA-,..,., GJu\ l tor SJL lY CLAY~ (.~A.V(lJ PDOll'l',g;-..._,,S.A.NO••S•t Pnortt o-.OW At,O • 4k Sil T .WS CAA\ t ') F c,,Jrg~S.4U{lAM-CLAYfotS .. TY C AY ..-Cl CL OtoupNanw-s l•_, C.,A'f A'r .,_., A'IO Ht\ Q.4) •• GA.A\'fL .,a,c,y !,tar, \,.L4Y $Al".0'r It,¥! C\.4.) ...,_, GR,\VfL <;R-'Vfll" ..,3"\C-4.A" q,&V(U Y a.M"i ClA"t .,.,_. SA,tO Sllh(I.A" 11. l'I' C:lAY 4'":f1 5,A,-..0 l"t' ClAY "•n C,.RA/'Fl CL.PAL .-.,-.,v SI. TY Cl.Al' ""-"'-t'IYSl.hC\A'I ,.1'\•,RA\,fl A.4\ Ell 'f' SIL h CL.IV -+<iRAVfLl'T S l H CLAY ••t1!,Ato SI.I l.1 •-tt.P,.,O ~T •" C'IA\U ML A..OY SI. r OL ,A~(,y Sil J •itt1 JU,• l l A.A 'f l ~ SU 1' GRA\1£ l, r,.111 • ...,5..,,.0 •RCA,,C •;tlf'I ( l AY a.,.. Ci,RA iEl ;;,.A,._.O'r ORGAt-ltC, s..-, l,,;LA'f OL AAOY c R~AnlC ~,~,. --4~[.W C ~~~nc ... ,~ T .... , C,QA\ H RA\ h.l 'I C\AL>A,.,.,C $~ T I ~'Uo•"ClLV uRC4.M Sti..T • th ~A'-1( 1'.)f (LAV ~.-C'L4Y """ $A.NO .-CL.AY •• GQA',1.L CH ~['l't •:,1t.;LA.'f .AI\I('\' '.-t ClAY "'""'°' ,s:\A Ci. <,;A.A.·11...1, 1.-1 C "' l GRA,lll" ,~1ClA••lfhSA"i( (Lu.b( $1 ... T n.uw S• t •~ SA• lL.»bt Sl. r "" :t C,AAmt:.~ MH At,,,;DY ,. .. ,111c: Sll. I >A."'°'OY •b~1< Slt. T •• C,AA\'£1.. 'l.A'iff ll V ~\• C SQ .. ORA'o'[ll 't' ••..nt t ~il T-. !f\ &ANO IUluAUtC t~1 Cl 4T A.GAN t.-.t CLAY.,,,. ~ANO .fl(.AW t~(L,h ..,,_...(,~A\ll\, i~ '"~t~ GAA.f~tt ~ GRAV! .• _) ~-i----------u , ... , ... ~ti') OH A•.ov oqr .. v , l.M ClA'r ,Ato..OY R~!'"'Cf..-QA'I •llh(,RA'<f JtA' t.l l t C,qCAt. r.-. CLAY PT $~ TY SANO a I' CAA','El ,) j Pf.Al C(lfflES C<l~~ll$_.,. l!OVlOtAS IIOUlOtcAS OH A--..OY ~•'< t lA~nc s1,, "'c ... ~R~.IC .._:tit St.. l -~ r .• ,UYfl R.A·,(lt,<~G.t.M-.tt••cSt.T GRA\El l 1 OR,·•AMC ef,h.t< SP.. I • th SA~O OR.io4f>••C SO& ORc.ANtC :>Oil. ..,,,.., SANO R ... ,ANIC ~Oil •.-th GR4Vtl. OL/OH ... ,m C ~c ... ,,.c $Oil. ~'I.O'f OQO.Mt \.:Mt, • t (..RA.Vt L A.A','Ell., Ci.fGAmC ~Oil GAA\fLl,,,. c.>lh,Ahl SOil.,,. ,n C.MlO DRILLING METHOD SYMBOLS R1] Auger Dnlltng r] Rotary Drtlltng D Dynam,c Cone f:l Diamond Core t;:J or Hand Driven ~ FIELD ANO LABORATORY TESTING C CL CoUolp & Pot1,nlt,II 1ASTt.l O !,331) CP f ompuch0t1 Ctuvff (Cl t.1 .. t,,1 CR l,.C,HOSlufl SOJlfillO,> ChlooJus ll TM v-13 C Tr.I 111 C 1M 4 )2\ CU Lvtl",Ol"J,\lfp(I llndt.11f11 J Tr•,u1t1I IA5-T._10 47ti7l OS ll•vrt Sh(-(11 IA'-TP.I D lOAO/ El E,p,m'IHJfl Ind&• tASHI O 48291 M ~-IOt~ture t.ont<•nl ~AS H t O :no> OC OtrJ,"lmC f onh.,nl tASHi.1 () :"-4/4) P P .. 11neat>dty tCHI .201 PA p,,,t,rltJ "-1114• Ano1v1-u, 1A~ U,1 0 422) Pl l9quld Lmut Plit ... l•t l1rrnt PIJ~tN ,ty lf.,_J~,: AASttTO T ij\J AA<.HTO T "01 PL Po,nllondloo1>1 ,ASH1ll',Tll\ PM P1tti.su,,, t.lult.•f R R Vokw 1l,. Tl,I lOI) SE Snno Eqwvolt<,nl ll TU ;,11, SC !>pe<,lloc b tdYilV (AASHIU T 100) SL Sh11nk1k,I• Ltmll (ASH.I O 4171 SW S"'"" POti>fllkll tAS TM (I 4"4tl) UC Uncoo1rifttfC.:Omp,1e~~MJt 'totlfA"Tf.lCJ'21bt) lfneonfw1♦ d CompUhSKll\ RO(k CA~ Tf 1 0 29J'S, UU Unconsohdoted Undrau,~" Tlk.r10,1I ,Asn, t12e50, UW U111I W<>~Jt11 IAS II.I U 411,f) SAMPLER GRAPHIC SYMBOLS Standard Penetration Test (SPTJ Standard Caltfomia Sampler Modrf•ed Caltforn,a Sampler (U .. m, J .. 00) Shelby Tube NX Rock Core Bulk Sample []] P1s1on Sampler [I HO Rock Core ~ Other (see rem.irks) WATER LEVEL SYMBOLS ✓ First Water Level Reading (dunng dnlling) T S1a11c Water Level Reading (aticr dnllmg. dal~) Definitions for Change in Material Term Material O,ange Definition Change in material is observed in the sample or core and the location of change can be accurately localed, Symbol REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010). Eslimated Material Oiange Change in material cannot be accurately located either because 1he change is gradational or because of limitations of the drilling and sampling methods, Soil / Rock Material changes from soil characteristics Boundary to rock characleristics, Project No. SD412A Poinsettia Lane Bridges Lennar Homes BORING RECORD LEGEND #2 CONSISTENCY OF COHESIVE SOILS Description Shear Strength (tsf) Pocket Penetrometer, PP Torvane, TV, Vane Shear, VS. Measurement (tsf) Measurement (tsf) Measurement (tsf) Very Soft Less than O 12 Less than O 25 Less than 0. 12 Less lhan 0. 12 Soft 0.12 • 0.25 0 25 • 0 5 0,12 • 0.25 0.12 • 0 25 Medtum Slirf 0.25 -0.5 0 5 • 1 0.25 • 0.5 0 25 • 0.5 Stiff 0.5 • 1 1 • 2 0.5 • 1 0 5 • 1 Very Stiff 1 • 2 2-4 1 • 2 1 • 2 Hard Grealer lhan 2 Greater than 4 Greater than 2 Greater than 2 APPARENT DENSITY OF COHESIONLESS SOILS MOISTURE Description SPT l'%o (blows / 12 Inches) Description Criteria Very Loose 0 -5 Dry No d1scemable moisture Loose 5 • 10 Medium Dense 10 • 30 Moist Moisture present but no free water Dense 30 • 50 Wei Visible free water Very Dense Greater than 50 PERCENT OR PROPORTION OF SOILS PARTICLE SIZE Description Criteria Description Size (In) Trace Parllcles are present but estimated Boulder Greater lhan 12 10 be less lhan 5% Cobble 3 • 12 Few 5 • 10% Coarse 3/4 -3 Gravel Fine 1/5 • 3/4 Little 15 • 25% Coarse 1/16 • 1/5 -Some 30 -45°'8 Sand Medium 1/64 • 1/16 Mostly 50-100% Fine 1/300 • 1/64 Sill and Clay Less than 1 /300 CEMENTATION Plasticity Description Criteria Description Criteria Weak Crumbles or breaks with handling or Nonptastic A 1A3-in. thread cannot be rolled at hltle finger pressure. any water content. Moderate Crumbles or breaks with considerable finger pressure Low The thread can barely be rolled and Strong Will not crumble or break with finger the lump can not be formed when pressure. drier than the plastic limit. Medium The thread is easy to roll and not REFERENCE: Caltrans Soil and Rock Logging, much time is required to reach the Classification, and Presentation Manual (2010), with plastic limit. The thread cannot be the exception of consistency of cohesive soils vs. rerolled after reaching the plastic Nso• limit. The lump crumbles w hen drier tha n the plastic limit. High It takes considerable time rolling CONSISTENCY OF COHESIVE SOILS and kneading to reach the plastic limit. The thread can be rerolled Description SPT N60 (blows/12 inches) several times after reaching the Very Soft 0-2 plastic limit The lump can be formed w ithout c rumbling w hen Soft 2-4 drier than the plastic limit. Medium Stiff 4 -8 Stiff 8 · 15 Very Stiff 15 • 30 Project No. S0412A Hard Greater than 30 GR□UP Ref P~k. Hansen, and Thomburn, 1974, "roundaUon Englf"leenng, • Second Edition. Note Only to b• used (w,th u ut.on) when pocket penttrome1er Poinsettia Lane Bridges or other data on undra1npd sh@ar strength are unava1labl@. -Lennar Homes Not allowed by Ciltrans Soil ;and Roc.k logg1ng and Oanificat1on f'~ M1mial, 2010. DELTA BORING RECORD LEGEND #3 ,-.. II PKUJtl,; I NAME I PROJECT NUMBER BORING BORING RECORD Poinsettia Lane Bridqes SD412A A-17-001 SITE LOCATION I START l FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Develooment 6/28/2017 6/28/2017 1 of 3 DRILLING COMPANY DRILLING METHOD l LOGGED BY I CHECKED BY Pacific Drilling Company Hollow Stem Auger CKV MAF DRILLING EQUIPMENT BORING DIA. (In) TOTAL DEPTH (ft~ GROUND ELEV (ft) l DEPTH/ELEV. GROUND WATER (ft Unimoq (Wolverine) Truck Riq 6 81 I 212 Y 25.0 1187.0 SAMPLING METHOD NOTES Automatic Hammer ETR ~ 82%, N60 ~ 82/60 * N ~ 1.37 * N .... ... ... ~ Cl. w 0 -10 -15 -210 - -205 - -200 - - -195 1-- w Cl. ~ w _J Cl. ::E ;Ji ci z w _J Cl. ::E <( (J) 8 R-5 8 6 5 10 10 10 21 38 66 38 50 (2") ~ t:: ~ 0 _J OJ 11 20 104 188 15 18 142 172 5.3 3.9 ~ iii Zc w 8. O ~ >-a:: 0 95 94 PA CR :x: I--Cl. w 0 .,·· .. . -... . -...... . . . . -.. ..... .. 5 -· .. -.. -: ... 10-· · -... -. : .... .. ·. -.. -: . 15 -· -· ... DESCRIPTION AND CLASSIFICATION ALLUVIUM: SIL TY SAND (SM); loose to medium dense; mottled gray, reddish brown and light yellow brown; moist; mostly fine to medium grained sand; some fines, nonplastic . (62% Sand; 38% Fines) -------------------------- POORLY GRADED SAND WITH SILT (SP-SM); medium dense; light yellow gray; moist; mostly fine sand; few fines; nonplastic; friable. SANTIAGO FORMATION: SIL TY SANDSTONE (SM); very dense; mottled light gray with yellow; moist; mostly fine sand; little fines; nonplastic; weakly cemented; some iron oxide stains. -'-'"'-"'--'-'-'--------------------------- CLAYEY SANDSTONE (SC); very dense; light gray and yellow brown; moist; mostly fine sand; some fines; low plasticity; moderately cemented. ~._20 i:i 1-- 1-- 13 27 66 93 127 PA -~ 20 ~; (79% Sand; 21 % Fines) (!) (!) 0 ..J u 0 (!) -, Q. (!) ~ ~,-25 en 0 en ..J 5 en >< :::; :::; (!) z ,--190 1-- 1-- 1-- 1-- ~ R-7 30 50 80 73 13.5 93 I 25 -/✓./;. --------------------------.. -: ... -...... . .. -. . ' ... : .·.·.: SIL TY SANDSTONE (SM); very dense; light gray; saturated; mostly fine sand; little fines; nonplastic; weakly cemented; few iron oxide stains. ii: l51--_. __ _._ _ _.__..__ __ ..__ _ __._ __ .,___~-..L...r--'-----'.....i.;.· .. · ....... ..__ ___________ r-_______ ---+ g GROUP DELTA CONSULTANTS, INC. u 0 (!) 9245 Activity Road, Suite 103 San Diego, CA 92126 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-1 a BORING RECORD I Pt'<UJt:~ I NAME I PROJECT NUMBER BORING Poinsettia Lane Bridges SD412A A-17-001 SITE LOCATION I START 'FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Development 6/28/2017 6/28/2017 2 of 3 DRILLING COMPANY DRILLING METHOD 'LOGGED BY 'CHECKED BY Pacific Drilling Company Hollow Stem Auger CKV MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft)J GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Unimog (Wolverine) Truck Ria 6 81 I 212 ~ 25.0 / 187.0 SAMPLING METHOD NOTES Automatic Hammer ETR -82%, N60 -82/60 * N -1.37 * N J: I--CL UJ 0 1-35 1--40 ,_ ... ,_ 0 (.!) ,_ (.!) 0 ....I ... u 0 (.!) ,_ -, 0.. (.!),_ ~ ~µ5 Cl) 5l ~ ....I o ~ Cl) ~ ,_ ::; ~,_ ii: z 0 j::::::-<( Ql Gj~ ..J UJ - -180 -- -175 -- - -110 - - -165 - - - -160 - - -155 - - UJ CL ~ UJ ..J CL ::e ~ ci z UJ ..J CL ::e ~ X S-8 8 R-9 z S-10 8 R-11 ~ S-12 8 R-13 28 60 33 50 (3") 27 60 50 (5") 50 (5") 50 (5") ~ t;: ~ 0 ..J <D 88 133 87 120 120 120 121 121 119 110 164 ~ <ii 0:: Cl) Z c-UJI--UJ 8_ J:CI) e-ti~ 0:: 0 20.6 102 16.0 110 PA 110 16.6 109 J: I--CL UJ 0 -. : ' -. .. ,• .. -_:. 35- ... .. -. •. •. : -.. •., •,' DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; light gray; wet; mostly fine sand; some fines; nonplastic; weakly cemented. +,"--,,-i----------------------------40 ~1 -~ V./4 -V/ 45 -~ -~ CLAYEY SANDSTONE (SC); very dense; bluish gray; wet; mostly fine sand; some fines; trace gravel; low plasticity; moderately cemented. ------------------------- Contains thin interbeds of FAT CLAYSTONE (CH); hard; dark blue-gray; wet; mostly fines; few fine sand; high plasticity. (73% Sand; 27% Fines) ------------------------- CLAYEY SANDSTONE (SC); very dense; bluish gray; wet; mostly fine sand; some fines; low plasticity; moderately cemented. Hard concretion at 48 feet. Very difficult drilling. +,,h-,+-,1---------------------------- 55 -·:.·-· · · · .. -... -...... · .. : -.. ... -: '.. . . SIL TY SANDSTONE (SM); very dense; blue gray; wet; mostly fine sand; some fines; nonplastic; moderately cemented. l61--....._ __ ..___..___.__ __ ..___......_ __ .__ _ _.__...._..--..,__ _ ___._._..._._._ ___________ ""T" ________ --t § GROUP DELTA CONSULTANTS, INC. u 0 (.!) 9245 Activity Road, Suite 103 San Diego, CA 92126 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-1 b BORING RECORD I r"VJCv I NAMI: Poinsettia Lane Bridges I PROJECT NUMBER BORING SD412A A-17-001 SITE LOCATION I START I FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Development 6/28/2017 6/28/2017 3 of 3 DRILLING COMPANY DRILLING METHOD !LOGGED BY I CHECKED BY Pacific Drilling Company Hollow Stem Auger CKV MAF DRILLING EQUIPMENT BORING DIA. (In) TOTAL DEPTH (ft)! GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Unimog (Wolverine) Truck Ria 6 81 I 212 ~ 25.01 187.0 SAMPLING METHOD NOTES Automatic Hammer ETR -82%, N60 -82/60 • N -1.37 • N w zw ~ ~ z a. ci 0(.)~ ~ w t ~ ~ 0 t z ~Z<O 0:: cii o:: en ~ (.) ~:;::-w ~<:;-t;: ii' =>~ Z c WI-i:<.!l :i: <{ Q) w ....J I-~~ ;: I-#, w 8. :i: en :i: a.a DESCRIPTION AND CLASSIFICATION I->$ ....J a. en_ 1-W I-~....J a. w -a. ~ Wciio 0 6 □-01-a. w ....J ~ ~ Zw_, ....J >-w (.!) Cl w <{ WO::ai al ~ 0:: Cl en a. -Cl ~ 23 .... r· I-S-14 37 112 153 -. }}:.:: SANTIAGO FORMATION: SIL TY SANDSTONE 75 (SM); very dense; light gray; wet; mostly fine sand; little 1-150 -·.-fines; nonplastic; strongly cemented. .. I--: : .. .... I--. . . . . i---65 I-8 50 300 200+ 65-R-15 (2") -----... ~ I--: . . . .. .. . . .... ..._ 145 -.. . .. .... >-- ~- ------------------------- ~ I--CLAYEY SANDSTONE (SC); very dense; light blue gray; wet; mostly fine sand; some fines; low plasticity; -70 I-z 70-moderately cemented. S-16 21 108 148 PA .... >--33 -(61 % Sand; 39% Fines) 75 .... ..._140 ~ I--~ ~ -- >---75 -8 18 75--------------------------R-17 32 50 46 ------ -~ .... -CLAYSTONE (CL); hard; dark gray; wet; mostly fines; -135 few fine sand; trace gravel; medium plasticity. .... ~ ------------------------- ~ --CLAYEY SANDSTONE (SC); very dense; light blue gray; wet; mostly fine sand; some fines; low plasticity; ,.._ .... --~ moderately cemented . 0 C! ~o -~ 80-,.._ 27 ,-S-18 50 127 174 C .... -(.!) (3") (.!) 0 .... -130 -_, Total Depth= 81 feet u 0 Groundwater at 25 Feet (.!) .... ---, 0.. This boring was prepared in accordance with the (.!) .... --~ Caltrans Soil & Rock Logging, Classification, and ~ 1-85 -85 -Presentation Manual (2010). C VJ C .... --VJ _, 5 VJ .... -125 - )( ::;; .... --::;; (.!) z ~ -- a1 0 a, (.!) GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION FIGURE 0 OF THIS BORING AND AT THE TIME OF DRILLING. _, u 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER C LOCATIONS ANO MAY CHANGE AT THIS LOCATION (.!) WITH THE PASSAGE OF TIME. THE DATA A-1 c San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD I PROJc1., 1 NAMC I PROJECT NUMBER BORING Poinsettia Lane Bridqes SD412A A-17-002 SITE LOCATION I START IFINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Development 6/29/2017 7/5/2017 1 of 5 DRILLING COMPANY DRILLING METHOD I LOGGED BY !CHECKED BY Pacific Drilling Company Hollow Stem Auger CKV MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft)! GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Unimog (Wolverine) Truck Rig 6 120 I 203 • 22.01181.0 SAMPLING METHOD NOTES Automatic Hammer ETR ~ 82%, N60 ~ 82/60 • N ~ 1.37 • N UJ zw-~ z a. 0 Ou~ ~ UJ ~ ~ ~ 0 ~ z ~z '° t;:: a:: iii a::(/) ~ u ~o UJ c2 4: -i_l, =>-Z c UJ f-:i:c, I 4: Cl) UJ _, f-~~ ~ f-;fl. UJ 8. I(I) I a.a DESCRIPTION AND CLASSIFICATION f->.l!! _, a. (/)-f-UJ f-c2-' a. w -a. ::E w iiio 0 6 0 -Of-a. UJ _, ::E 4: zw_, _, >-UJ (!) a UJ 4: (/) UJ a:: al al ::E a:: a (/) a. -a ~ .. 411 IJVIUM: SILi T SAND (SM); loose; yellow brown; .. ~ ~~ .. .. moist; mostly fine sand; some fines, low plasticity. ... --. VY'x B-1 PA Contains few clay blebs and vegetation. -x,;v -·: ... (51 % Sand; 49% Fines) ... -200 ~ 13 60 -.. S-2 44 .. . . SANTIAGO FORMATION: SILTY SANDSTONE 19 .. (SM); very dense; light yellow and gray brown; moist; -25 -.. mostly fine sand; little fines; nonplastic; weakly ~ -~ 24 5 _. cemented; few orange iron oxide stains. R-3 84 77 10.0 108 .. -60 -· . . . . . ... --.. . •.,·_: .. ... t--195 -: · . . ... . . ·. . . ,.. --. .. .. c-10 -z 10 -· ... . . . Fine to medium grained. S-4 17 109 149 .. ... -49 - 60 ... --.. .. . ·.-:: t--190 . . ... -· . . ... - ~- -------------------------- 1--15 -8 22 15-~ CLAYEY SANDSTONE (SC); very dense; mottled light R-5 82 75 15.7 105 PA gray and orange; moist; mostly fine sand; some fines; ... -60 DS -low plasticity; weakly cemented. ... -I (81% Sand; 19% Fines) ... -185 ,._ ... -- cl ~ 1--20 -~ 20 -~ ,._ 40 ... S-6 50 90 123 C ... --(!) (!) . /i• 0 ... --------------------------..J ·l· CJ .. C ·.·. SIL TY SANDSTONE (SM); very dense; light gray; (!) ... t--180 -. -, saturated; mostly fine sand; some fines; low plasticity; Q. (!) --. . . moderately cemented . .... ~ .. ~ c-25 25-: .. C -~ 46 (/) R-7 146 133 18.7 104 C -50 -. .. (/) .. ..J (3") .. .. 6 --· (/) >< t--175 .. ::; -: ::; .. (!) --z ii: .. 0 .. a, (!) GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION FIGURE 0 OF THIS BORING AND AT THE TIME OF DRILLING . ..J CJ 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER 0 LOCATIONS AND MAY CHANGE AT THIS LOCATION (!) WITH THE PASSAGE OF TIME. THE DATA A-2 a San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. ... a ~ ... I-0 Cl Cl 0 ..J u 0 Cl -, Cl. Cl ~ ;; 0 (/) 0 "' ..J 6 "' )( ::;; ::;; Cl z a: 0 a, 1 1 l't'(VJt:l, I NAME I PROJECT NUMBER BORING BORING RECORD Poinsettia Lane Bridges SD412A A-17-002 SITE LOCATION l START l FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Development 6/29/2017 7/5/2017 2 of 5 DRILLING COMPANY DRILLING METHOD I LOGGED BY I CHECKED BY Pacific Drilling Company Hollow Stem Auger CKV MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft)j GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Unimog (Wolverine) Truck Ria 6 120 I 203 Y 22.0 I 181.0 SAMPLING METHOD NOTES Automatic Hammer w I z c.. ci 0 ~ z ~~ w J: w ...J I->.l!! ...J c.. c.. w ~ c.. :;; w ...J :;; ~ D w ~ ~ S-8 ... I-- ... ---170 ... I-- l-35 -~ R-9 .. - -- ... -165 .. - f--40 -z S-10 ... - - -160 µ5 -~ R-11 - ... -.. -155 I-- wo I--~ S-12 I-- t-- -1--150 .. I-- l--55 -~ R-13 ... -... -... ,--145 .. t-- zw-0(.)~ i= z <D c?~- 1-lii~ WiijO Zw-' wa: a:, c.. ~ 40 50 (3") 37 50 (4") 49 50 (4") 50 (5") 22 34 66 49 50 (3") ETR ~ 82%, N50 ~ 82/60 • N ~ 1.37 • N ~ w ~ t;: a: iii .z!i, ::::l -Z c-~ 1-i!, w 8. Cl)~ D ~ 0 15 ...J >-a:, :;; a: D 140 192 112 102 124 170 120 110 14.3 115 100 137 149 136 14.1 94 a: Cl) WI-J: Cl) 1-W 01- PA PA Pl ~ ~ J: I-c.. w D (.) :i:c.:> c..o c? ...J (.!) .. -... -· . .. -.. : : .. : -. . . .. 40 -.'- -· .. ·. ·. :_ ·: -.. ·.: :·. ·.: -: 45 -·_.·._. ... -:: -.. · .... · ... .. ·-.· -: -·.· · .. ·.·.:.· -.. DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; light gray brown; wet; mostly fine sand; little fines; nonplastic; strongly cemented. (55% Sand; 45% Fines) -------------------------- SANDY LEAN CLAYSTONE (CL); hard; dark reddish brown; wet; mostly fines; some fine sand; low plasticity; moderately cemented. Contains few gypsum crystals. -------------------------- SIL TY SANDSTONE (SM): very dense; dark gray; wet; mostly fine sand: some fines: nonplastic; moderately cemented. Contains thin clay laminae. Hard concretion from 48 to 49 feet. Very difficult drilling. .... 50 _...v"-'--'· /"'" . ........,._ -;;_; ;~y~~~;(~H~: ~a-:~d:;g:; ~e; :o~tl~ --- -~ fines; some fine sand; high plasticity: moderately (7% Sand; 93% Fines) -~ cemented. Contains thin sand laminae. -~ (LL~66; PL~20; Pl~46) .. 55 -.' _. .. ·_: -.. · ..... .•.', • .. ·: -·:. · .... ·.:: .. · ·.-:: -.. -------------------------- SIL TY SANDSTONE (SM): very dense; dark gray: wet; mostly fine sand; some fines: low plasticity: moderately cemented. g GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-2 b (.) 0 Cl 9245 Activity Road, Suite 103 San Diego, CA 92126 .... ~ ... 0 (!) (!) 0 ....I g (!) 0 "' ....I 6 "' ~ ::. (!) z ii: BORING RECORD es SITE LOCATION PROJECT NUMBER SD412A BORING A-17-002 Poinsettia Lane, South of Poinsettia 61 Develo ment START 6/29/2017 FINISH 7/5/2017 SHEET NO. 3 of 5 DRILLING COMPANY Pacific Drillin Company DRILLING EQUIPMENT Unimo Wolverine Truck Ri SAMPLING METHOD Automatic Hammer :c I-C.. w 0 z 0 ;::c- ~£ _, w w c.. ~ w _, c.. :E ~ ci z w _, c.. :E ~ S-14 33 140 5 135 70 130 75 125 0 120 115 R-15 S-16 R-17 S-18 S-19 50 (5") 15 50 (4") 50 (5") 50 (4") 50 (4") 24 43 75 ~ ti: ~ 0 _, CD 93 127 90 82 120 164 NOTES DRILLING METHOD LOGGED BY Hollow Stem Auger CKV CHECKED BY MAF BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft 6 120 203 ~ 22.01181.0 ETR -82%, N60 -82/60 • N -1.37 * N 13.5 :c I-C.. w 0 65 ... .. DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: SANDY CLAYSTONE (CL); hard; dark gray; wet; mostly fines; some fine sand; low plasticity; moderately cemented. Contains thin sand laminae. SIL TY SANDSTONE (SM); very dense; light gray; wet; mostly fine sand; little fines; nonplastic; moderately cemented. Hard concretion from 68 to 69 feet. Very difficult drilling. SANDY LEAN CLAYSTONE (CL); hard; dark bluish gray; moist; mostly fines; some fine sand; low plasticity; moderately cemented. Contains thin sand laminae. 150 137 13.4 117 150 206 80 85 118 162 PA CLAYEY SANDSTONE (SC); very dense; bluish gray; wet; mostly fine to medium sand; some fines; low plasticity; few low angle joints. (75% Sand; 25% Fines) LEAN CLAYSTONE (CL); hard; dark gray; wet; mostly fines; few fine sand; medium plasticity; moderately cemented. g _____ .._ _____ .__ __ ..__....._ ____ .___...__......,,........_ _ __.,..__ ............. ___________ ........ ________ ➔ g GROUP DELTA CONSULTANTS, INC. (.) 0 (!) 9245 Activity Road, Suite 103 San Diego, CA 92126 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-2 c ... a (:! ... ... 0 (.!) (.!) 0 ...J <..) 0 (.!) -, ll. (.!) ~ ~ 0 en 0 en ...J 6 en >< :::; :::; (.!) z C( 0 a, (.!) g (.) 0 (.!) BORING RECORD I t'KUJl:.t; 1 ,,.,.mi: I PROJECT NUMBER BORING Poinsettia Lane Bridges SD412A A-17-002 SITE LOCATION 'START 'FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Development 6/29/2017 7/5/2017 4 of 5 DRILLING COMPANY DRILLING METHOD 'LOGGED BY 'CHECKED BY Pacific Drilling Company Hollow Stem Auger CKV MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft)! GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Unimoo (Wolverine) Truck Rio 6 120 I 203 Y. 22.0 1 181.0 SAMPLING METHOD NOTES Automatic Hammer ETR-82%, N60 -82/60 * N -1 .37 * N w Qi z 0.. ci g 0 ~ z ~c w I ~~ w ...J I-...J 0.. 0.. w -0.. :::E w ...J :; <{ Cl w ~ en ~ S-20 -110 - µ5 ---z S-21 f-- f--105 -- 1-100 - f--zs-22 -- f--100 f-- f--105 --- -95 - -110 -~ S-23 -- -90 - -115 --- -85 - zw ~ 0(.)~ ~Z<O ~-i:-.... lii~ WijjO zw..., wa:m 0.. - 37 50 (4") 31 50 (3") 39 50 (4") 50 (2") ~ t;:: ~ 0 ...J al 112 131 114 300 w ~ a: iii ,!, ::::>~ z c I-# w 8. en-0 □->-:; a: Cl 153 179 156 200+ GROUP DELTA CONSULTANTS, INC. 9245 Activity Road, Suite 103 San Diego, CA 92126 a: en WI-I en t--W 01- ~ g I I-0.. w Cl (.) 5: (!) o..o ~...J (!) .. . . . . . -·: ..... ,• . . . -. . . DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: SIL TY SANDSTONE (SM); very dense; gray; wet; mostly fine sand; some fines; low plasticity; moderately to strongly cemented. Hard concretion from 92 to 94 feet. Very difficult drilling. -.·· .. ·... : .. 95 _//........, .............. _~~D~ ~~~ ~~Y~;o~;(~~ ~a~~i;~::i~h---~ gray; wet; mostly fines; little fine sand; low plasticity; : ~ mode,ately remeated; mas,..,. 10~~ -~ 10~~ -~ .. '• -.. . 110-.. : ..... -:. -. . . ' .. . -: .... . -.. - 115--: ·: · .. .. -· .. ·. ·. : -·. ·._·. :, .·_: -: . : ..... -: : ·. ··.r :': :_. SIL TY SANDSTONE (SM); very dense; light gray; wet; mostly fine sand; little fines; nonplastic; moderately cemented. Hard concretion from 117 to 118 feet. Very difficult drilling. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-2 d 1 1 l'KUJtt.,; I NAMt: I PROJECT NUMBER BORING BORING RECORD Poinsettia Lane Bridoes S0412A A-17-002 SITE LOCATION I START I FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 6 1 Develooment 6/29/2017 7/5/2017 5 of 5 DRILLING COMPANY DRILLING METHOD I LOGGED BY I CHECKED BY Pacific Drilling Comoany Hollow Stem Auger CKV MAF DRILLING EQUIPMENT BORING DIA. (In) I TOTAL DEPTH (tt)I GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Unimog (Wolverine) Truck Ria 6 120 I 203 • 22.01 181.0 SAMPLING METHOD NOTES Automatic Hammer ETR ~ 82%, N60 ~ 82/60 • N ~ 1.37 * N w zw-~ I z a. ci ou!!!: w ~ ~ 0 ~ z i= z"' t:;: a:: vi a:: en ~ (.) i=C w ~4:-~ ~* Zc-WI~ It, :i::: ~1! w _, ... lii~ ~ w 8. :i::: en :i::: a.a DESCRIPTION AND CLASSIFICATION I~ _, a. en -l~W I~ ~_, a. w-a. ::;; WvjO 0 0 Cl -01~ a. w _, ::;; 4: zw_, _, >-w " Cl w ;:; en w C::ai al ::;; a:: Cl a. -Cl --Total Depth = 120 feet --Groundwater at 22 Feet ~ -so -This boring was prepared in accordance with the Caltrans Soil & Rock Logging, Classification, and --Presentation Manual (2010). -125 -125- ... -- ... -- ~ -75 - ... -- >-130 -130- ... -- ~ -- ~ -70 - ... -- >-135 -135- -- -- ... 1--65 - ,._ ... --~ ,._ 1--140 -140- .... 0 Cl ... -- Cl 0 ...J ---'-' 0 Cl ... 1--60 --, Q. Cl -~ -- :; 0 -145 -145- V, 0 ... --V, ...J 6 V, ... -- )( -55 ::;; ,--::;; Cl ,---z ii: 0 CD § GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-2 e '-' 0 Cl 9245 Activity Road, Suite 103 San Diego, CA 92126 BORING RECORD II t"t'IUJl:I, I NAME I PROJECT NUMBER BORING Poinsettia Lane Bridqes SD412A A-17-003 SITE LOCATION l START l FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Develooment 6/22/2017 6/23/2017 1 of 4 DRILLING COMPANY DRILLING METHOD l LOGGED BY I CHECKED BY Pacific Drilling Company Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ftij GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft FrasteTrack Mounted RiQ 6 110 1 199 1 ~18.0 /181.0 SAMPLING METHOD NOTES Automatic Hammer ETR -83%, N60 -83/60 • N ~ 1.38 • N UJ ZUJ~ ~ z Cl. ci 0(.)~ ~ UJ ~ I g 0 ~ z ~z co t;: 11'. iii 11'. Cl) (.) ~=-~<-:i:c., UJ I-Cl) .z!i, ::)~ Z ,;:,, UJ I-J: <., UJ ...J I-Cl) s: ~ I-;I! UJ 8. J: Cl) J: Cl.o DESCRIPTION AND CLASSIFICATION I-i;jg ...J Cl. Cl)~ I-UJ I-~...J Cl. Cl. ~ U.Jiiio 0 6 O ~ 01-Cl. UJ ...J ~ ~ ZUJ...J ...J >-UJ (.'.) 0 UJ < UJ 11'. ID ID ~ 11'. 0 Cl) Cl. ~ 0 .. )>Y),.> .. >--> )c~) -ALLUVIUM: SIL TY SAND (SM); medium dense; light >>½ B-1 PA brown; moist; mostly fine sand; some fines; noplastic. >--) ~~ CR -.. · . . . . X .. (74% Sand; 26% Fines) '• -4 -.. S-2 4 9 12 >--195 ~ 5 -. ... . , f-,5 >--5 -.. ~ R-3 4 14 13 7.7 89 C ·. .. -5 -: . .. '---8 '• .. >--- .. >--~ >--190 -~ SANTIAGO FORMATION: CLAYEY SANDSTONE (SC); very dense; light orange brown; moist; mostly fine -10 -~ 10 -sand; some fines; low plasticity; weakly cemented. S-4 12 80 110 -20 -I 60 >----:::YJ ...-185 -------------------------.. -15 15 -.. SIL TY SANDSTONE (SM); very dense; light gray brown; >--8 23 R-5 83 76 14.5 104 OS moist to wet; mostly fine sand; some fines; nonplastic; -60 ', ... weakly cemented. .. . . . . . . --. . >--·. . . . • .. -------------------------- " SIL TY SANDSTONE (SM); very dense; mottled light ,._ >--180 . 0 gray and orange brown; wet; mostly fine to medium C:! ,-20 >--~ 20-· .. : sand; little fines; nonplastic; moderately cemented. ,._ 27 ,-S-6 102 141 PA •' " 75 .. 0 1--.. (77% Sand; 23% Fines) (!) (!) 0 _, -(j 0 ., . •,,·: (!) >--.. ~ a. · . . . . (!) -175 <{ ,• .. " N . , .., ,-25 >--IP3 50 25 -0 R-7 100 92 19.6 102 en (6") ... 0 . . en >->--'• ·. " .. _, 6 >--en ... >< . . :E >--'• :E .. (!) ,-,..._170 z ii: .. 0 . , ... a, (!) GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION FIGURE 0 OF THIS BORING AND AT THE TIME OF DRILLING. _, (j 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER 0 LOCATIONS AND MAY CHANGE AT THIS LOCATION (!) WITH THE PASSAGE OF TIME. THE DATA A-3 a San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. I PROJEC I NAMt: I PROJECT NUMBER BORING BORING RECORD Poinsettia Lane Bridaes SD412A A-17-003 SITE LOCATION I START I FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Develooment 6/22/2017 6/23/2017 2 of 4 DRILLING COMPANY DRILLING METHOD ILOGGED BY I CHECKED BY Pacific Drilling Company Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft)j GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft FrasteTrackMountedRia 6 110 I 199 .t: 18.0 /181.0 SAMPLING METHOD NOTES Automatic Hammer ETR ~ 83%, N50 ~ 83/60 * N ~ 1.38 * N .... ~ ~ :c .... c.. w Cl W5 .... ... µo ... .... -a ~l-50 ti c,- (!) g,_ (j Cl (!) ~ Q. (!) ~ 3,-55 (/) Cl (/) ..J 6 (/) i ::;; (!) z z 0 i=:;::;-<( Q) >-21 w-_J w L-- L-- 1--165 L-- L--160 I- L-- I- 1-155 L-- I- <--150 L-- L-- I- L--145 I- L-- i--140 ci z w _J c.. :::E ~ ~ S-8 8 R-9 ~ S-10 8 R-11 ~ S-12 ~ R-13 25 60 50 (6") 35 60 37 50 (4") 30 50 50 (6") 85 100 95 112 80 100 117 92 131 103 110 92 18.3 106 PA OS :c .... c.. w Cl V/. ·~ ~ 35-~ ~ ~ "\/./ '• .. - 40 -·. ·. · · · - -::. ·._. .... .. DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: CLAYEY SANDSTONE (SC); very dense; light gray; wet; mostly fine sand; some fines; low plasticity. Mottled dark red, black and purple. -------------------------- SIL TY SANDSTONE (SM); very dense; dark blueish gray; wet; mostly fine sand; little fines; nonplastic; moderately cemented. ~+-+----------------------------- 45 - - - SILTSTONE WITH SAND (ML); very dense; dark blueish gray; wet; mostly fines; little fine sand; low plasticity; moderately cemented. (23% Sand; 77% Fines) 50 -+V/-'.-..L...,L-+--~~~ ~~~ ~~ Y~;~; (~:i; ~a~~=:g:; ~e~ -- -~ mostly fines; few fine sand; low plasticity; strongly :~ ;,,,,.,,. Fossmfe,oos. · 55 - -·. · ... - -------------------------- Sil TY SANDSTONE (SM); very dense; blueish gray; wet; mostly fine sand; some fines; nonplastic; moderately cemented; fossiliferous. Hard drilling at 57'. ~1,----1---.J.....-+--l----.J.....---1---l---....l....-...L.....--..J..._-~·..:..·L-'· ..i:.· ·..1·.r..,_·.-l-------------.---------___. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. g GROUP DELTA CONSULTANTS, INC. (j Cl (!) 9245 Activity Road, Suite 103 San Diego, CA 92126 FIGURE A-3 b ,._ a I::! ,._ >-C (!) (!) 0 ..J u C (!) a'. (!) ~ ~ C 1/) C 1/) ..J 0 1/) X ::;; ::;; (!) z ii: 0 a, BORING RECORD 1 1 PROJc(; ,· NAME I PROJECT NUMBER BORING Poinsettia Lane Bridaes SD412A A-17-003 SITE LOCATION I START I FINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Development 6/22/2017 6/23/2017 3 of 4 DRILLING COMPANY DRILLING METHOD I LOGGED BY I CHECKED BY Pacific Drilling Company Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (In) TOTAL DEPTH (ft)I GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Fraste Track Mounted Ria 6 110 I 199 ~ 18.0 I 181. 0 SAMPLING METHOD NOTES Automatic Hammer LU ~ z a. ci ~ 0 ~ z ~:::-LU J: < Q) LU ...J f-(ij~ ...J a. a. a. ::E LU ...J ::E < 0 LU < (/) (/) ~ S-14 --- ,._.135 -65 ---- -130 -70 -~ S-15 --- ,--125 -75 ---,__ ,__ 120 µo -1:8: S-16 - ,__ ,__ t--115 l--85 ,__ ,__ ,__ ,__ -110 zw~ Ou~ ~Z<O ~<- f-~~ LUcno Zw_, LU 0:: al a. - 32 60 50 (6") 50 (6") ~ t;: ~ 0 ...J -if, al 92 127 100 138 100 138 ETR -83%, N60 -83/60 • N -1.38 • N LU ~ 0:: iii 0:: (/) =>~ ~'R LU f- f-* J: (/) C/l-f-LU 0 0 -Of->-::E 0:: 0 ~ ~ J: f-a. LU 0 . ' '. ',•. -·.-. · ... .. ,. · .. : -. 65 - - - - · ... .. '. · .. ·.· DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; light and dark gray; wet; mostly fine sand; some fines; low plasticity; strongly cemented. Slow and difficult drilling. ro~~~~-------------------------- - - 75 - - CLAYEY SANDSTONE (SC); very dense; light gray; wet; mostly fine sand; some fines; low plasticity; strongly cemented. ...._ ....... , ....... ---------------------------.. . . ' 80-· · · . .. ·.' ... -: . . . . . : : .. ·_: 85-,' _. . ,• ... -· ..... -. ' -.. ·. ·. :_ - SIL TY SANDSTONE (SM); very dense; light and dark gray laminae; wet; mostly fine sand; some fines; low plasticity; moderately cemented. Contains scattered shells. § GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-3 c u C (!) 9245 Activity Road, Suite 103 San Diego, CA 92126 ,.._ § ti (.!) (.!) 0 ..J (.) 0 (.!) ..J i5 V, X ::; ::; (.!) z ir 0 a, BORING RECORD l l'KUJl:I,; I Poinsettia Lane Bridges I PROJECT NUMBER BORING SD412A A-17-003 SITE LOCATION I START IFINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Develooment 6/22/2017 6/23/2017 4 of 4 DRILLING COMPANY DRILLING METHOD ILOGGED BY !CHECKED BY Pacific Drilling Company Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft)! GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft FrasteTrack Mounted Rig 6 110 I 199 ~ 18.01181.0 SAMPLING METHOD NOTES Automatic Hammer ETR ~ 83%, N60 ~ 83/60 • N ~ 1.38 • N w zw -~ I z 0.. ci 0(.)~ 0 ~ z i= z <O t;: i= =-w ~<(-~ :r <( Q) w _, I-~~ ~ I->~ _, 0.. 0.. w -0.. :; Wuio 0 w _, :; ~ Zw_, _, C) w <( wa:: ai aJ (/) 0.. - ~ R-17 50 120 110 -(5") ,__ ,__ -105 c-95 ,__ ,__ ,__ - t-,__ 100 ,_100 ,__ ~ S-18 50 300 200+ (2") t-- t-,__ t-,__ t--95 -105 ,__ t-,__ t-,__ t-- t-o--90 ,-110 ,__ ~ S-19 50 600 200+ ( 1 ") t-,__ t-,__ t-,__ t-o--85 -115 - t- t-,__so w ~ a:: vi 0::(1) :::i_ Z c-WI-~~ w 8. :I:(I) 1-W 0 □-01->-:; a:: C) 14.2 108 £ (.) :i:c:> :r o..o I-~_, 0.. w (.!) C) V /. :~ -~ 95-~ :wa DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: CLAYEY SANDSTONE (SC); very dense; light gray; wet; mostly fine sand; some fines; low plasticity; massive; moderately cemented. .. // ---~ ........ --------------------------- -.. · .. 100-·. :. _. :: 105- -. .. •, .· · ..... ., · ... ' '• .. . . -.. - SIL TY SANDSTONE (SM); very dense; light gray; wet; mostly fine sand; some fines; nonplastic; strongly cemented. 111'1v-,i-·~·~· ~· ~·+· --------------------- - - 115- - - - Total Depth = 11 o feet Groundwater at 18 Feet This boring was prepared in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (2010). § GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRI LLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-3 d (.) 0 (.!) 9245 Activity Road, Suite 103 San Diego, CA 92126 .... ~ .... ti (!) C) 0 _J u 0 (!) ii: (!) ~ :;: 0 (J) 0 (J) _J 6 (J) )( ::; ::; (!) z ii: BORING RECORD es SITE LOCATION PROJECT NUMBER SD412A BORING A-17-004 Poinsettia Lane, South of Poinsettia 61 Develo DRILLING COMPANY ment START 6/26/2017 FINISH 6/26/2017 SHEET NO. 1 of 3 Pacific Drillin Com any DRILLING EQUIPMENT Fraste Track Mounted Ri SAMPLING METHOD Automatic Hammer w zw-~ z D.. ci 0(.)~ g 0 /:: z ~Z<D ~~ w ~<(-:c ~~ w ...J ~~~ ~ ...J D.. D.. w -D.. ::E Wu:,0 w ...J ::E <( zw ..., Cl w <( (/) wa: cc (/) D.. - B-1 5-2 14 30 205 42 22 R-3 60 200 10 25 S-4 60 195 15 26 R-5 60 190 20 21 S-6 75 185 25 R-7 50 (6") 180 ~ ti: ~ 0 -if, ...J cc 72 99 82 75 85 117 86 79 96 132 100 92 NOTES DRILLING METHOD LOGGED BY Hollow Stem Auger TSL CHECKED BY MAF BORING DIA. (In) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft 6 80.5 209 ~ 19.0 / 190.0 ETR ~ 83%, N60 ~ 83/60 • N ~ 1.38 • N w /:: ~ (.) a: u; 11:(1) g :i:c, ::,_ ~~ w~ ~~ :c (/) :c c..o DESCRIPTION AND CLASSIFICATION (/)-□-~w ~ ~...J 6 0~ D.. >-w C, ::E a: Cl Cl .. ·.· ·.··.: SANTIAGO FORMATION: SILTY SANDSTONE PA (SM); very dense; light brown; moist; mostly fine sand; . . some fines; nonplastic; weakly cemented . . . . (76 % Sand; 24% Fines) ------------------------- CLAYEY SANDSTONE (SC); very dense; light gray with 5 orange stains; moist; mostly fine sand; some fines, low 13.9 108 OS plasticity; moderately cemented. ------------------------- SIL TY SANDSTONE (SM); very dense; light gray brown; moist; mostly fine sand; some fines; low plasticity. 10 ... .. .. ------------------------- CLAYEY SANDSTONE (SC); very dense; light yellow brown; moist; mostly fine to medium sand; some fines; low plasticity; weakly cemented. 15 13.4 104 ------------------------- 20 CLAYEY SANDSTONE (SC); very dense; light gray with PA yellow stains; wet; mostly fine to medium sand; some fines; low plasticity; weakly cemented. (75% Sand; 25% Fines) 15.6 95 25 g __ ......_ __ ..._ __ __,.__ __ ...__......_ _ __,.___....__........,_...__ ........ '--"''--''-"------------.....---------➔ § GROUP DELTA CONSULTANTS, INC. u 0 (!) 9245 Activity Road, Suite 103 San Diego, CA 92126 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITlONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-4 a ~ a.. l!) ~ BORING RECORD es PROJECT NUMBER SD412A BORING A-17-004 SITE LOCATION Poinsettia Lane, South of Poinsettia 61 Develo ment START 6/26/2017 FINISH 6/26/2017 SHEET NO. 2 of 3 DRILLING COMPANY Pacific Drilling Compan DRILLING EQUIPMENT Fraste Track Mounted Ri SAMPLING METHOD Automatic Hammer w ~ z a.. ci g 0 ~ z t=~ w J: <{ ., w _, f-cfj~ _, a.. a.. a.. :; w _, :; <{ 0 w <{ (/) (/) 5-8 175 5 R-9 170 0 5-10 165 5 R-11 160 S-12 155 zw-Ou~ t= z <D ~<{- f-~~ W(/)0 zw_, w ll:Q'.l a.. - 16 50 33 75 50 (5") 50 (5") 34 75 ~ ti: ~ 0 _, ,ii, O'.l 66 91 NOTES DRILLING METHOD LOGGED BY Hollow Stem Auger TSL CHECKED BY MAF BORING DIA. (In) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft 6 80.5 209 ~ 19.01190.0 ETR ~ 83%, N60 ~ 83/60 • N ~ 1.38 • N w ~ a: cii a:(/) :::l-Z c;::-Wf-~~ w 8. J: (/) a _ f-W 0 Of->-:; a: 0 ~ g J: f-a.. w 0 35 u :i:c, a..o ~_, (!) DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: CLAYEY SANDSTONE (SC); very dense; light gray and yellow brown; wet; mostly fine sand; some fines; low plasticity; moderately cemented. 108 99 16.8 102 Contains purple and dark orange stains. 120 166 40 120 110 19.4 104 45 109 150 PA .. .. • .. · .. . . SIL TY SANDSTONE (SM); very dense; blueish gray; wet; mostly fine sand; some fines; nonplastic; strongly cemented. CLAYEY SANDSTONE (SC); very dense; blueish gray; wet; mostly fine sand; some fines; low plasticity; moderately cemented. SANDY SILTSTONE (ML); hard; light blue gray; wet; mostly fines; some fine sand; low plasticity; strongly cemented. (38% Sand; 62% Fines) ~ 5 41 75 (/) 0 V) -' 5 (/) X :i; :i; l!) z a: 150 R-13 116 107 16.2 109 CLAYEY SANDSTONE (SC); very dense; light gray; wet; mostly fine sand; some fines; low plasticity; moderately cemented. g1--_ __._ __ ..__ ___ ...._ __ ..__ _ _._ __ ...._ _ _.___.......,~....._ _ ___._ ...... ._._ ......... ___________ ~ ________ _,. § GROUP DELTA CONSULTANTS, INC. u 0 l!) 9245 Activity Road, Suite 103 San Diego, CA 92126 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-4 b ,._ c3 ~ .... I-0 (.!) (.!) 0 ..J u 0 (.!) ~ 0.. (.!) ~ ;, 0 "' 0 "' ..J 6 "' >< ::!: ::!: (.!) z ii: 0 a, BORING RECORD Ii PROJEC"1 NAME I PROJECT NUMBER BORING Poinsettia Lane Bridges SD412A A-17-004 SITE LOCATION I START IFINISH SHEET NO. Poinsettia Lane, South of Poinsettia 61 Development 6/26/2017 6/26/2017 3 of 3 DRILLING COMPANY DRILLING METHOD 'LOGGED BY 'CHECKED BY Pacific DrillinQ Company Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (In) TOTAL DEPTH (ft)I GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Fraste Track Mounted RiQ 6 80.5 I 209 ~ 19.01 190.0 SAMPLING METHOD NOTES Automatic Hammer ETR ~ 83%, N60 -83/60 * N ~ 1.38 * N w ~ z a.. ci ~ 0 ~ z j::C-w :i:: ~I w _, t-_, a.. a.. a.. ~ w _, ~ ~ 0 w <t: CJ) ~ S-14 1-- ,-1-- 1-- ~ -145 -65 1--8 R-15 1--- 1-- i--140 -70 -~ S-16 - 1--- -135 -75 1--~ S-17 1--- 1-- i--130 --$0 -~ S-18 1--- 1-- -125 --$5 -- - - -120 zw-Oo~ i= z <D ~<t:- t-lii~ Wi.iio zw_, WO::ai a.. - 50 (6") 37 60 37 50 50 (1 ") 50 (6") ~ w ~ t a:: iii -;!, =>-Z c ~ t;~ w 8. 0 6 □-_, ~ >-al a:: 0 100 138 97 89 14.4 116 87 120 600 200+ 100 138 a:: CJ) Wt-:i:: CJ) t-W Qt- ! 0 :i:(!) :i:: a.. 0 t-~_, a.. w (!) 0 .. . . .. -. ·.: : ·.: -·.· · .. • .· ... · -.. .. DESCRIPTION AND CLASSIFICATION SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; gray; wet; mostly fine sand; some fines; nonplastic; strongly cemented. ............. ..._ __________________________ _ 65~0 -. . ... . . . . . FAT CLAYSTONE (CH); hard; dark gray; wet; mostly fines; little fine sand; high plasticity; strongly indurated. ------------------------- SIL TY SANDSTONE (SM); very dense; gray; wet; mostly fine sand; some fines; nonplastic; strongly cemented . +-'>-"-+-~---------------------------1// 70 ~~ .. -· -.... -· .. ·.:· _: .. :: SANDY LEAN CLAYSTONE (CL); hard; dark gray; wet; mostly fines; little fine sand; low plasticity; strongly indurated. ------------------------- SIL TY SANDSTONE (SM); very dense; gray; wet; mostly fine sand; some fines; nonplastic; strongly cemented. ....-,...,...._,. __________________________ _ 75~~ -~ 0· 80~~ - - - 85 - - - - FAT CLAYSTONE WITH SAND (CH); hard; dark gray; wet; mostly fines; little fine sand; high plasticity; strongly indurated. ------------------------- CLAYEY SANDSTONE (SC); very dense; light blueish gray; wet; mostly fine sand; some fines; low plasticity; moderately cemented. Total Depth = 80½ feet Groundwater at 19 Feet This boring was prepared in accordance with the Caltrans Soil & Rock Logging, Classification, and Presentation Manual (2010). g GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-4 c u 0 (.!) 9245 Activity Road, Suite 103 San Diego, CA 92126 APPENDIX 8 LABORATORY TESTING APPENDIX B LABORATORY TESTING Laboratory testing was conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions and in the same locality. No warranty, express or implied, is made as to the correctness or serviceability of the test results, or the conclusions derived from these tests. Where a specific laboratory test method has been referenced, such as ASTM or Caltrans, the reference only applies to the specified laboratory test method, which has been used only as a guidance document for the general performance of the test and not as a "Test Standard". A brief description of the various tests performed for this project follows. Classification: Soils were visually classified according to the Unified Soil Classification System as established by the American Society of Civil Engineers per ASTM D2487. The soil classifications are shown on the boring logs in Appendix A. Particle Size Analysis: Particle size analyses were performed in accordance with ASTM D422, and were used to supplement visual classifications. The results are shown in Figures 8-1.1 to 8-1.15. Atterberg Limits: ASTM D4318 was used to determine the liquid and plastic limits, and plasticity index of a selected soil sample. The results are shown in Figure B-1.8. pH and Resistivity: To assess the potential for reactivity with buried metals, selected soil samples were tested for pH and minimum resistivity using Caltrans test method 643. The corrosivity test results are summarized in Figure B-2, along with previous corrosion tests we conducted on site. Sulfate Content: To assess the potential for reactivity with concrete, selected soil samples were tested for water soluble sulfate. The sulfate was extracted from the soil under vacuum using a 10: 1 (water to dry soil) dilution ratio. The extracted solution was tested for water soluble sulfate in general accordance with ASTM D516. The test results are also presented in Figure 8-2, along with common criteria for evaluating soluble sulfate content. Chloride Content: Soil samples were also tested for water soluble chloride. The chloride was extracted from the soil under vacuum using a 10:1 (water to dry soil) dilution ratio. The extracted solution was then tested for water soluble chloride using a calibrated ion specific electronic probe. The test results are also shown in Figure B-2. Direct Shear: The shear strength of se lected samples of the soils from the site were assessed using direct shear testing performed in general accordance with ASTM D3080. The test results are shown in Figures B-3.1 through 8-3.4. The shear test results are summarized in Figure 8-3.5, along with the results of 10 previous shear tests we conducted on samples of the Santiago Formation collected from the subject site, as described in the Poinsettia 61 investigation (GDC, 2014). GR□UP DEL T~ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065.doc APPENDIX B LABORATORY TESTING (Continued) Consolidation: The one-dimensional consolidation properties of a selected sample were evaluated in general accordance with ASTM D2435. The samples were inundated with water under a nominal seating load, allowed to swell, and then subjected to controlled stress increments while restrained laterally and drained axially. The test results are presented in Figure B-4. R-Value: R-Value tests were performed on selected samples of the pavement subgrade materials for the previously graded portion of Poinsettia Lane north of the proposed bridges. The testing was conducted in general accordance with CT301. The test results are presented in Figures B-5.1 through B-5.4. Previous R-Value tests conducted for the Poinsettia 61 investigation are shown in Figured B-5.5 through B-5.10 (GDC, 2014). The R-Values ranged from 12 to 32 and averaged 19. Pavement section recommendations are provided in Section 9.0 of this report. GRCUPOELT.L\ N:\Projects\SD\SD412A Lennar -Poinsettia Bridge lnvestigation\S. Reports\17-0065\17-0065.doc 100 90 80 E .Qi 70 Q) ~ ~ 60 ..... Q) C U:: 50 c Q) ~ 40 Q) a.. 30 20 10 0 100 3" 1½" 3/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-001 O' -5' 3/8" -o¾ Gravel 10 FINE U.S. Standard Sieve Sizes #4 #10 :IUfi A # n #50 #100 #200 I -"" I i I '\ "'~ I I I \ . I I \ . ' \ \ \. ~1 . \- \ \ . ' ' •~B -r--.. '] A --- I 62% Sand ...... 38% Fines-+ 1 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SIL TY SAND L:iFit □UP DELTA SOIL CLASSIFICATION ~-, __ -- 0.01 SILT AND CLAY ....... 22 ~ ~ ---8 0.001 A TTERBERG LIMITS LIQUID LIMIT: - PLASTIC LIMIT : - PLASTICITY INDEX: -- Document No. 17 -0065 Project No. SD412A FIGURE 8-1.1 100 90 80 E .Q> 70 Cl) ~ ~ 60 ,._ Cl) C U:::: 50 c Cl) ~ 40 Cl) a.. 30 20 10 0 100 3" 1½" COARSE GRAVEL SAMPLE 3/4" BORING NUMBER: A-17-001 SAMPLE DEPTH: 20' -21½' 3/8" <-0% Gravel 10 FINE U.S. Standard Sieve Sizes ui A --#8 #16 #30 #50 #100 #200 T" ----~ he I'-.. '\ I 83 \ \ ; \ \ \ \ \ ~ 38 \. '\ .. i-...,. r 1 I I I I I I 79% Sand +-+ , 21 % Fines-+ I 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SAND GFit□UP DE• ~ A SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 ATTERBERG LIMITS LIQUID LIMIT: - PLASTIC LIMIT: - PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE 8-1.2 100 90 80 1: .Q'l 70 Q) s: ~ 60 ,.._ Q) C U:::: 50 -C Q) ~ 40 Q) Q. 30 20 10 0 100 3" 1½" COARSE GRAVEL SAMPLE 3/4" BORING NUMBER: A-17-001 SAMPLE DEPTH: 45' -45½' 3/8" +-0% Gravel 10 FINE U.S. Standard Sieve Sizes #4 ~ --#16 #30 # 0 #100 #200 I ---"" I ·~ 97 I \ I I I \ I I \ I . \ \ 1, \ I \ . • 57 i \ \ . \ . \' Iii , 7 . 73% Sand +-+ · 27% Fines-. 1 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SAND GR.CUP DEL TA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: -- PLASTIC LIMIT: - PLASTICITY INDEX: -- Document No. 17-0065 Project No. SD412A FIGURE B-1.3 100 90 80 1: .Q> 70 Q) s: ~ 60 L.. Q) C U: 50 C: Q) ~ 40 Q) a.. 30 20 10 0 100 3" 1½" 3/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-001 70' -71½' 3/8" <-0% Gravel 10 FINE U.S. Standard Sieve Sizes #4 #8 :ft1J; # 0 #;n #100 #200 -·~ "'I 97 \ \ ' \ ,. \ I '\ 0~ I \ I I \ I I ' I I I ' I I I ' I . ' ~ I I I I I I I I I I I I I : I I I I 61 % Sand +-+ 39% Fines-+ 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SANDSTONE GFil□UP DEL TA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: - PLASTIC LIMIT: -- PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE B-1.4 100 90 80 ..... ..c -~ 70 Q) ~ ~ 60 .... Q) C U::: 50 c Q) ~ 40 Q) a.. 30 20 10 0 100 3" 1½" 3/4" COARSE I GRAVEL SAMPLE BORING NUMBER: A-17-002 SAMPLE DEPTH: O' -3' U.S. Standard Sieve Sizes 3/8" #4 #8 11.1!'; # n -#•;n #100 #2r<l --..... • 97 . " \ \ \. ..,,. ,- \ \ \ -, ~1v ,, +-0% Gravel 51% Sand +-+ 49% Fines-+ 10 0.1 Grain Size in Millimeters FINE I COARSE I MEDIUM I FINE SAND luN1F1Eo soIL CLASSIFICATION: SM I loESCRIPTION: SIL TY SAND GR.CUP DEL T ~ SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: - PLASTIC LIMIT: - PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE 8-1.5 100 90 80 E .Ql 70 (I) s ~ 60 .... (I) C U::: 50 c (I) ~ 40 (I) a.. 30 20 10 0 100 3" 1½" COARSE GRAVEL SAMPLE 3/4" BORING NUMBER: A-17-002 SAMPLE DEPTH: 15' -16' 3/8" +-0% Gravel 10 FINE U.S. Standard Sieve Sizes !4 --#8 #16 #In #50 #100 #200 T ,-i-s.... rr -... ~ ~3 '\. r-.._ \ It /'+ \ \ I \ ' \ \ \ tit 32 '\. " ... • I 1::1 I 81% Sand +-+ 19% Fines--, 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SAND GFil□UP DEJ ~ A SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: -- PLASTIC LIMIT: - PLASTICITY INDEX: -- Document No. 17-0065 Project No. SD412A FIGURE B-1.6 100 90 80 1: .Ql 70 Q) ~ ~ 60 '-Q) C U:: 50 c Q) ~ 40 Q) a.. 30 20 10 0 100 3" 1½" 3/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-002 35' -36' 3/8" +-0% Gravel 10 FINE U.S. Standard Sieve Sizes l;! --#8 #16 #30 #SO #100 #200 r -aa__ h> .._N ~ 12 --i ~ I'\. \. ,~ \ \ i ' \ ll. ~ --. - 55% Sand ...... 45% Fines-> . 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SIL TY SAND GFil□UPDELTA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: - PLASTIC LIMIT: -- PLASTICITY INDEX: -- Document No. 17-0065 Project No. SD412A FIGURE B-1.7 100 90 80 E .QI 70 Q.) ~ ~ 60 I.... Q.) C U:::: 50 c Q.) ~ 40 Q.) a. 30 20 10 0 100 3" 1½" 3/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-002 50' -51½' 3/8" +-0% Gravel 10 FINE U.S. Standard Sieve Sizes #4 #10 #16 #30 :It .I) A -#100 I ~ I I I I I I I I I I 7% Sand +-+ 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: CH DESCRIPTION: FAT CLAY #200 I I •f..P , ...... ........ ...._ A~ ........ i I 93% Fines- r-,._...,,,. "--l 0.01 SILT AND CLAY GFf□UP DEL TA SOIL CLASSIFICATION ::1 •r-,.; , ... ~ ---.:;:. ..... i'w...5'b ........ r--... ~ -0 0.001 A TTERBERG LIMITS LIQUID LIMIT: 66 PLASTIC LIMIT: 20 PLASTICITY INDEX: 46 Document No. 17-0065 Project No. SD412A FIGURE B-1.8 100 90 80 E -~ 70 Q) ~ ~ 60 L.. Q) C ii: 50 c Q) ~ 40 Q) a.. 30 20 10 0 100 3" 1½" 3/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-002 85' -86' 3/8" +-0% Gravel 10 FINE U.S. Standard Sieve Sizes #4 fill --#1"'-#30 #50 #100 #200 ----r-..... I ~,-I ' -I I I I\ I I \ I I \ I I I l t 72 I I \ I I \ I I \ I I I \ I I I \ I I I I ... 42 I I I I '\. I I I I I ' I I i\: ~,c- t --1- I I I I I I I 75% Sand +-+ I 25% Fines--+ I 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SAND GFc.□UP DELTA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: -- PLASTIC LIMIT: - PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE B-1.9 100 90 80 :E .Ql 70 Q) ~ ~ 60 ..... Q) c:: U:: 50 c Q) !::? 40 Q) a.. 30 20 10 0 100 3" 1½" 3/4" COARSE GRAVEL SAMPLE BORING NUMBER: A-17-003 SAMPLE DEPTH: O' -5' 3/8" .-0% Gravel I I 10 FINE U.S. Standard Sieve Sizes #4 #8 1t1R # ,n #50 #100 #200 I --' \ ., ... \ \ \ 1 It \ \ \ II\ o4 \ \ ' I! ' I ,, .ii. C, I I I I I I i I ' I I I I I I i I I I 74% Sand ...... , 26% Fines-+ I I 1 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SIL TY SAND GFc.□UP DELTA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: -- PLASTIC LIMIT: - PLASTICITY INDEX: -- Document No. 17-0065 Project No. SD412A FIGURE B-1.10 100 90 80 1: .Ql 70 Q.) ~ ~ 60 .... Q.) C: U::: 50 c Q.) ~ 40 Q.) 0.. 30 20 10 0 100 3" 1½" 3/4" COARSE GRAVEL SAMPLE BORING NUMBER: A-17-003 SAMPLE DEPTH: 20' -21' 3/8" +-0% Gravel 10 FINE I U.S. Standard Sieve Sizes #4 #8 #16 #. n " #50 #100 #200 ~ " l'H:: \ -- \ \ \ \ I I \ \ \ '\ 44 \ \. i\ .. ' • 3 I I I I I I 77% Sand +-+ , 23% Fines-+ I 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND luNIFIED soIL CLASSIFICATION: SM I DESCRIPTION: SIL TY SAND L:iFil□UP DELTA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: - PLASTIC LIMIT: -- PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE B-1.11 100 90 80 .E .Ql 70 Q) s: ~ 60 I,... Q) C: U::: 50 c Q) e 40 Q) a. 30 20 10 0 100 3" 1½" 3/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-003 45' -46' 3/8" +-0% Gravel 10 FINE U.S. Standard Sieve Sizes #4 #8 :!tlf,. #30 #OU fflUU il'LUU I --1--1 ~ ~ ' I ' ' --, "92 ' ' I ' I I ......._ OC' I ' ' I " I I ' I ".i I 7 I I I! ... 23% Sand +-+ 77% Fines-> ' I 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: ML DESCRIPTION: SILT WTH SAND CW□UPDELT.A SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: -- PLASTIC LIMIT: -- PLASTICITY INDEX: -- Document No. 17-0065 Project No. SD412A FIGURE B-1.12 100 90 80 1: -~ 70 3;: ~ 60 .... <l) C U::: 50 c <l) ~ 40 <l) Cl.. 30 20 10 0 100 3" 1½" "/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-004 O' -5' 3/E" +-0% Gravel I I I 10 FINE U.S. Standard Sieve Sizes #4 #8 #11'. #30 #50 #100 #200 -11 ~7 \ \ \ \ ' 71 \ i \ \ ' ' I I \ I I \ I I -_ 38 I I I "" I I r-.1',..: -:' ~61' I ' ' I I ' I : I I I I I 76% Sand +-+ I 24% Fines-+ I II I I I I ' I I 1 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SIL TY SAND CW□UP DEL TA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: -- PLASTIC LIMIT: -- PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE B-1 .13 100 90 80 1:: .Ql 70 Q) ~ ~ 60 ..... Q) C U:: 50 c Q) ~ 40 Q) 0... 30 20 10 0 100 3" 1½" 3/4" COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-004 20½' -21' 3/8" <-0% Gravel 10 FINE U.S. Standard Sieve Sizes !A ~~ #8 #16 #30 #50 #100 #200 r --I -~7 I r-.__ I I I I'\. I I 1 l 82 I I \ I I I \ I I ' : I I \ \_ --"'\ '"' \ \ ' I I -.<I.J I I I I I I i I I I I 75% Sand +-+ 25% Fines-> 1 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SAND GR □UPDELTA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: - PLASTIC LIMIT: -- PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE B-1.14 100 90 80 -..c .Qi 70 Q) ~ ~ 60 L.. Q) C U: 50 c Q) ~ 40 Q) a.. 30 20 10 0 100 .J 11/2 .JI'+ COARSE SAMPLE BORING NUMBER: SAMPLE DEPTH: GRAVEL A-17-004 50'-51' .J/0 -0% Gravel 10 FINE U.S. Standard Sieve Sizes -= --lflO If u If! u lflUU lf,!UU ---~ ;J 1 i--...._ k~ .... r-,.... ' ~- "' '--·H "' ..... fl? 38% Sand +-> 62% Fines--+ 0.1 Grain Size in Millimeters COARSE MEDIUM FINE SAND UNIFIED SOIL CLASSIFICATION: ML DESCRIPTION: SANDY SILT LW□UPDELTA SOIL CLASSIFICATION 0.01 SILT AND CLAY 0.001 A TTERBERG LIMITS LIQUID LIMIT: -- PLASTIC LIMIT: - PLASTICITY INDEX: - Document No. 17-0065 Project No. SD412A FIGURE 8-1.15 CORROSIVITV TEST RESULTS (ASTM 0516, CTM 643) RESISTIVITY SULFATE CHLORIDE SAMPLE NO. pH [OHM-CM] CONTENT [PPM] CONTENT [PPM] A-17-001@ 0' -5' 5.6 980 <100 100 A-17-003@ 0' -5' 5.7 2,000 <100 100 8-1@ 0'-5' 7.4 930 <100 1,800 8-6@ 0'-5' 4.1 370 3,800 2,000 8-7@ 0'-5' 6.5 730 <100 1,100 B-8@ 0'-5' 5.9 1,870 <100 1,100 8-10@ 0'-5' 5.4 690 200 1,800 8-14@ 0'-5' 4.6 1,560 100 1,800 B-16@ 2'-5' 5.6 1,620 < 100 1,900 B-18@ 0'-5' 5.7 490 200 1,500 NOTE: Soil samples tested as part of the Poinsettia 61 subsurface investigation are shown in italics (GDC, 2014). SULFATE CONTENT [PPM] 0 to 1,000 1,000 to 2,000 2,000 to 20,000 Above 20,000 SOIL RESISTIVITY 0 to 1,000 1,000 to 2,000 2,000 to 5,000 5,000 to 10,000 Above 10,000 CHLORIDE (Cl) CONTENT [PPM] 0 to 300 300 to 1,500 Above 1,500 GR□UP DEL T .l\ SULFATE EXPOSURE CEMENT TYPE Negligible Moderate Severe Very Severe II, IP(MS), IS(MS) V V plus pozzolan GENERAL DEGREE OF CORROSIVITY TO FERROUS Verv Corrosive Corrosive Moderately Corrosive Mildly Corrosive · Slightly Corrosive GENERAL DEGREE OF CORROSIVITY TO METALS LABORATORY TEST RESULTS Negligible Corrosive Severely Corrosive Document No. 17-0065 Project No. 50412A FIGURE B-2 4000 .... u. ~ 3000 .... en en ~ 2000 I-en er:: <( UJ :I: 1000 en 0 0.0 4000 3500 3000 ~ 2500 e:. en en ~ 2000 I-en er:: ~ 1500 :I: en 1000 500 0 2.0 4.0 6.0 STRAIN[%] C Peak Strength Test Results --38 Degrees, 500 PSF Cohesion ♦ Ultimate Strength Test Results -37 Degrees, 250 PSF Cohesion 8.0 10.0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: A-17-002@ 15' -16' PEAK Santiago Formation: ,· 38 ° Li ht ellow brown cla e sandstone SC . C' 500 PSF IN-SITU STRAIN RATE: I 0.0040 IN/MIN I 'Yd 104.7 PCF (Sample was consolidated and drained) W e 15.7 % ~□UP DELTA DIRECT SHEAR TEST RESULTS ULTIMATE 37 ° 250 PSF AS-TESTED 104.7 PCF 22.5 % Document No. 17-0065 Project No. SD412A FIGURE B-3.1 4000 ..... LL ~ 3000 ..... en en ~ 2000 I-en 0::: <( w :::c 1000 en 0 0.0 ..... 4000 3500 3000 ~ 2500 e:. en en w 2000 0::: I-en 0::: <( w 1500 :::c en 1000 500 0 2.0 4.0 6.0 STRAIN[%] c Peak Strength Test Results --36 Degrees, 300 PSF Cohesion ♦ Ultimate Strength Test Results -36 Degrees, 150 PSF Cohesion 8.0 10.0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: A-17-003@ 15' -16' PEAK ~-36 ° silt sandstone SM . C' 300 PSF IN-SITU STRAIN RA TE: I 0.0040 IN/MIN I 'Yd 104.2 PCF (Sample was consolidated and drained) We 14.5 % GFf□UP DELTA DIRECT SHEAR TEST RESULTS ULTIMATE 36 ° 150 PSF AS-TESTED 104.2 PCF 22.9 % Document No. 17-0065 Project No. SD412A FIGURE B-3.2 4000 LL ~ 3000 ..... "' "' ~ 2000 .... "' ~ 1000 w :::c "' 0 0.0 6000 5000 LL 4000 "' e:. "' "' ~ 3000 .... "' 0:: < w ~ 2000 1000 0 0 2.0 4.0 STRAIN[%] II Peak Strength Test Results --31 Degrees, 300 PSF Cohesion ♦ Ultimate Strength Test Results -30 Degrees, 200 PSF Cohesion 1000 2000 3000 6.0 4000 NORMAL STRESS [PSF] SAMPLE: A-17-003@ 45' -46' Santiago Formation: Dark gray siltstone with sand (ML) STRAIN RATE: I 0.0002 IN/MIN (Sample was consolidated and drained) ~- C' Yd We PEAK 31 ° 300 PSF IN-SITU 106.0 PCF 18.3 % ,JO~ ..... ~□UP DELTA DIRECT SHEAR TEST RESULTS 8.0 10.0 5000 6000 ULTIMATE 30 ° 200 PSF AS-TESTED 106.0 PCF 21 .9 % Document No. 17-0065 Project No. SD412A FIGURE B-3.3 4000 u:-~ 3000 -en en w 2000 r:r: I-en r:r: 1000 <( w :I: en 0 0.0 4000 3500 3000 [ 2500 Q. -en en w 2000 r:r: I-en r:r: <( 1500 w :I: en 1000 500 0 2.0 4.0 6.0 STRAIN[%] D Peak Strength Test Results --40 Degrees, 400 PSF Cohesion ♦ Ultimate Strength Test Results -37 Degrees, 400 PSF Cohesion 8.0 10.0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: A-17-004@ 5' -6' PEAK Santiago Formation: 4>' 40 ° Li ht ellow brown cla e sandstone SC. C' 400 PSF IN-SITU STRAIN RATE: I 0.0040 IN/MIN I Yd 108.2 PCF (Sample was consolidated and drained) We 13.9 % -~...,,;:,,,-GFl□UP DEL T .A DIRECT SHEAR TEST RESULTS ULTIMATE 37 ° 400 PSF AS-TESTED 108.2 PCF 20.6 % Document No. 17-0065 Project No. SD412A FIGURE B-3.4 6000 5000 4000 ~ Cl) a. .... Cl) Cl) w 3000 a::: I-Cl) a::: <( w J: Cl) 2000 1000 0 0 • Ultimate Values a Peak Values --Ultimate Strength -Peak Strength 1000 2000 3000 NORMAL STRESS [PSF] 4000 SANTIAGO FORMATION Tsa PEAK 5000 6000 ULTIMATE A summary of 14 direct shear tests on samples of the intact sandstone from the Santiago Formation at the site, including 10 sandstone samples (both SM and SC), from the revious investi ation GDC, 2014 . ,.__6_·. _ _.__1 ~-~_:_S_F__.I ._I _1 ~-~_:_S_F__. ~□UP DEL T .L\. DIRECT SHEAR TEST SUMMARY Document No . 17-0065 Project No. SD412A FIGURE B-3.5 0.0% .----......... -...-.....-----.......-......... ------..-......... --,........,.~ .......... ....------~~-~- 1.0% 1-----1--=-.•:1---+--+-+-f-+-++----+--+-----l~l-+-++++----+--+--+-+-+-+-++l "-t--.. 2.0% 3.0% 4.0% 1---+---+--+-+-+-++-t-+---+-""____...."'-+--+-~-++-------l---+--+-+--+-+-+-+-I ~ \ .!: 5.0% .,__---+--+----+---+--+-+-+--l-+-----4-----1--~~,--1-+-l-4-+-------1>-----+-+--+--1-4-....j...4-I ~ \ ... "' ... C: Cll 6.0% ~ Cl) ' \ ll. \ 7.0% \ ----r--.... --\ 9.0% ~ \ 10.0% 11.0% L--__ ....,__....___,__,__.__ .......... ..I..L __ ---1, _ __.t.._,.._i.....-'--'-.l....l..-'-----'--....,_--'-................ ...1,.....1.....LJ 100 A-17-003 @ 5' INITIAL FINAL 1.0000 0.9228 88.5 95.9 2.70 2.70 0.89 0.76 7.7 20.5 23.5 73.0 1000 SAMPLE HEIG HT [IN) DRY DENSITY [PCF) Stress [psf] SPECIFIC GRAVITY (ASSUMED) VOID RATIO (e) WATER CONTENT [%) DEGREE OF SATURATI ON [%) 10000 GR.CUP DEL T .L\ CONSOLIDATION RESULTS 100000 Document No. 17-0065 Project No. SD412A FIGURE B-4 SAMPLE NO.: R-1 SAMPLE DATE: 7 /1/17 SAMPLE LOCATION: Poinsettia Lane, STA 187+00 N/B TEST DATE: 7/19/17 SAMPLE DESCRIPTION: Moderate grayish orange silty sand (SM) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 300 130 200 [PSI) B INITIAL MOISTURE 3.6 3.6 3.6 [%) C BATCH SOIL WEIGHT 1200 1200 1200 [G) D WATER ADDED 140 190 170 [ML) E WATER ADDED (D*(100+B)/C) 12.1 16.4 14.7 [%) F COMPACTION MOISTURE (B+E) 15.7 20.0 18.3 [%) G MOLD WEIGHT 2008.7 2005.2 2017.6 [G] H TOTAL BRIQUETTE WEIGHT 3061.0 3055.3 3037.9 [G) I NET BRIQUETTE WEIGHT (H-G) 1052.3 1050.1 1020.3 [G) J BRIQUETTE HEIGHT 2.45 2.47 2.50 [IN) K DRY DENSITY (30.3*1/((100+F)*J)) 112.5 107.3 104.6 [PCF] L EXUDATION LOAD 8001 1734 3110 [LBJ M EXUDATION PRESSURE (L/12.54) 638 138 248 [PSI) N STABILOMETER AT 1000 LBS 24 50 38 [PSI] 0 STABILOMETER AT 2000 LBS 60 117 89 [PSI) p DISPLACEMENT FOR 100 PSI 6.20 7.20 6.80 [Turns) Q R VALUE BY STABILOMETER 40 11 23 R CORRECTED R-VALUE (See Fig. 14) 40 11 23 s EXPANSION DIAL READING 0.0044 0.0006 0.0017 [IN) T EXPANSION PRESSURE (S*43,300) 191 26 74 [PSF) u COVER BY STABILOMETER 1.25 1.85 1.60 [FT) V COVER BY EXPANSION 1.47 0.20 0.57 [FT] TRAFFIC INDEX: 8.5 GRAVEL FACTOR: 1.31 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 25 R-VALUE BY EXPANSION: 36 R-VALUE AT EQUILIBRIUM: 25 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6.B.2. L~l GR□UP DEL TA f'r ~ R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.1a Sample R-1 : Poinsettia Lane, STA 187+00 N/8 3.0 2.5 I=' I:. t 2.0 -(I) E .2 :.c ~ u, ~ 1.5 Ill Ill (I) C: .ll: u :c ': 1.0 (I) > 0 0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Cover Thickness by Expansion [FT] GR□UPDELTA 2.5 R-Value at Equilibrium: 25 ~ ..... ~ I"-.. 100 90 80 70 60 a, :::s 50 ~ 0:: 40 30 ~ "' 20 3.0 800 700 600 500 400 300 Exudation Pressure [psi] COVER AND EXUDATION CHARTS I\ 200 100 10 0 0 Document No. 17-0065 Project No. SD412A FIGURE B-5.1 b SAMPLE NO.: R-2 SAMPLE DATE: 7/1/17 SAMPLE LOCATION: Poinsettia Lane, STA 185+00 S/B TEST DATE: 7/13/17 SAMPLE DESCRIPTION: Moderate yellow brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 200 180 130 [PSI] B INITIAL MOISTURE 7.1 7.1 7.1 [%) C BATCH SOIL WEIGHT 1200 1200 1200 [G) D WATER ADDED 120 134 150 [ML] E WATER ADDED (D*(100+B)/C) 10.7 12.0 13.4 [%] F COMPACTION MOISTURE (B+E) 17.8 19.1 20.5 [%) G MOLD WEIGHT 2100.3 2113.2 2108.1 [G] H TOTAL BRIQUETTE WEIGHT 3169.2 3220.5 3176.4 [G) I NET BRIQUETTE WEIGHT (H-G) 1068.9 1107.3 1068.3 [G] J BRIQUETTE HEIGHT 2.42 2.54 2.50 [IN] K DRY DENSITY (30.3*1/((100+F)*J)) 113.6 110.9 107.5 [PCF] L EXUDATION LOAD 6732 4658 3067 [LB] M EXUDATION PRESSURE (L/12.54) 537 371 245 [PSI] N STABILOMETER AT 1000 LBS 36 45 52 [PSI] 0 STABILOMETER AT 2000 LBS 92 125 130 [PSI) p DISPLACEMENT FOR 100 PSI 3.78 4.31 4.75 [Turns] Q R VALUE BY STABILOMETER 33 14 11 R CORRECTED R-VALUE (See Fig. 14) 31 14 11 s EXPANSION DIAL READING 0.0093 0.0050 0.0030 [IN) T EXPANSION PRESSURE (S*43,300) 403 217 130 [PSF] U COVER BY STABILOMETER 1.48 1.84 1.90 [FT] V COVER BY EXPANSION 3.10 1.67 1.00 [FT) TRAFFIC INDEX: 8.5 GRAVEL FACTOR: 1.27 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 12 R-VALUE BY EXPANSION: 15 R-VALUE AT EQUILIBRIUM: 12 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6. 8.2. GROUP DELTA R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.2a Sample R-2: Poinsettia Lane, STA 185+00 5/B 3.0 2.5 L-----1---+---+-----/--~r-, I= !:!:. ; 2.0 QI E .2 :c ~ II) ~ 1.5 I f/1 I I f/1 ~ ~ .r I ~ I ~ .r:. ': 1.0 Cl) > 0 0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Cover Thickness by Expansion [FT] R-Value at Equilibrium: 12 • '\ "' " ~ ._ 800 700 600 500 400 300 Exudation Pressure [psi] I.W□UP DELTA COVER AND EXUDATION CHARTS 200 100 . 100 90 80 70 60 a, ::, 5oco > 0: 40 30 20 10 0 0 Document No. 17-0065 Project No. SD412A FIGURE B-5.2b SAMPLE NO.: R-3 SAMPLE DATE: 7/1 /17 SAMPLE LOCATION: Poinsettia Lane, STA 183+00 Median TEST DATE: 7/13/17 SAMPLE DESCRIPTION: Dark yellow brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 200 180 110 [PSI] B INITIAL MOISTURE 4.4 4.4 4.4 [%] C BATCH SOIL WEIGHT 1200 1200 1200 [G] D WATER ADDED 125 140 160 [ML] E WATER ADDED (D*(100+B)/C) 10.9 12.2 13.9 [%] F COMPACTION MOISTURE (B+E) 15.3 16.6 18.3 [%] G MOLD WEIGHT 2108.6 2098.7 2111 .3 [G] H TOTAL BRIQUETTE WEIGHT 3130.6 3177.1 3168.5 [G] I NET BRIQUETTE WEIGHT (H-G) 1022.0 1078.4 1057.2 [G] J BRIQUETTE HEIGHT 2.35 2.51 2.52 [IN] K DRY DENSITY (30.3*1/((100+F)*J)) 114.3 111. 7 107.4 [PCF] L EXUDATION LOAD 7807 4709 2914 [LBJ M EXUDATION PRESSURE (l/12.54) 623 376 232 [PSI] N STABILOMETER AT 1000 LBS 31 48 58 [PSI] 0 STABILOMETER AT 2000 LBS 84 118 132 [PSI] p DISPLACEMENT FOR 100 PSI 3.70 4.30 5.00 [Turns] Q R VALUE BY STABILOMETER 38 17 10 R CORRECTED R-VALUE (See Fig. 14) 35 17 10 s EXPANSION DIAL READING 0.0092 0.0050 0.0021 [IN] T EXPANSION PRESSURE (S*43,300) 398 217 91 [PSF] u COVER BY STABILOMETER 1.39 1.78 1.92 [FT] V COVER BY EXPANSION 3.07 1.67 0.70 [FT] TRAFFIC INDEX: 8.5 GRAVEL FACTOR: 1.28 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 13 R-VALUE BY EXPANSION: 17 R-VALUE AT EQUILIBRIUM: 13 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6.8.2 . . )J\ GR□UP DEL T .A ~~~ R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.3a I= ~ 3.0 2.5 ; 2.0 .... a, E ..S! :ci Sample R-3: Poinsettia Lane, STA 183+00 Median R-Value at Equilibrium: 13 i3 ~ 1.5 I 1/1 I I VI V ~ ~ I I ~-I .s= ': 1.0 ~ 0 (.) 0.5 0.0 0.0 0.5 1.0 1.5 2.0 2.5 Cover Thickness by Expansion [FT] GFil□UP DEL TA ..., ~ ~ ' ~, r----...... 3.0 800 700 600 500 400 300 Exudation Pressure [psi] COVER AND EXUDATION CHARTS ~ 200 100 100 90 80 70 60 GI ::I 50 cv :::, 40 30 20 10 0 0 a: Document No. 17-0065 Project No. SD41 2A FIGURE B-5.3b SAMPLE NO.: R-4 SAMPLE DATE: 7/1 /17 SAMPLE LOCATION: Poinsettia Lane, STA 181+00 N/B TEST DATE: 7/18/17 SAMPLE DESCRIPTION: Moderate yellow brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 170 150 130 [PSI] B INITIAL MOISTURE 3.2 3.2 3.2 [%] C BATCH SOIL WEIGHT 1200 1200 1200 [G] D WATER ADDED 135 148 160 [ML) E WATER ADDED (D*(100+B)/C) 11 .6 12.7 13.8 [%) F COMPACTION MOISTURE (B+E) 14.8 15.9 17.0 [%) G MOLD WEIGHT 2108.6 2098.7 2111.4 [G] H TOTAL BRIQUETTE WEIGHT 3166.2 3165.8 3144.0 [G] I NET BRIQUETTE WEIGHT (H-G) 1057.6 1067.1 1032.6 [G) J BRIQUETTE HEIGHT 2.50 2.56 2.50 [IN] K DRY DENSITY (30.3*1/((100+F)*J)) 111 .6 108.9 107.0 [PCF) L EXUDATION LOAD 5871 3589 2519 [LB] M EXUDATION PRESSURE (l/12.54) 468 286 201 [PSI] N STABILOMETER AT 1000 LBS 44 52 59 [PSI] 0 STABILOMETER AT 2000 LBS 103 123 132 [PSI] p DISPLACEMENT FOR 100 PSI 4.35 5.10 5.20 [Turns] Q R VALUE BY STABILOMETER 24 13 9 R CORRECTED R-VALUE (See Fig. 14) 24 14 9 s EXPANSION DIAL READING 0.0052 0.0027 0.0019 [IN) T EXPANSION PRESSURE (S*43,300) 225 117 82 [PSF] u COVER BY STABILOMETER 1.62 1.83 1.93 [FT] V COVER BY EXPANSION 1.73 0.90 0.63 [FT] TRAFFIC INDEX: 8.5 GRAVEL FACTOR: 1.28 UNIT WEIGHT OF COVER [PCF): 130 R-VALUE BY EXUDATION: 15 R-VALUE BY EXPANSION: 20 R-VALUE AT EQUILIBRIUM: 15 *Note: Gravel factor estimated from required AC pavement section using CT301 , Part 6.B.2. ~□UP DEL TA R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD41 2A FIGURE B-5.4a Sample R-4: Poinsettia lane, STA 181+00 NIB 3.0 2.5 ~ !::!:. ... 2 .0 Cl) -Cl) E .5! ii c,s -rn >, 1.5 .Q ,n ,n Cl) C .ll: .!::? .c: I-... Cl) > 0 0 1.0 0.5 0.0 0.0 0 .5 1.0 1.5 2.0 Cover Thickness by Expansion [FT] CW□UPDELTA 2.5 3.0 800 R-Value at Equilibrium: 15 700 600 500 ' . ~, ~► 100 90 80 70 60 Cl) ~ 50~ a! 40 30 20 10 400 300 200 100 0 0 Exudation Pressure [psi) COVER AND EXUDATION CHARTS Document No. 17-0065 Proj ect No. SD412A FIGURE B-5.4b BORING NO.: B-3 SAMPLE DATE: 10/30/14 BORING DEPTH: O' -5' TEST DATE: 11/6/14 SAMPLE DESCRIPTION: Yellow brown silty sand (SM) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 190 150 120 [PSI] B INITIAL MOISTURE 0.1 0.1 0.1 [%] C BATCH SOIL WEIGHT 1200 1200 1200 [G] D WATER ADDED 100 111 124 [ML] E WATER ADDED (D*(100+B)/C) 8.3 9.3 10.3 [%] F COMPACTION MOISTURE (B+E) 8.4 9.3 10.4 [%] G MOLD WEIGHT 2010.6 2010.3 2011 .8 [G] H TOTAL BRIQUETTE WEIGHT 3063.1 3068.7 3085.5 [G] I NET BRIQUETTE WEIGHT (H-G) 1052.5 1058.4 1073.7 [G) J BRIQUETTE HEIGHT 2.41 2.46 2.52 [IN] K DRY DENSITY (30.3*I/((100+F)* J)) 122.1 119.3 116.9 [PCF) L EXUDATION LOAD 5842 4300 3430 [LB] M EXUDATION PRESSURE (L/12.54) 466 343 274 [PSI] N STABILOMETER AT 1000 LBS 36 48 54 [PSI] 0 STABILOMETER AT 2000 LBS 81 110 122 [PSI] p DISPLACEMENT FOR 100 PSI 4.38 4.53 5.02 (Turns] Q R VALUE BY STABILOMETER 36 20 13 R CORRECTED R-VALUE (See Fig. 14) 34 20 13 s EXPANSION DIAL READING 0.0017 0.0009 0.0003 [IN) T EXPANSION PRESSURE (S*43,300) 74 39 13 [PSF] u COVER BY STABILOMETER 0.71 0.86 0.93 [FT] V COVER BY EXPANSION 0.57 0.30 0.10 [FT] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.49 UNIT WEIGHT OF COVER (PCF]: 130 R-VALUE BY EXUDATION: 15 R-VALUE BY EXPANSION: 40 R-VALUE AT EQUILIBRIUM: 15 *Note: Gravel factor estimated from required AC pavement section using CT301 , Part 6. B.2. j-1_ GROUP DEL TA ~IP-"~ R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.5a Sample B-3 @O' -5' 3.0 2.5 ~ !:.. ... 2.0 Cl) -Cl) E .Q :a Ill -en ~ 1.5 en en Cl) C ~ u :c ': 1.0 Cl) > 0 (.J 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Cover Thickness by Expansion [FT] GFc.□UP DELTA 2.5 R-Value at Equilibrium: 15 ' '\ ~ "\ 3.0 800 700 600 500 400 300 Exudation Pressure [psi) COVER AND EXUDATION CHARTS 200 100 100 90 80 70 60 4> :I so -; :::, 40 30 20 10 0 0 a:: Document No. 17-0065 Project No. SD412A FIGURE B-5.5b BORING NO.: 8-4 SAMPLE DATE: 10/31/14 BORING DEPTH: 0' -5' TEST DATE: 11/6/14 SAMPLE DESCRIPTION: Yellow brown silty sand (SM) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 220 140 260 [PSI] B INITIAL MOISTURE 0.1 0.1 0.1 [%] C BATCH SOIL WEIGHT 1200 1200 1200 [G] D WATER ADDED 120 132 105 [ML] E WATER ADDED (D*(100+8)/C) 10.0 11 .0 8.8 [%] F COMPACTION MOISTURE (B+E) 10.1 11 .1 8.8 [%] G MOLD WEIGHT 2098.8 2112.3 2100.4 (G] H TOTAL BRIQUETTE WEIGHT 3139.8 3112.4 3129.9 [G] I NET BRIQUETTE WEIGHT (H-G) 1041 .0 1000.1 1029.5 [G] J BRIQUETTE HEIGHT 2.43 2.36 2.38 [IN] K DRY DENSITY (30.3*1/((1 00+F)* J)) 117.9 115.6 120.5 [PCF] L EXUDATION LOAD 3784 2980 7434 [LB] M EXUDATION PRESSURE (L/12.54) 302 238 593 [PSI] N STABILOMETER AT 1000 LBS 40 47 30 [PSI] 0 STABILOMETER AT 2000 LBS 88 105 63 [PSI] p DISPLACEMENT FOR 100 PSI 4.36 4.87 4.10 [Turns] Q R VALUE BY STABILOMETER 32 21 48 R CORRECTED R-VALUE (See Fig. 14) 29 20 44 s EXPANSION DIAL READING 0.0010 0.0003 0.0022 [IN] T EXPANSION PRESSURE (S*43,300) 43 13 95 [PSF] u COVER BY STABILOMETER 0.72 0.81 0.57 [FT] V COVER BY EXPANSION 0.33 0.10 0.73 [FT] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.58 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 29 R-VALUE BY EXPANSION: 41 R-VALUE AT EQUILIBRIUM: 29 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6.B.2. ,,j"\ GR□UP DEL TA f',F~ R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.Ga Sample 8-4 @O' -5' R-Value at Equilibrium: 29 3.0 2.5 L---1---+---+------i--~r-, I::' !::!:. ... 2.0 Q) -Q) E .2 :c "' -Cl) >. 1.5 .c V) V) Cl) C: ~ -~ .c: I-... Q) > 0 0 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2 .0 Cover Thickness by Expansion [FT] GFit□UP DEL T .A ~ ~ "' \ ~ 2.5 3.0 800 700 600 500 400 300 Exudation Pressure [psi] COVER AND EXUDATION CHARTS 200 100 100 90 80 70 60 a, :::, 50ni ::::,, a:: 40 30 20 10 0 0 Document No. 17-0065 Project No. SD412A FIGURE B-5.6b BORING NO.: 8-6 SAMPLE DATE: 11/3/14 BORING DEPTH: O' -5' TEST DATE: 11/19/14 SAMPLE DESCRIPTION: Light brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 220 170 120 [PSI] B INITIAL MOISTURE 6.6 6.6 6.6 [%) C BATCH SOIL WEIGHT 1200 1200 1200 [G] D WATER ADDED 100 119 140 [ML) E WATER ADDED (0*(100+8)/C) 8.9 10.6 12.4 [%) F COMPACTION MOISTURE (B+E) 15.5 17.2 19.0 [%] G MOLD WEIGHT 2108.7 2111.4 2108.1 [G] H TOTAL BRIQUETTE WEIGHT 3169.3 3142.7 3135.3 [G) I NET BRIQUETTE WEIGHT (H-G) 1060.6 1031.3 1027.2 [G] J BRIQUETTE HEIGHT 2.41 2.40 2.46 [IN) K DRY DENSITY (30.3*I/((100+F)*J)) 115.5 111 .1 106.3 [PCF) L EXUDATION LOAD 8350 5055 3348 [LBJ M EXUDATION PRESSURE (L/12.54) 666 403 267 [PSI) N STABILOMETER AT 1000 LBS 34 46 53 [PSI) 0 STABILOMETER AT 2000 LBS 86 110 124 [PSI] p DISPLACEMENT FOR 100 PSI 3.43 3.73 4.35 [Turns) Q R VALUE BY STABILOMETER 39 23 14 R CORRECTED R-VALUE (See Fig. 14) 38 22 14 s EXPANSION DIAL READING 0.0086 0.0044 0.0014 [IN) T EXPANSION PRESSURE (S*43,300) 372 191 61 [PSF] U COVER BY STABILOMETER 0.59 0.74 0.82 [FT] V COVER BY EXPANSION 2.87 1.47 0.47 [FT] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.68 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 16 R-VALUE BY EXPANSION: 16 R-VALUE AT EQUILIBRIUM: 16 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6.8.2. l)\_ GR□UP DEL TA ~~~ R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.7a Sample B-6 @O' -5' 3.0 2.5 I= !::. ... 2.0 s Cl> E .2 :a J! U) ~ 1.5 rn rn Cl> C: .:-: CJ :c I-... Cl> > 0 (.) 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Cover Thickness by Expansion [FT] GFc.□UP DELTA 2.5 R-Value at Equilibrium: 16 " ~ ........ ~ ~ "' '-. 3.0 800 700 600 500 400 300 Exudation Pressure [psi] COVER AND EXUDATION CHARTS 200 100 100 90 80 70 60 (I) ::I 50~ 40 30 20 10 0 0 c::: Document No. 17-0065 Project No. SD412A FIGURE B-5. 7b BORING NO.: 8-10 SAMPLE DATE: 11/3/14 BORING DEPTH: O' -5' TEST DATE: 11/19/14 SAMPLE DESCRIPTION: Light yellow brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 100 160 350 [PSI] B INITIAL MOISTURE 3.0 3.0 3.0 [%] C BATCH SOIL WEIGHT 1200 1200 1200 [G] D WATER ADDED 150 125 105 [ML] E WATER ADDED (D*(100+8)/C) 12.9 10.7 9.0 [%] F COMPACTION MOISTURE (B+E) 15.9 13.7 12.0 [%] G MOLD WEIGHT 2098.6 2113.1 2112.1 [G] H TOTAL BRIQUETTE WEIGHT 3228.8 3213.6 3177.7 [G] I NET BRIQUETTE WEIGHT (H-G) 1130.2 1100.5 1065.6 [G] J BRIQUETTE HEIGHT 2.65 2.54 2.43 [IN] K DRY DENSITY (30.3*1/((100+F)* J)) 111 .5 115.4 118.6 [PCF] L EXUDATION LOAD 1976 3742 7797 [LB] M EXUDATION PRESSURE (L/12.54) 158 298 622 [PSI] N STABILOMETER AT 1000 LBS 65 44 23 [PSI] 0 STABILOMETER AT 2000 LBS 138 96 42 [PSI] p DISPLACEMENT FOR 100 PSI 5.82 5.05 4.18 [Turns] Q R VALUE BY STABILOMETER 6 25 63 R CORRECTED R-VALUE (See Fig . 14) 6 25 63 s EXPANSION DIAL READING 0.0007 0.0025 0.0064 [IN] T EXPANSION PRESSURE (S*43,300) 30 108 277 [PSF] u COVER BY STABILOMETER 0.86 0.69 0.34 [FT] V COVER BY EXPANSION 0.23 0.83 2.13 [FT] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.74 UNIT WEIGHT OF COVER [PCF): 130 R-VALUE BY EXUDATION: 24 R-VALUE BY EXPANSION: 22 R-VALUE AT EQUILIBRIUM: 22 *Note: Gravel factor estimated from required AC pavement section using CT301 , Part 6.8.2. GR□UP DELTA R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.8a Sample B-10 @O' -5' 3.0 2.5 I= ~ ai 2 .0 ... Q) E .S! :a J9 u, ~ 1.5 Ill Ill Q) C: .lf: u :c I-... Q) > 0 (.) 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Cover Thickness by Expansion [FT] GFitLIUP DEL TA 2.5 R-Value at Equilibrium: 22 ~ I~ ~ '\ ~ "\ \. 100 90 80 70 60 C1I :::, 50ni ::::-0:: 40 30 \~ 20 10 3.0 800 700 600 500 400 300 Exudation Pressure [psi] COVER AND EXUDATION CHARTS ~ 200 100 0 0 Document No. 17-0065 Project No. SD412A FIGURE B-5.Sb BORING NO.: B-15 SAMPLE DA TE: 10/31 /14 BORING DEPTH: O' -5' TEST DATE: 11/18/14 SAMPLE DESCRIPTION: Dark yellow brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 110 150 195 [PSI) B INITIAL MOISTURE 3.9 3.9 3.9 [%) C BATCH SOIL WEIGHT 1200 1200 1200 [G] D WATER ADDED 157 142 130 [ML) E WATER ADDED (D*(100+B)/C) 13.6 12.3 11 .3 [%) F COMPACTION MOISTURE (B+E) 17.5 16.2 15.2 [%) G MOLD WEIGHT 2108.6 2114.3 2100.3 [G) H TOTAL BRIQUETTE WEIGHT 3189.6 3194.8 3137.4 [G) I NET BRIQUETTE WEIGHT (H-G) 1081 .0 1080.5 1037.1 [G) J BRIQUETTE HEIGHT 2.52 2.49 2.39 [IN] K DRY DENSITY (30.3*1/((100+F)*J)) 110.6 113.2 114.2 [PCF) L EXUDATION LOAD 1932 4047 5015 [LBJ M EXUDATION PRESSURE (L/12.54) 154 323 400 [PSI) N STABILOMETER AT 1000 LBS 63 59 37 [PSI) 0 STABILOMETER AT 2000 LBS 137 113 84 [PSI) p DISPLACEMENT FOR 100 PSI 4.73 4.40 4.15 [Turns] Q R VALUE BY STABILOMETER 8 19 35 R CORRECTED R-VALUE (See Fig. 14) 8 19 33 s EXPANSION DIAL READING 0.0002 0.0011 0.0020 [IN) T EXPANSION PRESSURE (S*43,300) 9 48 87 [PSF] u COVER BY STABILOMETER 0.99 0.87 0.72 [FT) V COVER BY EXPANSION 0.07 0.37 0.67 [FT] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.49 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 17 R-VALUE BY EXPANSION: 35 R-VALUE AT EQUILIBRIUM: 17 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6. 8.2. ) GR.CUP DEL TA R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD41 2A FIGURE B-5.9a Sample B-15@0' -5' I=' !::. 3.0 2.5 ; 2.0 -Cl) E .2 :c ~ (/) ~ 1.5 Ill Ill Cl) C: .i,:: .!:! .c ': 1.0 Cl) > 0 (.J 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Cover Thickness by Expansion [FT] CW□UP DEL TA 2.5 R-Value at Equilibrium: 17 ◄ \ \ 800 700 600 500 400 ' ~ ~ 300 200 100 100 90 80 70 60 <I> ::::s 50~ 40 30 20 10 0 0 3.0 Exudation Pressure [psi] COVER AND EXUDATION CHARTS Document No. 17-0065 Project No. SD412A FIGURE B-5.9b BORING NO.: 8-19 SAMPLE DA TE: 10/27/14 BORING DEPTH: O' -5' TEST DATE: 11 /6/14 SAMPLE DESCRIPTION: Light gray brown silty sand (SM) LABORATORY TEST DATA TEST SPECIMEN 1 2 3 4 5 A COMPACTOR PRESSURE 200 320 170 [PSI) 8 INITIAL MOISTURE 4.7 4.7 4.7 [%) C BATCH SOIL WEIGHT 1100 1100 1100 [G) D WATER ADDED 121 108 132 [ML) E WATER ADDED (D*(100+B)/C) 11.5 10.3 12.6 [%) F COMPACTION MOISTURE (B+E) 16.2 15.0 17.3 [%) G MOLD WEIGHT 2009.3 2006.3 2011.8 [G) H TOTAL BRIQUETTE WEIGHT 3032.2 3024.4 3038.1 [G] I NET BRIQUETTE WEIGHT (H-G) 1022.9 1018.1 1026.3 [G] J BRIQUETTE HEIGHT 2.43 2.40 2.48 [IN) K DRY DENSITY (30.3*1/((100+F)* J)) 109.7 111 .8 106.9 [PCF) L EXUDATION LOAD 3775 5110 2948 [LBJ M EXUDATION PRESSURE (L/12.54) 301 407 235 [PSI] N STABILOMETER AT 1000 LBS 33 25 50 [PSI] 0 STABILOMETER AT 2000 LBS 75 50 104 [PSI] p DISPLACEMENT FOR 100 PSI 5.20 4.75 5.99 [Turns] Q R VALUE BY STABILOMETER 35 54 18 R CORRECTED R-VALUE (See Fig. 14) 33 52 18 s EXPANSION DIAL READING 0.0004 0.0029 0.0000 [IN] T EXPANSION PRESSURE (S*43,300) 17 126 0 [PSF) u COVER BY STABILOMETER 0.65 0.47 0.80 [FT] V COVER BY EXPANSION 0.13 0.97 0.00 [FT] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.64 UNIT WEIGHT OF COVER [PCF): 130 R-VALUE BY EXUDATION: 32 R-VALUE BY EXPANSION: 43 R-VALUE AT EQUILIBRIUM: 32 *Note: Gravel factor estimated from required AC pavement section using CT301 , Part 6.B.2. ) GR □UP DEL T ~ R-VALUE TEST RESULTS Document No. 17-0065 Project No. SD412A FIGURE B-5.1 Oa Sample B-19 @O' -5' 3.0 2.5 i=' LL ':' 2.0 a, .. a, E 0 :c ca .. en >, 1.5 .Q Ill Ill a, C: .i,:: I.) :c I-... a, > 0 0 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 Cover Thickness by Expansion [FT] GFitClUP OEL TA 2.5 R-Value at Equilibrium: 32 ◄ \ \ \ • 3.0 800 700 600 500 400 300 Exudation Pressure [psi] COVER AND EXUDATION CHARTS 200 100 100 90 80 70 60 a, :J SOni :::, 40 30 20 10 0 0 0:: Document No. 17-0065 Project No. SD412A FIGURE B-5.1 Ob APPENDIXC SLOPE STABILITY ANALYSES APPENDIX C SLOPE STABILITY ANALYSES Slope stability analyses were conducted along the centerline of the proposed bridge alignment at the northern Abutment 1, approximately between Stations 187+50 and 190+50 of Poinsettia Lane. The stability analyses were conducted using the program SLOPE/Wand the topography shown on the Exploration Plan, Figure 3A. Spencer's Method of Slices was used for all of the analyses. Spencer's method satisfies both force and moment equilibrium. The critical failure surfaces were optimized . The geology of the cross section was characterized using the general geotechnical conditions encountered in Borings A-17-001 and A-17-002, as well as our previous experience with similar geologic conditions. Our slope stability analyses are presented in Figures C-1 through C-4. Field and laboratory tests were used to approximate the lower bound shear strengths of the various geologic materials encountered at the site. Direct shear tests were conducted on relatively undisturbed samples of the on-site soils in general accordance with ASTM D3080. The laboratory test results were summarized in Appendix B. Based on these test results and our experience with similar soils, shear strengths were estimated for the various geologic materials as shown below. Geologic Unit Friction [°] Cohesion [psf] Compacted Buttress Fill 32 100 Santiago Formation (Sandstone) 35 150 Santiago Formation (Claystone) 23 200 Alluvium (Sand) 30 50 Alluvium (Liquefied Sand) 0 300 Several different cases were evaluated for the cross section. The static stability of the existing condition at the cross section location is shown in Figure C-1. The analyses indicate that the existing slope does possess an adequate Safety Factor of 1.5 of more for long term slope stability. We understand that the permanent fill slopes proposed at the abutment locations will be inclined no steeper than 2:1 (horizontal to vertical), as shown on the Exploration Plan, Figure 3A. Our stability analyses indicate that permanent 2:1 fill slopes will also possess an adequate Safety Factor in excess of 1.5 with resp ect to long-term static slope failure, as shown in Figure C-2. A seismic analysis was al so conducted for the proposed abutment fill slopes, as shown in both Figures C-3 and C-4. For the seismic analyses, a conservative high groundwater level was assumed at the ground surface, and the loose sandy alluvium was assumed to be liquefied. The analyses indicate that the proposed 2:1 fill slope will have a Yield Acceleration (Ky) on the order of 0.24g. Given a 0.37g seismic demand from the ARS Design Spectrum presented in Table 1, the seismic deformation of the proposed 2:1 fill slope is estimated at less than 1 inch. Furthermore, the Safety Factor of the proposed 2:1 fill slope exceeds 1.1 given one-third of the seismic demand, or 0.12g (see Figure C-4). Consequently, seismic slope failures are not anticipated at the site. GR□UP DEL T .L\ N:\Projects\SD\5D412A Lennar -Poinsettia Bridge lnvestigation\5. Reports\17-0065\17-0065.doc I I I I I I I I I I ;;' Q) 260 240 220 Q) 200 ~ ....J Cl) ~ r::: 0 :.:; (ti ~ 180 w 160 140 SANDSTONE (35°, 150 psf) ----- ------------------------------------------------------------------------------------------------------- ~ ~ 4.14 .- -------------------------------------------- ALLUVIUM (30°, 50 psf) ij ,.._ .< ·:..;;-2~0:..., 1..;.10,;;.:)_.....J~---....1.----....1...----..i-----.i.....-----"--------------..i-----.i.....------,__ __ ......, ____ ......, __________ __, 120 .. ~ 17-0065-C1 .gsz 0 20 40 60 80 100 120 140 160 180 200 220 NOTES 1) The static Safety Factor for Section A-A' is much greater than 1.5 for the existing slope conditions at the Abutment 1 location. 240 260 280 300 GRCUPOELTA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A OOCUMEITT NUMBER 17-0065 FIGURE NUMBER C-1 CROSS SECTION A-A' I I I I I I I I I I I I I I I I 260 240 220 ~ Q) Q) ~ 200 ~ ....J ~ C 0 ~ 180 Q) w 160 140 FILL (32°, 100 psf) SANDSTONE (35°, 150 psf) --------------------------------------------------------------------------- ----------------------------- ~ ~ 1.90 .- --------------------------------------------- ! -< ALLUVIUM (30°, 50 psf) 17-0065-C2.gsz (-20, 110) 120 -------------------------------------------------------------------------------------------' 0 20 40 60 80 100 120 140 160 180 200 220 240 NOTES 1) The static Safety Factor for Section A-A' is also greater than 1.5 for the proposed 2:1 fill at the Abutment 1 location . 260 280 300 '-""' GROUP DEL TA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER C-2 CROSS SECTION A-A' I I I I I I I I I I I I I I I 260 240 220 o;::' Q) Q) ~ 200 ~ ...J :E C: .Q ~ 180 Q) w 160 140 SANDSTONE (35°, 150 psf) (-20, 110) FILL (32°, 100 psf) ~ ..... c( 1.00 .- _________________________ v _ ALLUVIUM 1Sr~300 psf) • -,. I - ~ ~ 17-0065-C3.gsz 120 ------------------------------------------------------------------------------------------------------.. 0 20 40 60 80 100 120 140 160 180 200 220 NOTES 1) The seismic Safety Factor for Section A-A' is equal to 1.0 for the proposed 2: 1 fill at the Abutment 1 location, with Kh~0.24g. 2) With a seismic demand of 0.37g, and a Yield Acceleration (Ky) of 0.24g, the total seismic slope displacement is estimated at less than 1 inch. 3) A residual Strength (Sr) of 300 psf was estimated for the liquefied sands, based on the minimum SPT blow count of 12 in the alluvium. 240 260 280 300 ~ GROUP DEL TA GROUP DELTA CONSULTANTS. INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD. SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER SD412A OOCU~ENT NUMBER 17-0065 FIGURE NUMBER C-3 CROSS SECTION A-A' I I I I I I I I I ~ Q) Q) ~ $': I ....J ....J ~ C: 0 :p I ro > Q) w 260 240 FILL (32°, 100 psf) 220 SANDSTONE (35°, 150 psf) 200 180 160 140 ij ,... ~ (-20, 110) 1.33 .- -------------------------v _ ALLUVIUM {Sr-300 psf) • r-=■• ~ ~ 17-0065-C4.gsz 120 ________________________________________________________________________ ....,, _____ ..._ ____ _. 0 20 40 60 80 100 120 140 160 180 200 220 240 NOTES 1) The seismic Safety Factor for Section A-A: is greater than 1.1 for the proposed 2:1 fill at the Abutment 1 location, with Kh~0.12g (one-third of the design PGA). 260 280 300 ~"-GR.CUP DEL TA GROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA92126 (858) 536-1000 PROJECT NAME Poinsettia Lane Bridges Lennar Homes PROJECT NUMBER S0412A DOCUMENT NUMBER 17-0065 FIGURE NUMBER C-4 CROSS SECTION A-A'