Earth Mechanics, Inc. Geotechnical & Earthquake Engineering

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1 Earth Mechanics, Inc. Geotechnical & Earthquake Engineering TECHNICAL MEMORANDUM DATE: June 3, 2009 EMI PROJECT NO: TO: COPY: FROM: SUBJECT: John Chun, P.E. / Port of Long Beach (POLB) Jorge Castillo / POLB Cheng Lai, S.E. / POLB Raj Varatharaj / Earth Mechanics, Inc. (EMI) Ranjan Gunaranjan / EMI Arul Arulmoli / EMI Geotechnical Data Memorandum for Metropolitan Stevedoring Sewer Line Repair Project, Pier G, Port of Long Beach, California Earth Mechanics, Inc. (EMI) has been requested by the Port of Long Beach (POLB) to provide geotechnical information for Metropolitan Stevedoring Sewer Line Repair Project at Pier G in Port of Long Beach (Figure 1). This memorandum is prepared to provide the details of geotechnical investigation performed for the Sewer Line Repair Project. Project Description The project area is located about 600 ft northeast of Berth G211A in POLB (Figure 1). An existing 18-inch sewer line, approximately 20 ft below the existing grade, needs to be repaired in the vicinity of the existing tower (Figure 2). The existing grade is at about El. +18 ft MLLW. The site-specific field investigation was performed to identify the subsurface soil conditions. Field Investigation A site-specific field investigation was performed under the supervision of EMI for the Sewer Line Repair Project on May 26, This field investigation consisted of one exploratory soil boring (09-B1) and one Cone Penetration Test (CPT) sounding (09-C1). The purpose of the borings was to log subsurface conditions and collect soil samples in the vicinity of the subject sewer line bypass. The locations of the boring and the CPT sounding are shown in Figure 2. The approximate coordinates and elevations of the exploratory locations are estimated based on the drawing provided by POLB. The Northing, Easting, surface elevation, groundwater elevation, and depth of the boring and CPT sounding are summarized in Table 1. The logs of boring and CPT sounding are included at the end of this memorandum Newhope Street, Suite E, Fountain Valley, California Tel: (714) Fax: (714)

2 Pier G Metropolitan Stevedoring Sewer Line Repair Project Port of Long Beach June 3, 2009 Page 2 TABLE 1 SUMMARY OF BORING / CPT SOUNDING INFORMATION Boring / CPT Sounding No Date Performed Approx. Northing (ft) Approx. Easting (ft) Approx. Grade Elevation (MLLW, ft) Approx. Groundwater Elevation (MLLW, ft) Depth of Boring / CPT Sounding (ft) 09-B ,732,239 6,499, C ,732,235 6,499, Not Measured 83.2 Note: (1) Coordinate System: CA State Plane, Zone 5, NAD 83 and NGVD 2006 (MLLW). (2) The coordinates and elevations are approximate and estimated from the design drawing provided by POLB. Soil Boring The soil boring (09-B1) was drilled by SoCal Drilling Inc. on May 26, 2009 under a subcontract with EMI. An EMI representative observed the drilling operations, logged the borehole, and collected soil samples for laboratory testing. The boring was extended down to a depth of 61.5 ft. The borehole was backfilled with soil cutting-cement mixture and the surface conditions were restored. The soil boring was excavated using a truck-mounted drill rig equipped with 5 inches diameter mud rotary wash bit. Subsurface soils and conditions were logged and samples of soils were collected for laboratory testing. Soil samples were collected at approximately 5.0 ft intervals or when change in soil type occurred, using SPT sampler and modified California drive sampler. The SPT sampler has an outside diameter of 2 inches and inside diameter of 1.4 inches without any lining inside. The modified California drive sampler has an outside diameter of 3.25 inches and is lined inside with 2.5 inches diameter brass rings to obtain relatively undisturbed soil samples. Both samplers were driven to a total depth of 18 inches using a 140 pounds automatic hammer with a drop height of 30 inches. The blowcounts for the last one foot of penetration were recorded on the boring logs. Soil samples were visually classified and logged in the field. The log of soil boring is included in Attachment 1. CPT Sounding The CPT sounding (09-C1) was performed by Middle Earth Geo Testing, Inc. on May 26, 2009 under subcontract with EMI. The CPT sounding was performed using an electronic cone penetrometer in general accordance with the current ASTM Standards (ASTM D5778 and ASTM D3441). The CPT equipment consisted of a cone penetrometer assembly mounted at the end of a series of hollow sounding rods. The cone penetrometer assembly consisted of a conical tip with a 60 apex angle and a projected cross sectional area of 1.55 in² (10 cm²) and a cylindrical friction sleeve with a surface area of in² (150 cm²). The interior of the cone Earth Mechanics, Inc. Geotechnical & Earthquake Engineering

3 Pier G Metropolitan Stevedoring Sewer Line Repair Project Port of Long Beach June 3, 2009 Page 3 penetrometer is instrumented with strain gauges that allow simultaneous measurements of cone tip and friction sleeve resistance during penetration. The cone penetrometer assembly is continuously pushed into the soil by a set of hydraulic rams at a standard rate of 0.79 inch per second (20 mm per second) while the cone tip resistance and sleeve friction resistance are recorded every inches (50 mm) and stored in digital form. A specially designed all wheel drive 25-ton truck provides the required reaction weight for pushing the cone assembly and is also used to transport and house the test equipment. The computer generated graphical logs include cone resistance, friction resistance, and friction ratio. Soil behavior type interpretations are based on guidelines by Robertson and Campanella (1989). The log of CPT sounding is provided in Attachment 2. Laboratory Testing Laboratory tests were performed by EMI to determine relevant physical characteristics and engineering properties of soils that exist at the subject site. Selected soil samples were tested to determine soil classification and physical and engineering properties. The laboratory soil tests were conducted in general accordance with American Society for Testing and Materials (ASTM) standards. The following laboratory tests were performed: Visual Soil Classification (ASTM D-2488) In-Situ Moisture and Density (ASTM D-2937 and D-2216) Atterberg Limits (ATM D-4318) No. 200 Wash (ASTM D-1140) Direct Shear (ASTM D-3080) The types and distribution of laboratory tests performed are shown on the boring log. The in-situ dry densities and moisture contents are shown on the boring logs and the remaining test results are presented in Attachment 3. Subsurface Conditions Subsurface soil conditions at the site were evaluated using information gathered from the boring and CPT sounding. Within the depths explored (between approximate El ft MLLW and El ft MLLW), the subsurface profile generally consists of loose to medium dense silty sand with varying amount of gravel and fines content. A layer of medium stiff silt material with low to medium plasticity and varying thickness was encountered between approximate El ft MLLW and El ft MLLW. The groundwater was encountered at approximate El ft MLLW at the time of drilling. Due to the proximity to ocean, the groundwater table at the site is directly related to tidal fluctuations. It should be noted that the above soil description is general and is intended to describe the subsurface in very broad terms. The soil descriptions above should not be construed to mean that the subsurface profile is uniform and that soil is homogeneous within the project area. For details on the stratigraphy at the exploration locations, refer to the log of boring and CPT sounding at the end of the memorandum. Earth Mechanics, Inc. Geotechnical & Earthquake Engineering

4 Pier G Metropolitan Stevedoring Sewer Line Repair Project Port of Long Beach June 3, 2009 Page 4 Closure We appreciate the opportunity to work with you on this project. If you have any questions, please do not hesitate to call us. (Ranjan) G.J. Gunaranjan, RCE (Raj) S. Varatharaj, GE 2787 Senior Staff Engineer Senior Project Engineer (Arul) K. Arulmoli, GE 2090 Project Manager Reference American Society for Testing and Materials (ASTM), 2007, Annual Book of Standards, Soil and Rock, Vol Robertson, P. K. and Campanella, R. G., 1989, Guidelines for Geotechnical Design Using CPT and CPTU, Civil Engineering Department, University of British Columbia, Vancouver, Canada, November. Attachments Attachment 1 Log of Boring Attachment 2 Log of CPT Sounding Attachment 3 Laboratory Test Results for Boring Samples Earth Mechanics, Inc. Geotechnical & Earthquake Engineering

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13 Earth Mechanics Project POLB Sewer Bypass Project Operator DK/ML Filename SDF(833).cpt Job Number Cone Number DSG0906 GPS Hole Number CPT-9C1 Date and Time 5/26/2009 7:48:15 AM Maximum Depth ft Water Table Depth ft Net Area Ratio.8 DEPTH (ft) 0 CPT DATA TIP FRICTION Fs/Qt SPT N 0 TSF TSF 10 0 % SOIL BEHAVIOR TYPE 0 12 REMARKS 10 Hand Auger 20 Ground Water sensitive fine grained 4 - silty clay to clay 7 - silty sand to sandy silt 10 - gravelly sand to sand 2 - organic material 5 - clayey silt to silty clay 8 - sand to silty sand 11 - very stiff fine grained (*) 3 - clay 6 - sandy silt to clayey silt 9 - sand 12 - sand to clayey sand (*) Cone Size 10cm squared *Soil Behavior behavior Referance type and SPT based on data from UBC-1983

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