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SWP2702738(1)
Engineers Planners Economists MF ScientistsF. ,., ,;. .. JUL 3 0 1987 July 29 , 1987 ENGINEERING OEPT, S21810 . J 1 OITy off JaaTON Mr . Bob Bergstrom Engineering Supervisor City of Renton 200 Mill Avenue South Renton, Washington 98055 Dear Bob: Subject : Oakesdale Avenue Connection Draft Geotechnical Report We are pleased to present two ( 2 ) draft copies of the Geotechnical Report for the Oakesdale Avenue Connection as you requested. Also, we have provided Jerry Bevans/WSDOT with four ( 4 ) copies for internal distribution and review. Please let us know if you have any comments or questions . Sincerely, Jay Dehner, P.E . Enclosures cc: Chris Sundberg, Project Manager CH2M HILL Seattle Office 777 108th Avenue,N.E.,Bellevue,Washington 206,453.5000 P.O.Box 91500,Bellevue, Washington 98009-2050 n �� GEOTECHNICAL REPORT OAKESDALE AVENUE Submitted to THE CITE' OF RENTON k µ�r Ai i i Prepared by CH2M HILL Bellevue, Washington July 29 , 1987 se6016/031/1 This Report Has Been Prepared Under the Direction of a Registered Professional Engineer Copyright 1987 by CH2M HILL, INC. Reproduction in Whole or in Part Without the Written Consent of CH2M HILL is Prohibited S21810 .J1 se6016/031/2 CONTENTS Page Introduction Purpose and Scope Limitations General Site Conditions Surface Conditions Site Geology Previous Explorations Field Explorations Soil Borings and Test Pits Groundwater Monitoring Laboratory Testing Subsurface Conditions Soil Profile Groundwater Conditions Geotechnical Design Parameters Geotechnical Design Recommendations I-405 Overcrossing Structure References Appendix A. Soil Boring Logs Appendix B. Laboratory Test Results se6016/032/1 TABLES Page 1 References Consulted During Exploration 2 Borehole Details 3 Atterberg Limits 4 Grain-Size Distribution Test Results 5 Groundwater Levels in Observation Wells 6 SPT Correlations for Coarse-Grained Materials 7 I-405 Overcrossing Structure Loading Summary FIGURES 1 Project Location Map 2 Site Plan 3 Boring and Test Pit Locations 4 Site Subsurface Profile 5 Lateral Earth Pressures for Design of Bridge Foundations 6 Pile Hammer Data Sheet 7 Lateral Earth Pressures for Design of Wing Walls se6016/036/1 INTRODUCTION This report presents the results of our geotechnical explo- ration for the City of Renton at the site of Oakesdale Ave- nue , a roadway proposed by the city to be located just north of the Longacres race track in Renton, Washington. A vicinity map depicting the site location is shown in Fig- ure 1 (all figures are at the end of text) . The proposed alignment for Oakesdale Avenue runs northwest-southeast, adjacent to Springbrook Creek (P-1 Channel) , between SW 16th Street and SW Grady Way. The roadway crosses beneath I-405 , which runs east-west across the center of the site. A site plan showing the proposed alignment and key elements of the Oakesdale Avenue project is shown in Figure 2 . The Oakesdale Avenue project consists of three key design elements : o The undercrossing of Oakesdale Avenue beneath I-405 1 o Oakesdale Avenue itself with associated drainage facilities and earth retaining structures o The P-1 Channel to be constructed west of the proposed alignment The Washington State Department of Transportation (WSDOT) is currently planning to advertise, award, and administer the construction of the bridge crossing of I-405, whereas the roadway and P-1 Channel construction will be packaged as a separate contract to be administered by the City of Renton . Also, WSDOT desires to detour Lind Avenue traffic (located 1/2 mile east of Oakesdale) to the Oakesdale roadway during reconstruction of the Lind Avenue bridge , which is currently scheduled for demolition on October 18 , 1988 . Thus, to al- low the Lind Avenue traffic to detour to Oakesdale, at least two lanes of Oakesdale (one lane each direction) must be ready for traffic within approximately 15 months . The three design elements of the project are described briefly below. The Oakesdale undercrossing of I-405 will be constructed using a cut-and-cover bridge construction technique that is used frequently for urban subway construction around the country. With this construction method, soldier piles will be driven using construction equipment located on the free- way. Disruption to I-405 traffic must be kept to a minimum; thus , a single lane of traffic will be closed during off- peak traffic periods (nights) to allow bridge construction. Components of the bridge that must be constructed under these traffic conditions include driving of the soldier piles; excavation for reinforced concrete pile caps; and se6016/029/1 roadway excavation for precast, prestressed concrete deck slabs and approach slabs . At the end of the off-peak traf- fic work shifts, heavy steel plates will be bolted down to cover the freeway construction work so that traffic can resume unimpeded. After the piles and pile caps have been installed, the roadway can be excavated to accommodate the precast concrete deck panels . Wing walls at the approaches to the bridge will be required to retain the fill slopes from the freeway above. These wing walls will also be constructed of soldier piles , but the wing walls must be cantilevered at some point beyond the bridge deck because the deck panels and/or pile cap will not be able to provide top support at these locations . Once the work on the freeway has been completed and the wing walls have been installed, soil will be excavated from under- neath the bridge using conventional construction equipment such as front-end loaders and dump trucks . As the excava- tion proceeds downward (starting from the underside of the precast deck panels) , wooden lagging will be installed to span between the soldier piles and provide support of the earth between the soldier piles . After the excavation has been completed under the bridge (to the roadway subgrade elevation of Oakesdale Avenue) , a permanent cast-in-place reinforced concrete lining will be placed against the wood lagging. The portion of Oakesdale Avenue included in this work ex- tends from SW 16th Street to SW Grady Way. For Oakesdale Avenue, the total roadway length is approximately 780 lineal feet, consisting of five lanes of traffic total: two lanes each direction plus a center turning lane. Oakesdale north of SW Grady Way is currently under construction and will be rerouted slightly to the east of its current designed align- ment to match up with the Oakesdale south of SW Grady Way. Oakesdale south of SW 16th Avenue is currently only in plan- ning stages , and geometrics for this portion have not been developed. In order to meet vertical clearance requirements beneath the I-405 overcrossing structure, the roadway will be required to dip below I-405 with a finish grade elevation for the roadway low point at approximately 4 (City of Renton datum) . This elevation is below observed groundwater levels at or near the site and will require a permanent pumped underdrain system to remove groundwater and surface water from the pavement section. Retaining walls along the east side of the proposed alignment will be required in some areas to minimize right-of-way takes on adjacent property. The proposed P-1 Channel will convey creek flow and storm- water across the site in a channel running parallel se6016/029/2 (approximately) to the proposed Oakesdale alignment. Be- cause of the proximity of the channel to Oakesdale Avenue (approximately 20 feet from edge of roadway to edge of chan- nel at the I-405 undercrossing) and the difference in ele- vation of their finished grades , a major retaining wall is required to separate the channel from Oakesdale Avenue . CH2M HILL will provide the design for the retaining struc- ture along the channel and any other design measures re- quired to minimize the impact of the P-1 Channel on Oakesdale Avenue; the Soil Conservation Service (SCS) will complete the channel design under a separate contract at a later date . The box culvert undercrossings are being de- signed by others for the City of Renton and the SCS . PURPOSE AND SCOPE The purpose of the geotechnical exploration was to determine subsurface conditions along the proposed Oakesdale Avenue alignment and develop geotechnical recommendations relative to the design of Oakesdale Avenue , the overcrossing struc- ture for I-405, and the P-1 Channel. The scope of work for the geotechnical investigation included: o Reviewing available soil and geologic data for the Oakesdale Avenue project site and surrounding area o Conducting an exploration program consisting of 14 soil borings and test pits (to come) at the preferred alternative site to evaluate subsurface conditions o Installing and monitoring two observation wells (installed in two of the soil borings) to evaluate groundwater conditions at the site o Performing laboratory tests on selected soil sam- ples from the soil borings and test pits (to come) to determine engineering characteristics of the soil o Performing geotechnical analyses and providing geotechnical recommendations for design of Oakes- dale Avenue, the I-405 overcrossing structure , and the P-1 Channel o Preparing this report describing the field inves- tigation and the geotechnical design parameters to be used in the final design of the project It should be noted that explorations were performed by CH2M HILL between May 26 and 30 , 1987, for a preliminary Oakesdale Avenue alignment alternative west of the P-1 se6016/029/3 Channel . This preliminary alternative considered routing Oakesdale Avenue beneath the existing I-405 drainage ditch (Springbrook Creek) bridges . However, its higher cost and inferior roadway design precluded its development in favor of the preferred alternative investigated in this report . The data obtained from the preliminary investigation, al- though not specifically applicable to the preferred alterna- tive , have use in interpreting subsurface conditions in the area and therefore will be presented and discussed briefly in this report. LIMITATIONS This report has been prepared according to generally ac- cepted geotechnical engineering practices for the exclusive use of the City of Renton for the final design of Oakesdale Avenue . The analyses and recommendations contained in this report are based on data obtained from soil borings, test pits , and field observations . Subsurface data from the exploration program indicate soil conditions only at specific locations , depths, and times as reported herein. They do not neces- sarily reflect variations in soil strata or water levels that may exist between soil boring and test pit locations . If, during construction, subsurface conditions are found to vary from those described in this report, geotechnical recommendations should be reevaluated. In the event that changes in the nature, design, or location of the facilities are planned, the conclusions and recommen- dations contained in this report should not be considered valid unless the changes are reviewed and the conclusions of this report are modified or verified in writing. CH2M HILL is not responsible for any claims, damages , or liability associated with interpretation of subsurface data or reuse of subsurface data without the expressed written authorization of CH2M HILL. se6016/029/4 GENERAL SITE CONDITIONS SURFACE CONDITIONS The Oakesdale Avenue site is part of a broad alluvial plain located within the Green River valley. Major surface fea- tures at the site include the I-405 roadway embankment and Springbrook Creek. Referring to Figure 2, the embankment for I-405 is 10 to 12 feet high and 85 feet wide, rising with 2 . 5 (horizontal) to 1 (vertical) side slopes to an ap- proximate elevation of around 24 . 5 feet (City of Renton datum) . The I-405 roadway direction is east-west and gen- erally passes through the center of the site . Springbrook Creek flows south to north across the site, sweeping slightly to the west as it passes beneath I-405 . The creek channel is approximately 20 feet wide with 1 . 5 : 1 side slopes dipping to a water surface elevation at around 5 (at the time of field investigations, June 1987) and a chan- nel bottom elevation at around 2 . Top of bank elevation for the creek is in the range of 15 to 17 . The creek channel centerline lies to the west of the project centerline and is offset from zero foot at the north end of the project (SW Grady Way intersection) to 170 feet at the undercrossing. South of the I-405 embankment, the site is fairly flat with an average ground surface elevation of +15 feet. Generally, the area is grassy with a few deciduous trees adjacent to nearby parking areas . Land use in this area includes a one-story commercial building with asphalt-paved parking area approximately 80 feet east of the project centerline at its closest point to the building. The roadway cuts through the westernmost point of the parking area . West of Spring- brook Creek are a two-story residence and a horse pasture. North of I-405 the site ground surface elevation is variable with a drainage channel leading to Springbrook Creek cutting through the site at an elevation of around 9 and construc- tion rubble mounds located near the north portion of the alignment piled to an elevation of around 17 feet. Land use in this area of the project consists of a multistory office building with an asphalt-paved parking area to the east and the new SW Grady Way box culvert for the P-1 Channel to the west. The Oakesdale Avenue roadway centerline comes to within 60 feet of the paved parking area to the east at its closest point. Generally, the area is grass covered with blackberry bushes growing along the fenceline of the I-405 corridor. se6016/024/1 SITE GEOLOGY The Oakesdale project is located in the Green River (Kent) valley, which is a north-south-trending feature with the project at its north end. Alluvial sediments fill the val- ley, deposited by a network of drainages that flowed through the area over the course of the past 5 , 000 to 6, 000 years . Drainage in the valley is to the north with the Green River becoming the Duwamish Waterway, and discharging into Elliott Bay. The principal river draining into the valley is the Green River. Earlier, in historical times , the Cedar River joined the Green River about where Springbrook Creek does now. Lake Washington used to drain through the Black River to the south through this area and drain into the Green River. With the above complex erosional and depositional system, one could expect a potential for nonuniform deposits and a rapidly changing subsurface profile. PREVIOUS EXPLORATIONS The Washington State Department of Transportation (WSDOT) has conducted several geotechnical explorations in locations near the Oakesdale Avenue project. Boring logs, test pile records, and pile driving records for bridge No. I-405/13 are on file. When HOV lanes were proposed for I-405 , shal- low (5 to 15 feet deep) soils borings were taken along the route, and additional investigations were made for the pro- posed widening of bridge No. I-405/13 . Work performed for the City of Renton by various consultants has resulted in geotechnical explorations in the area, pri- marily associated with the rerouting of Springbrook Creek to the P-1 Channel . Box culverts to carry the P-1 Channel under SW Grady Way and also under I-405 required test borings and analysis . This work was presented in reports by Hong Con- sulting Engineers , Inc . , for the I-405 box culvert and by GEO Engineers , Inc . , for the SW Grady Way box culvert. A prior alignment for the Oakesdale crossing, to the west of the present alignment, was investigated by CH2M HILL. This investigation is discussed in the next section of this re- port. Table 1 lists those references that were consulted for preliminary information during the course of the project. On the basis of these existing geotechnical explorations near the site, subsurface conditions (not including I-405 embankment materials) , in general , were found to consist of loose to medium-dense alluvial sand with varying amounts of silt and gravel overlying dense to very dense sand and gravel . The upper sands contain sporadic lenses of silt and se6016/024/2 Table 1 REFERENCES CONSULTED DURING EXPLORATION Source Date Description WSDOT Mar 64 Pile driving record for I-405/13 bridge WSDOT Feb 64 Pile test data for I-405 bridge WSDOT Nov 62 Boring B logs I-405/13 bridge WSDOT Nov 62 I-405/13 laboratory test data WSDOT Apr 83-Oct 83 HOV boring logs WSDOT Apr 83-Feb 84 HOV laboratory data WSDOT Foundation recommendations for I-405/13 bridge widening Aug 83 Attachments: Foundation design recommendations Aug 83 Appendix A: Soil Profile--Drain Ditch 405/13 Widening Drawings Oct 82-Aug 83 Boring logs--Appendix B: Logs of Test Borings WSDOT Aug 83 Laboratory Data 405/13--Appendix C: Laboratory Test Data, Disturbed Samples Geo May 86 Groundwater levels, P-1 box culvert at Engineers Southwest Grady Way Geo Oct 84 Geotechnical investigation of box culvert Engineers under Southwest Grady Way Geo Oct 84 Geotechnical investigation for widening of Engineers Southwest Grady Way Hong Jul 86 Geotechnical evaluation for P-1 box cul- Engineers Vert at SR 405 Metro Dec 84-Apr 85 Groundwater readings at Renton treatment plant se6016/025/1 peat generally less than 1 inch in thickness , in addition to loose sand zones, which could present difficult foundation conditions for structures and roadways encountering these deposits . The lower sand and gravel present a good bearing zone for deep foundations considered for the project. This unit was generally encountered below an elevation of -15 . Both upper and lower materials were noted to be very pervi- ous to groundwater flow. Groundwater was found to be uncon- fined in pervious subsurface materials and was encountered at elevations ranging from 10 to zero. The subsurface profile, as revealed by these previous ex- plorations , is consistent with that shown by the present ex- ploration. Specific differences will be discussed under the section titled "Subsurface Conditions . " se6016/024/3 FIELD EXPLORATIONS SOIL BORINGS AND TEST PITS A subsurface exploration along the preferred alignment was conducted from June 25 to July 2 , 1987 . Fourteen hollow- stem auger borings were completed with depths of the borings varying from 79 . 5 feet in B3 to 23 . 1 feet in Bll and B13 . Table 2 presents the depths of the borings performed at the site . The borings were drilled using 3-3/4-inch hollow-stem augers by Kring Drilling Company, Inc. , of Milton, Washing- ton. Borings B1 through B5 were drilled on Washington State Department of Transportation right-of-way and necessitated closing lanes of traffic on I-405 to allow drilling. Be- cause of this , these borings were drilled at night in order to minimize traffic disruption. During the course of the exploration two drills were used: a truck-mounted Mobile B61 drill and a track-mounted (IH TD-14A crawler) Mobile B51 drill rig . Both of these rigs were used to drill the I-405 borings . The remainder of the borings were performed using the track-mounted rig to fa- cilitate borehole access . During drilling, soil samples were recovered at approxi- mately 5-foot intervals . Disturbed soil samples were re- covered using the Standard Penetration Test as described in ASTM D 1586 . In this test the sampler is driven 18 inches into the in situ soil, and the number of standardized hammer blows required to achieve the final 12 inches of penetration is noted as the "N" value. The N value is related to mate- rial density and strength. Two undisturbed samples were taken using the procedures described in ASTM D 1587. The locations of the borings are shown in Figure 3 . Soils were identified and classified in the field by a CH2M HILL geotechnical engineer or engineering geologist. The identi- fication and description of the soils were in general agree- ment with the procedures outlined in ASTM D 2488 . It should be noted that this is a "new" (1984) system, and the descrip- tion format used in this report might not match those used in earlier reports or reports by organizations that have not yet changed to using the 1984 system. The logs of the bor- ings can be found in Appendix A. Borings were located, after drilling, and elevations were established by Target Surveyors Inc. , of Issaquah, Washing- ton, using standard survey methods. These locations and elevations are presented in Table 2 for each boring and are shown on each of the boring logs presented in Appendix A. se6016/024/4 Table 2 BOREHOLE DETAILS Elevations Depth Borehole Survey Location (City of Renton datum) of ID Northing Easting Top of PVC Top of Ground Borehole B1 173562.5 654094.0 24.49 24.49 53.5 B2 173591.0 654070.5 NA 24.32 74.0 B3 173597.0 654140.5 NA 24.24 79.0 B4 173524.0 654119.0 24.35 24.35 74.0 B5 173528.0 654197.5 NA 24.37 53.0 B6 173231.7 654293.2 NA 14.5 23.9 B7 173322.6 654231.4 NA 15.1 24.0 B8 173409.8 654221.1 NA 12.5 24.0 B9 173474.9 654152.7 NA 10.0 24.0 B10b 173473.8 654218.5 NA 10.9 24.0 Bll 173809.0 654377.0 NA 16.8 29.0 B12 173699.8 654064.6 NA 19.3 24.0 B13 173672.8 654032.6 NA 15.0 24.0 B14 173635.4 654083.1 NA 13.3 24.0 PB1 173598.5 653878.5 17.1 15.2 75.0 PB2 173493.5 653910.5 17.5 15.1 83.0 PB3 173588.5 653828.5 NA 15.2 74.5 PB4 173465.0 654010.0 10.2 6.8 69.0 PB5 173386.5 653953.0 NA 16.7 25.0 PB6 173309.0 654088.0 NA 15.8 19.0 PB7b 173212.5 654078.0 17.9 15.9 19.0 PB8 173712.0 653810.0 NA 15.8 15.0 PB9 173710.5 653862.5 18.1 17.6 20.0 aNA = not applicable. b Borehole location destroyed by construction. Data shown are approximate. Note: Survey data provided by Target Surveyors, Inc., Issaquah, Washington. se6016/030/1 Test pits are currently planned to investigate subsurface materials along the Oakesdale Avenue alignment and along the major retaining structures for Oakesdale Avenue and the P-1 Channel . At the time of writing this draft report, this work had not yet been performed. The report will be updated in its final form to include the data obtained from this investigation. CH2M HILL performed nine exploratory borings designated PB1 through PB9 for a preliminary Oakesdale Avenue alignment located west of Springbrook Creek. This work was performed between May 26 and 30 , 1987, using comparable drilling equipment and procedures as discussed above for the pre- ferred alternative alignment exploration. This work was also performed by Kring Drilling Company, Inc . Locations of the borings are shown in Figure 3 , and the elevations of the borings as established by Target Surveyors are shown in Table 2 along with their drilled depths . The logs of these borings can also be found in Appendix A. GROUNDWATER MONITORING Groundwater levels were measured during drilling by noting where water levels could be seen on the drill steel after sampling. These levels are noted on the boring logs . Addi- tionally, two piezometers were installed in Borings B1 and B4 along the preferred alignment for subsequent water level measurements . Observation wells installed in Borings PB1 , PB2 , PB4, PB7, and PB9 during our May exploration were also monitored during this exploration. Water level data from all monitored observation wells are shown in a table in Section Subsurface Conditions . se6016/024/5 LABORATORY TESTING Laboratory testing was performed on selected soil samples to evaluate the engineering properties of the soil . All labo- ratory tests were performed in compliance with procedures outlined in the applicable ASTM standard . Laboratory clas- sification tests performed include natural moisture contents (ASTM D 2216) , Atterberg limits (ASTM D 423/ASTM D 424) , grain-size analyses of the 3-inch minus fraction (ASTM D 422) , percent finer than No. 200 sieve (ASTM D 1140) , and dry-density testing. Direct shear strength tests were per- formed according to ASTM D 3080 . Unconfined compression (ASTM D 2166) and one-dimensional consolidation properties (ASTM D 2435) are currently planned for undisturbed samples taken during test pit explorations along Oakesdale Avenue. In addition, California bearing ratio tests will be per- formed on samples of subgrade material to determine appro- priate CBR values for use in pavement design. Results of laboratory testing are presented in Appendix B and are sum- marized below. CLASSIFICATION TESTS Results of Atterberg limits determinations on samples of fine-grained materials are presented in Table 3 . Fine- grained material was generally encountered in the upper 5 to 10 feet of the profile except where it was filled over by the I-405 embankment (borings B1 through B5) . Results of the Atterberg limits testing indicate that the near-surface fine-grained material is generally a silt of low plasticity, ML, containing varying amounts of fine sand. The limits generally plot close to the "A" line on the plasticity chart , which is the border between clay and silt. The natu- ral water content of these samples typically falls between the plastic and liquid limits. Table 3 ATTERBERG LIMITS Sample Plastic Liquid Plastic Water Boring Sample Depth Limit Limit Index Content ASTM No. No. (ft) M M M M Class. B1 S3 12.5-14.0 - - - 31 (ML) B2 S3 12.5-14.0 27 39 12 32 ML B4 S3 13.0-14.5 25 34 9 31 ML B5 S3 14.5-16.0 34 53 19 44 MH B6 S1 2.5- 4.0 27 41 14 34 ML B7 Sl 2.5- 4.0 28 42 14 30 ML Bll Sl 7.5- 9.0 25 42 17 36 CL se6016/024/6 Results of grain-size distribution tests on coarse-grained materials are presented in Table 4 . In general, the tests reflect the variable nature of the alluvial deposits. The higher silt fractions typically occur shallower in the sub- surface profile, and the deeper samples contain more gravel- sized material . Overall, most of the material tested was sand sized with varying amounts of gravel and silt. These soils are typically slightly moist above the groundwater to saturated below the water table . ENGINEERING PROPERTY TESTS Limited engineering property determinations had been per- formed at the time of writing this report draft. Additional sampling and testing are planned along the Oakesdale Avenue alignment and associated retaining structures . In its final form, this report will be updated with this information. Two direct shear tests were performed on remolded samples S-10 and 5-12 obtained at 54 feet in boring B4 . These tests indicated a shear strength of around 45 degrees for this material , which is probably a high estimate of its in situ shear strength. Direct shear tests were performed on representative samples extracted from Shelby tube samplers by Hong Consulting Engi- neers , Inc. , for the P-1 box culvert adjacent to the Oakes- dale overcrossing structure . Nine tests were performed on samples obtained within the upper silty sand and intermedi- ate loose to medium-dense sand zones . Shear strengths ranged from 32 degrees to 34 degrees for these materials. se6016/024/7 Table 4 GRAIN-SIZE DISTRIBUTION TEST RESULTS Boring Sample Sample ASTM Percent Percent Percent No. No. Depth Class. Gravel Sand Fines B1 S4 17.5-19.0 SM - - 21 Bl S5 22.5-24.0 SP-SM 3 91 6 B2 S5 22.5-24.0 SP 1 96 3 B2 S12 57.5-58.5 SM - - 18 B2 S15 72.5-73.8 SW-SM 38 55 7 B3 S1 5.5-7.0 GW-GM 57 35 8 B3 S5 23.0-24.5 SW-SM 39 56 5 B3 S7 33.0-34.5 ML - - 65 B3 Sil 53.0-54.5 SP-SM 7 86 7 B4 S3 13.0-14.5 ML - - 73 B4 S15 68.0-69.5 GW-GM 52 41 7 B5 S4 17.5-19.0 SM 0 87 13 B6 S1 2.5-4.0 ML - - 52 B6 S3 12.5-14.0 SW to GW 49 49 2 B6 S5 22.5-24.0 SW 28 72 0 B7 S1 2.5-4.0 ML - - 81 B7 S3 12.5-14.0 SW 36 61 3 B7 S5 22.5-24.0 SW 16 82 2 B8 S1 2.5-4.0 SM 0 54 46 B8 S3 12.5-14.0 SW 39 59 2 B8 S4 17.5-19.0 SP 5 92 3 B9 S1 2.5-4.0 (SW-SM) - - 11 B9 S2 7.5-9.0 SP 3 95 2 B9 S3 12.5-14.0 SW 23 73 4 B9 S4 22.5-24.0 (SW) - - 6 B10 S1 2.5-4.0 (SM to ML) - - 50 B10 S2 7.5-9.0 SP-SM 15 80 5 B10 S3 12.5-14.0 SP 7 90 3 B10 S5 22.5-24.0 SM 0 62 38 B11 Sl 7.5-9.0 CL 0 15 85 Bll S4 22.5-24.0 SP-SM 5 90 5 B11 S5 27.5-29.0 SP-SM - 92 8 B12 S1 2.5-4.0 SM - - 28 B12 S2 7.5-9.0 SM - - 17 B12 S3 12.5-14.0 SP-SM 1 92 7 B12 S4 17.5-19.0 (SW) - - 4 B13 S1 2.5-4.0 SM - - 29 B13 S2 7.5-9.0 SP 4 93 3 B13 S4 17.5-19.0 SP-SM 8 86 6 B14 S1 2.5-4.0 SM - - 35 B14 S2 7.5-9.0 SP-SM 4 90 6 B14 S4 17.5-19.0 SP 5 91 4 B14 S5 22.5-24.0 ML - - 56 Note: Parentheses around ASTM classification indicate sufficient laboratory data were not available to refine field visual classification, which is approximate. se6016/035/1 SUBSURFACE CONDITIONS SOIL PROFILE The soil profile discussed below is shown in Figure 4 . The soil profile along the proposed alignment (not including the I-405 embankment) , as interpreted from the soil borings, starts with a surficial layer, about 10 feet thick, of low plasticity silt and silty sand . The siltier parts are gen- erally medium stiff, and the more granular parts are loose . Where this unit underlies the I-405 embankment, the mate- rials are stiff and medium dense, respectively. The unit frequently has a mottled appearance with brown and gray colors . This mottling is not as noticeable where the unit is under the road embankment . Overlying the native surficial soil in the center of the project is the I-405 road embankment. The embankment is about 10 to 12 feet thick and is composed of pit-run gravel with tan-colored silt and sand . Standard penetration tests (SPT) in the embankment indicate the material is in a very dense state. On the north part of the project, borings Bll and B12 en- countered 6 to 8 feet of nonengineered fill over the upper native soil. This fill was noted to contain concrete rubble and loose , organic silty sand. Below the "surface" layer the borings encountered sand vary- ing from well graded to poorly graded. This sand unit, which is generally gray, has gravel lenses, scattered gravel inclusions , and occasional silt and thin lenses (up to 1 inch thick) of peat. The sand is generally medium dense to dense with sporadic, loose zones of silty sand and peat. Borings from previous explorations to the west show this layer to have more gravel and to be higher in density than the present exploration. The lowest unit penetrated, with a maximum investigated depth of nearly 80 feet, is dense to very dense sand and gravel with much the same characteristics of the unit imme- diately above . The unit is a dense , gray, fine to coarse sand and fine to coarse gravel . It is finer grained in places, with traces of silt . It contains occasional wood debris . It grades downward into very dense material of similar composition. The unit probably was deposited as bedload by the Cedar and/or Duwamish River. se6016/024/8 The upper boundary of this unit is erratic and difficult to project. However, in the area of the I-405 overcrossing structure , the borings indicate that the contact for the lower dense unit was fairly consistent along the west bridge abutment (investigated by Borings Bl , B2 , and B4 , as shown in Figures 3 and 4) but variable for the east bridge abut- ment (B3 and B5) . Beneath the west bridge abutment the interface between the intermediate sands and the lower dense sand and gravel was found between elevations -14 and -17 . At the east bridge abutment the interface dips down to ele- vation -38 beneath the north half of the I-405 embankment and rises to elevation -12 beneath the south half of the embankment at Boring B5 . Refer to Figure 4 for an interpre- tation of the contact level at both bridge abutments . When drilling the hollow-stem augers below the water table in noncohesive materials, there is a tendency for the soil to "heave" up inside the auger when the sampler is with- drawn . Consequently, in this instance, the standard pene- tration values may not represent the in-place density of the material . In addition to heave, standard penetration test- ing performed in gravelly soil may yield erroneous N-values as a result of gravel plugging the sampler tip. Where N- values were observed to be questionable from heave or from the sampler being plugging by gravels , these observations are noted on the boring logs. GROUNDWATER CONDITIONS Groundwater was generally found to exist unconfined within the medium dense sand zone identified onsite . At the time of the present exploration the groundwater table was found about 8 feet below the ground surface at an average eleva- tion of +7 . Near Springbrook Creek the groundwater surface was at nearly the same level as the creek. Previous explora- tions undertaken in the summer months have found groundwater from 10 to 15 feet below the ground surface (elevation +5 to +0) . Groundwater levels could be expected to rise during winter months to an elevation at or somewhat above that of the level of Springbrook Creek. Groundwater observations were recorded at the Metro Renton Water Treatment Plant from December 1984 to April 1985. Average observed groundwater levels ranged from elevation -4 to zero, with a high of +16 noted in one well . March and April levels tended to have the highest observed levels . The current 100-year flood elevation of Springbrook Creek is around elevation +15 . After installation of the P-1 Channel, the 100-year flood elevation will be lowered to elevation +12 . Beneath the I-405 embankment, groundwater levels were observed to be "mounded" or elevated about 2 to 3 feet above adjacent lev- els . Water levels were recorded in several observation wells during the course of this exploration. Table 5 shows these measurements . se6016/024/9 Table 5 GROUNDWATER LEVELS IN OBSERVATION WELLS Top Top of Depth Elevation Observation Date of Casing Ground to of Well No. Measured Elevation Elevation Groundwater Groundwater B1 NM 24.5 24.5 NM NM B4 7/21/87 24.4 24.4 19.2 5.2 PB1 7/21/87 17.1 15.2 10.0 5.2 PB2 7/21/87 17.5 15.1 10.1 5.0 PB4 7/21/87 10.2 6.8 2.6 4.2 PB7 NM 17.9 15.9 NM NM PB9 NM 18.1 17.6 12.4 5.2 aNM = not measured. Bl due to I-405 traffic; PB7 not found. Note: Survey data from Target Surveyors of Issaquah, Washington. GEOTECHNICAL DESIGN PARAMETERS Results of field and laboratory investigations were used to develop the material characterizations presented in this section. Material characterizations include development of generalized material classifications along with associated engineering properties for mainly coarse-grained deposits identified onsite. The subsurface profile generally consisted of silty sand to sandy silt overlying a medium-dense sand layer with lenses of loose sand containing thin peat interbeds and denser lenses of sand and gravel. Underlying this zone was a dense to very dense layer of sand with gravel . Standard penetra- tion testing will provide most of the engineering property information for these coarse-grained deposits . Using cor- rected (for overburden) N-values, the following densities and strengths (Table 6) have been developed from tables pre- sented in Foundation Engineering (Peck, Hanson, Thornburn, 1974) . se6016/024/10 Table 6 SPT CORRELATIONS FOR COARSE-GRAINED MATERIALS Shear Dry Wet N-Value Strength Density Density (corrected) (degrees) (pcf) (pcf) 5 to 15 30 100 115 16 to 25 33 108 123 26 to 39 36 112 128 40+ 40 115 132 Care should be used in developing corrected N-values because of the presence of gravel encountered in much of the coarse- grained deposits . Gravel plugging the SPT samples can yield inaccurately high SPT N-values . Therefore, the boring rec- ords should be interpreted with caution. Because of the high coarse (sand) fraction of the near- surface silt deposits encountered within the upper 5 to 10 feet of the profile, drainage likely will occur rapidly when lateral or vertical loads are imposed on the material . Therefore, drained strength parameters would apply. Based on their average N-values, a drained strength of 28 degrees is recommended for these materials. se6016/024/11 GEOTECHNICAL DESIGN RECOMMENDATIONS I-405 OVERCROSSING STRUCTURE FOUNDATION SUPPORT The proposed Oakesdale Avenue alignment requires that the roadway pass under 1-405 ; consequently, this will require a permanent lateral support system for the roadway embankment and embankment foundation soils and will require a bridge for I-405 traffic. In addition to the permanent lateral and vertical loads from the I-405 embankment (which is scheduled to be widened to 110 feet to accommodate additional traffic lanes) , construction for the P-1 Channel box culvert adja- cent to the bridge (see Figure 2) will temporarily impose additional lateral loads on the structure . Both the widen- ing of the I-405 embankment and construction of the P-1 Channel box culvert are scheduled to occur after construc- tion of the overcrossing structure is complete. A summary of the load cases imposed on the I-405 overcrossing struc- ture is presented in Table 7 . Table 7 I-405 OVERCROSSING STRUCTURE LOADING SUMMARY Case Description 1 . Interim Current embankment configuration, Oakesdale Avenue under construction 2 . Construction Planned (widened) embankment configuration, P-1 Channel under construction 3 . Permanent Planned embankment configuration, P-1 Channel in place A soldier-pile-supported abutment system will be used to support the overcrossing structure . This type of system offers enough flexibility in construction to enable its in- stallation under the constraints imposed by the cut-and-cover alternative . Yet, soldier piles can be established at suf- ficient depths required to satisfy stability concerns for the structure under the lateral and vertical loads imposed se6016/037/1 by the construction cases presented in Table 7 . Two soldier pile installation methods were considered in the conceptual design phase : driven piles (steel cylinder piles) and drilled piers . Driven piles are recommended on the basis of constructibility in the soil profile established at the bridge abutments . As discussed previously, the soil types consist of lenses of relatively clean sand with varying amounts of peat, silt, and gravel. Heaving and caving of the sand into borings and excavations are a concern during construction that could lead to improper foundation support, excessive settlement, or sand intrusion into the drilled shaft . Drilling mud or a bentonite slurry could be used to minimize heave inside the drilled shaft. However, proper hole bottom cleanout, tremieing concrete beneath the slurry, and removal of the pier casing without causing sand intrusion into the pier column have led to construction problems in the past for drilled piers established in sands below the water table (NAVFAC DM-7 . 2, Department of the Navy) . Driven piles can effectively overcome this problem by driving to a required penetration resistance . Drilling may be required if neces- sary to reach a minimum tip elevation in the dense to very dense sand and gravel . Steel cylinder piles are recommended for use over other steel or concrete pile types, based on the following criteria : o Steel cylinder section provides greater resistance to lateral loads through increased section modulus and stiffness . o Steel cylinder can be filled with structural (re- inforced) concrete to provide added bending resistance. o Steel piles can be driven open-ended, making them low-displacement piles and enabling greater pene- tration into lower dense sand and gravel. o Steel cylinder piles hold alignment during driving better as compared to H sections because of their symmetrical stiffness . o Steel cylinder piles can be drilled from the inside to increase penetration into the bearing zone and not disturb material around the piles required for lateral resistance . Pile Capacity Lateral pile analyses will be used to develop pile size and embedment lengths required to resist the applied lateral se6016/037/2 forces under the load cases shown in Table 4 . The lateral analyses will use the computer program BMCOL7 . BMCOL7 models the pile response caused by external , lateral , and vertical loads ; soil resistance; and structural restraints . Soil resistance below the excavation is determined using springs that model the load-deflection response of the soil as a function of depth. Resulting output includes load, shear, moment, slope , and deflection data for the pile . Key assumptions in the analysis of the bridge abutment soldier piles are listed below. o The bridge deck will serve as a structural member for restraining the pile walls in a braced exca- vation mode . o Drainage will be provided to the base of the exca- vation; therefore, differential water pressure will be minimized. o For loose to medium-dense sand zone , a modulus of lateral subgrade reaction of 20 pounds per cubic inch was used; for the dense sand zone a modulus of 40 pounds per cubic inch was used. o Modeling the P-1 box culvert construction case, earth pressures recommended for design of the braced excavation for the box are applied to the abutment soldier pile closest to the P-1 box culvert. Lateral earth pressures to be used in the design of the soldier pile walls are shown in Figure 5 . These pressures were developed on the basis of the assumptions listed above and the geotechnical design parameters given in Section Sub- surface Conditions . A rectangular distribution equal to 25 (H+2) in psf per foot of wall is given for both the in- terim and permanent load cases . The 25 load was developed for a braced excavation loading in granular materials , equal to 0 . 65 Ka ( b) H; the H+2 accounts for construction and sur- charge loading by adding an additional 2 feet of pressure magnitude to the load distribution. The construction load distribution shown in Figure 5 was taken from the WSDOT contract documents , SR 405 Tukwila to South Renton HOV Lanes . The braced excavation for the P-1 Channel will be designed to this load condition and will impose a similar load on the soldier pile wall as shown in the figure. The additional 100 psf per foot added to the pressure distribution accounts for construction and sur- charge loading. Based on a preliminary layout for Oakesdale Avenue that places the finish grade elevation at +4 . 0 at the low point, se6016/037/3 results of lateral analyses indicate a 24-inch outside diam- eter, 1/2-inch-thick, steel pipe pile embedded 50 feet below the top of embankment (elevation 24) will provide lateral resistance to the applied earth loads . A maximum center- to-center pile spacing of 4 to 5 feet (4 feet through the lowest portion of the roadway) is required, along with filling the piles with structural concrete to increase their stiffness through composite action. As expected, the maxi- mum moment developed in the piles was within their un- supported length. It should be emphasized that final design values cannot be developed until the vertical profile is finalized through the bridge section. Until this occurs, the recommendations presented above must be considered preliminary. Vertical pile capacity will be developed on the basis of static analyses using vertical loads composed of dead loads from the weight of the bridge superstructure, soldier piles , pile cap, lagging, and concrete fascia panels and live loads from highway traffic. An ultimate vertical load of 160 tons per pile was developed based on the preliminary design using a factor of safety of three applied to the sum of the dead and live loads , the pile embedment lengths required to sup- port the ultimate load were estimated. On the basis of preliminary design loads it appears that a 50-foot-long, 24-inch steel pipe pile will provide the re- quired vertical support along the west abutment. However, along the east abutment where the dense sand and gravel con- tact dips to near elevation -40 (refer to the Subsurface Profile, Figure 4) , 65-foot-long piles are required for ver- tical support through the dipped area. Note that, for vertical support, pile lengths are measured from the bottom of the pile cap, which is approximately 6 feet below the top of the embankment. In the analysis , skin friction was neglected over the "dis- turbed" length of the pile where material will be excavated for the roadway. Also, a soil plug was assumed to form within the steel cylinder during driving. Tip resistance constituted approximately two-thirds of the estimated total pile capacity. Installation of the structural concrete should help develop a tip plug. However, proper cleanout of the pile and tremie concrete from the cleanout interface is recommended to be carefully specified to ensure the adequacy of the plug. Maintaining an adequate soil plug inside the pile to resist soil heave during cleanout and installation of structural concrete is recommended to minimize concerns on cleanout and pile capacity. A 5-foot minimum plug is recommended with water being maintained at hydrostatic lev- els during cleanout and concrete filling. se6016/037/4 Driveability A driveability study is recommended to evaluate hammer sizes , driving stresses , and potential driving criteria for the bridge soldier piles . A wave equation analysis will be performed using the computer program WEAP, which models the pile and hammer system as a series of masses and springs and models the soil as a series of springs and energy dissipa- tion elements (dashpots) . The model "reacts" to a series of blows from an input hammer model and estimates penetration resistance (blow count) , driving stresses , and hammer effi- ciency for a specified ultimate capacity. Results of the driveability study for the preliminary pile design indicate a relatively wide range of hammer sizes could install the 24-inch O.D . steel pipe piles 50 to 65 feet into the profile (below the pile cap) . Hammer sizes with maximum rated energies ranging from 40 to 105 k-ft were found to be capable of installing the piles to a desired capacity of 160 tons (ultimate capacity) with reasonable penetration resistances of under 50 blows per foot. How- ever, because of anticipated hard-driving conditions in the lower dense sand and gravel , the higher end of the size range at 60 to 100 k-ft is recommended for the abutment piles . Maximum stresses estimated for the 0 . 5-inch-thick piles under hard-driving conditions were generally below 30 ksi. However, for the largest hammer sizes (rated energies in excess of 100 k-ft) , maximum stresses approached 40 ksi , which is in excess of the yield stress of typical steel piles at 36 ksi (not allowing for dynamic overstressing) . Careful evaluation of the contractor' s drive train (hammer, cap block, etc . ) prior to establishing final driving cri- teria is recommended to minimize the potential for over- stressing the piles . Figure 6 presents a pile hammer data sheet that it is recommended be filled out by the pile driving contractor for establishing the specifics of his proposed drive train. Tensile stresses are not considered a problem for the steel abutment piles . To protect the pile tip under potential hard driving con- ditions and help get penetration into the lower dense sand and gravel , a drive shoe is recommended for the pile tips . The drive shoe should be flush with the outside diameter of the pile to minimize disturbance to material around the pile required for lateral resistance. Specifications for installation of the Oakesdale Avenue bridge abutment piles should consist of two sets of criteria: o A refusal criterion prior to reaching a specified minimum pile tip elevation se6016/037/5 o An acceptance criterion after piles have reached the specified minimum tip The purpose of the first criterion is to limit the amount of blows put on the pile in hard driving conditions (if necessary) to minimize the potential for overstressing the pile . This would be a concern if the contractor is using a large hammer size. If refusal driving is encountered, the contractor would be required to clean out (drill) soil from inside the pile to lower the penetration resistance . Clean- out procedures should be limited to those which will not disburb the soil around or below the pile. The second criteriion requires the contractor to drive the pile to a required capacity once the tip is below the spec- ified minimum tip elevation. This minimizes the concern that installation procedures have reduced the capacity of the pile. Pile Settlement Bridge abutment piles established in the lower dense sand and gravel are not anticipated to have a problem with exces- sive settlement. Group effects are not anticipated to in- fluence settlement of the foundation at a 4- to 5-foot minimum pile spacing. Individual pile settlement for the bridge abutment piles is estimated to be limited to their elastic shortening under the applied loads . Piles estab- lished beyond the bridge abutment to support the future widening of I-405 are recommended to be designed for ade- quate embedment to resist the potential downdrag caused by the addition of roadway fill in this area. Wing Wall Pile Design Beyond the bridge abutment, the soldier pile walls will ex- tend on either side of the I-405 overcrossing structure ap- proximately 35 feet to support the future widening of the I-405 embankment. These walls will extend out from the abutment wall until they intersect the new embankment slope, then slope at 3 : 1 with the fill to 35 feet beyond the edge of the bridge. This distance was designed to minimize the impact of excavations for Oakesdale Avenue and associated retaining structures to the east and west (P-1 Channel) on the existing I-405 embankment. Figure 7 presents the anticipated wing wall layout and rec- ommended lateral earth pressures for design of the wall . Along the level portion of the wall extending from the bridge abutment, the pile cap will be reinforced to provide lateral restraint to the top of the wall. Therefore , this portion of the wall will be designed for a braced rectangu- lar lateral load distribution using the same design proce- dures as were given for the abutment piles . se6016/037/6 Where the wing wall breaks to slope at 3 : 1 with the future widened embankment, the cap is not anticipated to provide restraint against lateral loads . Therefore, this wall sys- tem should be designed using the triangular load distribu- tion shown in Figure 7 . Standard procedures for design of cantilever walls will be used, with pile embedment lengths checked for adequacy against potential downdrag loads as recommended previously. Paved gutters are recommended to be placed behind the wing walls to collect stormwater runoff and convey it to points of appropriate discharge . This will minimize the potential for water buildup behind the walls as a result of surface water infiltration. Timber Lagging and Permanent Concrete Fascia Design Timber lagging will be used to provide temporary support for lateral soil loads between the soldier piles of the abutment and wing walls prior to placement of the permanent concrete fascia panels . This lagging should be designed using the appropriate soil pressure diagram developed for pile designs shown in Figures 5 and 7 with the use of a reduction factor because of soil arching between the piles . The reduction factor is dependent upon the pile size, pile spacing, and soil type, with larger, closer spaced piles and granular, angular soils likelier to arch. Based on local experience in similar soil types above the water table, a reduction factor of 50 percent is recommended to be applied on the lateral loading diagrams. The permanent fascia panels attached to the face of the soldier piles should be designed using the appropriate soil pressure diagram for a given wall section shown in Figures 5 and 7 . No reduction factor should apply to the loading since soil arching may tend to "break down" over time through vibration and soil creep. Note that the lateral earth pressure diagrams shown in Figures 5 and 7 do not in- clude any hydrostatic water loads . Therefore , construction dewatering and permanent wall drains are critical to the stability of the retaining wall system. A drainage col- lection net and filter fabric are recommended to be used on the back side of the wall (between the fascia and timber lagging) to permanently collect and drain water that may collect behind the wall . The drainage net should tie into the underdrain system to provide effective seepage water re- moval . Weep holes should be installed at the base of the panels to provide added protection against hydrostatic pres- sure buildup. Construction dewatering is also essential for installation and operation of the wall system until the permanent underdrain system is operational. This is dis- cussed in more detail below. se6016/037/7 Construction Considerations Pile installations for the bridge abutments and wing walls will require a tight tolerance to minimize subsequent prob- lems with installation of timber lagging and the concrete fascia panels . A maximum 2-inch tolerance from plan is rec- ommended for the pile head with a maximum 1-inch-in-6-foot vertical deviation recommended for pile verticality. This limits the maximum alignment differential to approximately 1 foot at the base of the excavation for Oakesdale Avenue. To maintain this tolerance, careful monitoring of the in- stallation using appropriate survey techniques is recom- mended for both the contractor and the construction manager. Time constraints imposed on the construction of the Oakes- dale Avenue bridge are difficult at best . To facilitate daily mobilization, demobilization, and storage of equipment and materials for the project, construction of access ramps to the sides of the I-405 embankment at the project site should be given careful consideration. Advantages of a ramp access system are outlined below. o Minimize construction time associated with mobili- zation, setup, breakdown, and demobilization of equipment and materials on a daily basis o Create a safer access to I-405 for construction equipment o Preload embankment foundation soils and minimize downdrag loads imposed on the wing wall soldier piles o Facilitate installation of soldier piles along the sides of the existing embankment Disadvantages of the system include: o Placing and removing additional soil . o Acquiring right-of-way along Oakesdale Avenue alignment may have to be accelerated. Construction and permanent dewatering facilities are criti- cal to the performance and operation of Oakesdale Avenue. Permanent dewatering facilities will include the installa- tion of a pump station and underdrain system that will pro- vide positive groundwater and surface water removal through continuous operation. Discussion of permanent drainage will be included in the final version of this report. Con- struction dewatering will be required in the area of the overcrossing structure to facilitate excavation for Oakes- dale Avenue and installation of lagging and the concrete se6016/037/8 fascia panels . Groundwater levels must be drawn down and maintained below excavation levels and influence zones for wall pressure at all times . Drainage ditches leading to sump pumps may not provide adequate groundwater drawdown during excavation and therefore are not recommended . Well points, dewatering wells , and/or collection trenches could provide effective suppression of the groundwater surface if properly planned and constructed. Dewatering objectives and criteria are recommended to be stated clearly in the project specifications . A careful review of the contractor ' s pro- posed dewatering method is also recommended prior to its installation. Currently, the existing WSDOT contract documents for I-405 construction require the contractor to monitor the existing I-405/13 bridges for movement during installation of the P-1 Channel box culvert at I-405 . We recommend this monitoring be extended to the Oakesdale Avenue overcrossing structure as well . In addition, a maximum horizontal deflection of 1 inch is recommended for the contractor-designed excavation shoring system for the P-1 Channel box culvert to minimize the potential for lateral displacement at the Oakesdale Avenue bridge. Steel plates are required to be placed temporarily over pile and pile cap installations for I-405 traffic to remain oper- ational during peak traffic hours. These plates will require bearing support through excavation shoring or reinforcement of the bearing zone with concrete or grout . Shoring should be braced with struts and jacked into place to minimize po- tential loosening of the bearing zone material through sloughing or creep. Concrete or grouting the bearing zone should use quick-setting materials , which could handle the traffic loads with a minimum setup time. se6016/037/9 REFERENCES 1 . Peck, R. B. , W. E. Hanson, and T. H. Thornburn. Foun- dation Engineering. Wiley & Sons . 1974. 2 . U.S . Department of the Navy. NAVFAC DM-7 . 2 . Foun- dations and Earth Structures. se6016/033/1 RK ND 3 Ln X r�!,BELI EVUE E ,n 1-90 a' ERC LAN Ln 0 v rn In REN 0 s� s PROJECT SITE 8 S T C TU Al R� } FT DENT PR J CT IT 3 PARK O .� 1-4 Zq �p0 SW 6T L W. C� GA ES SCU HC RAC cr W � � RACE w a W > t a o Q z J N Z ARC ----------� SW 27TH T r TUKWILA CITY WITS FIGURE 1 - PROJECT LOCATION MAP S21810.J1 OAKESDALE AVENUE s UJ le al iV m a r , j. ........... e'��'.":;D< e �y�.; ",ak J,iz' � .°•afar,. �" • 'y�y'J• � "EII pREF N� T v � •�� � 1 d? �t'O S D iFi� Y� 'p 4Pc'J .alp '� aC �. � �':.l �1 �r ,•kp.< z,�- R f � .:dr g �. a}' �.' ix[• k Y " iIYEDy��• �tK. •f. `B� �'.. r• -rY e orn.... -A b- � 'ems �"2•£�r� �:'':: ,� r 47 �.. { y lanr 41, S 8 a �+ £eN� 1 rTI, " r , co T N N k xa k PB3 ED �a ,wr S �« k7a Ecn' a 'a .�P s aye . :max u p ED k " pg ' 77 �t lti: *000 � ";�� r, ,. 4#c: �Y:'` ,', :� - '3%,�.� �n...:. ,gym, .�$➢r a • H ` n r -a u , n , ! ,t r =ka ¢ s.. - F e 1 *n » ! r < w � j F q 4 S9. Y A. ,£ aL `?ice Q 6 a" Y t Y +f3 r .,f ,,-.,,u , r u'x• ..: n ,`6 °e"N <.. mf-.:'k, < t "� �x'�< S"4 awyR,: 1< i vs f � Y A r ° " • r ;u - r ✓ ry S:.r;ya a c,& ,. 1. 9`.£�:,�` � ':...:,. Aq. "'.,., v �•,< ;_.`/x <. � ":SS- Af�,S 96 �,S qp:r T y i °f• A '.",X �a •'�.' by ^�` ,:. �(6.� rr I , <.Ye %F { ^ r. " ..;az" '� • w ,.,. a, :. a7u{{ ::.. w�: ,:,: ., p{ � ^p'.a°&� 'ti sxa=dl.ffi.p'��'s:: ':k Via" a.,ib`,- . { r x 1 � " ✓ > P> ay" 3.• •,/ 1 fi i r � F a J yy 'a3 a N• 5 f' ,K f x h i F r ° k n m • F ^t ° f, '� :e•':N,. ,;.' - fir' P y- ,a ... a. a'd3' °• *. 'x9., `+s s ° `'�',�' �,'R+'% �gYa. `�„�.�,-. ',',.: •.,;a.:.x9sr..< .. ... ,.. „� , :. ° ,8�. � „. .:. � ;y ,r;- #' � ,zT'a,a '*:W:�e "7", a - •�. � � *� Yf �Mf aifa,.b's -•"4`An�+ ,q +ff r LEGEND � � A to°' u� 1 t1n..'a •nip,I�P, .. w�'mA u�� A� C H 2 �ly 1 a` I x PB2 CH2M HIII borings (drilled May 1 87) , ,, R,a�,k T ST`PiT 7CATIONS _ 1 } S2181 ' �; AVENUE NOTE: LEGEND: The depth and thickness of the subsurface strata indicated on the section (profile) were GRAVEL WITH SILT AND SAND,VERY WELL GRADED TO POORLY GRADED generalized from and interpolated between test borings. Information on actual subsurface DENSE, PIT RUN FILL SAND WITH SCATTERED GRAVEL conditions exists only at the specific locations and dates indicated. Soil (rock) conditions and _ DENSE TO VERY DENSE. water levels at other locations may differ from conditions occurring at the boring locations. =:•• ��: NON-ENGINEERED FILL WITH Also, the passage of time may result in a change in the conditions at these boring locations. CONCRETE RUBBLE. B-1(15'V1n BORING NUMBER W/OFFSET FROM OAKESDALE AVE. CENTERLINE. GENERALLY SILTY SAND AND SILT, ,r s GEOLOGIC CONTACT. OCCASIONALLY SAND OR CLAY, MEDIUM STIFF AND LOOSE. WATER LEVEL OBSERVED DURING DRILLING. LILLLLLLLL� WELL GRADED TO POORLY GRADED _ WATER LEVEL 7-21-87. LLLLLLLLL SAND, WITH SCATTERED GRAVEL AND OCCASIONAL THIN SILT AND PEAT. MEDIUM DENSE TO DENSE. t30 ��f00 /2tOD /3�OD /-�fG}� /5 00 /lotGO /7fDD . 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L L L L L LLLLLL L LLLLLLLLLLLLL L LLLLLL LLLILILL LILILLLLLLLLLLLLLLLLLI LLLLLLLL LLL LLLLLLLLLLLLLL`LLLLIL L LLLLLLLLLLLLLLLL /O IILIL LLLLLLLLLL LLLLIL L�LLLLLLLLLLI LLLLLL LLLILILL LLLLLLLL LI LILLLLLI•,ILI (LLLLLLLLLLL L LLLL LLL LLLLLLL LLLLI ,L LIII LLL ILLLIL IL LLL L L L ILL L L L L L L L L L L L L L L L L L L L L I L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L L I L L L L L L L L L L L L L L L I L L L L l l L L l L L L L L L L I L L L L I L L I I LLLLLL LLL L L [ L L LLLLLLLLLLL` L L L L C I I L L L L L L L L L L L L L L L L L L L L L L L LLL L L L L L L L L L L L L L L I L L I I I L L L L L L L L L L L L L I L L L L L L L L L L L L L L L L L L L L L L L L L L L L I L L L I L L L L L L L LLLLLLL LLLLLIL.LLLLI.LILL L I LLLL LLLL LL LLLL LLLL•.LLL I. L L L L L '�LLLLLLLLLLLLILLLLL ZO ZD - ST� ��iM� T ' • I I.L•L,LLL L is rt/T�1C EAST 4.2 UTit�EiV T 30 COA1X4 7- Rix 50 _ I — o dne2— SCA FIGURE 4 - /''=/5' SITE SUBSURFACE PROFILE S2181J J1 OAKESDALE AVENUE --20' �.� 25 (H, + 2) PSF/FT OF WALL 25 (H2) + 100 1-405 ROADWAY PSF/FT OF WALL Fl=lH1=1ll=III=11 _ L P-1 CHANNEL BRACED EXCAVATION n � H1 p H2 O STRUTS w M C Q � � 0 () O m N N SOLDIER PILE n I(I (I�IIEEL. -4.5' ASSUMED CONTACT: (EL. —15 WEST ABUTMENT) BOTTOM OF P-1 0 M (EL. —38 EAST ABUTMENTCHANNEL O EXCAVATION w c 0 � Q m C7 m LEGEND: PERMANENT GROUNDWATER LEVEL TO BOTTOM OF ROADWAY SUBGRADE S CONSTRUCTION GROUNDWATER LEVEL FIGURE 5 TO BOTTOM OF EXCAVATION LATERAL EARTH PRESSURES FUR - S21810.J1 DESIGN OF BRIDGE FOUNDATIONS OAKESDALE AVENUE - PILE HAMMER DATA SHEET HAMMER Manufacturer: Model Type: Serial No.: Rated Energy @ Length of Stroke Explosive Force: (For diesel hammers) TRIPPING (Air/steam hammers only) VALVES Location of Valves with Respect to Top of Cap Block in inches Intake Cut-Off Qz w w RAM 2 p VZ, RAM Ram Weight: Ram Length: < 2 Ram Cross Sectional Area: (For diesel hammers) ZO U ANVIL ANVIL (With diesel hammers) Anvil Weight: 0 CAPBLOCK Material: Area: Thickness Modulus of Elasticity - E (P.S.1) Coefficient of Restitution - e PILE CAP Helmet Bonnet _ Weight: Anvil Block Drivehead U CUSHION Cushion Material: Area: Thickness: Modulus of Elasticity - E (P.S.1) Coefficient of Restitution - e PILE Type: Pile Size: Length (In Leads) - Diameter - Wall Thickness: Taper: Material: Weight/Ft- Design Pile Capacity: (Tons) Description of Splice: Tip Treatment Description: FIGURE 6 PILE HAMMER DATA SHEET SPECIFICATION SECTION 2301 - !N/rVG I�VALL ' P/L CAP CAST-IAA- f�LAC,' LEGEND: A— 1A If .t/EZ- �_ PERMANENT GROUNDWATER LEVEL CO�t/ST�l1CT/Ort/ TO BOTTOM OF ROADWAY SUBGRADE Q -Y CONSTRUCTION GROUNDWATER LEVEL `J�/�T TO BOTTOM OF EXCAVATION r- F- 7;�'A /C I O�I.�ESVALEAI/Enow I �` �----� 7 I J L OF- EXCA f/A 7"/Oit/ TO `Y�1LL. L _l i L L 52ffCTIOIV A FIGURE 7 - ;V11 611V1AGL �GE!/AT/O�/ LATERAL EARTH PRESSURES FOR - DESIGN OF WINGWALLS OAKESDALE AVENUE - APPENDIX A SOIL BORING LOGS 1 se6016/034/1 - PROJECT NUMBER BORING NUMBER S21810.J1 Bl SHEET 1 OF 2 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Median I-405 Appx. Sta. 14+65 ELEVATION 24.46' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 18, 2 Jul 87 START 11:30 25 Jun 8'FINISH 05:30 26 Jun S LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST C w C Q RESULTS NAME. GRADATION OR PLASTICITY. _U DEPTH OF CASING F U C Z w w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE. a = 3 a ¢ < > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS LL w a O�¢ a L) (N1 OR CONSISTENCY SOIL STRUCTURE U TESTS AND w O Uj m 0 Z �Z ¢ MINERALOGY,USCS GROUP SYMBOL y� INSTRUMENTATION 2" ASPH Concrete 1 Sandy Gravel GW 2"minus . I Sl 4" 50/6" Well Graded Gravel with Silt and Sand rp Hard Rough Drilling Gray, tan, moist, very dense (GW) 5 S2 4" 50/5" Well Graded Gravel with Silt and Sand Gray, tan, moist, very dense (GW) 10 S3 18" 4-5-9 Sandy Silt (ML) (14) Low Plast gray moist Stiff 35% fine sand 15 i S4 16" 6-8-11 Poorly graded sand (SP V SM (19) Medium grained; gray; wet Medium dense 20 S5 12" b-10-26 Well graded sand (SW) SP-SM (36) Medium to fine; gray,wet,dense 25 S6 4" 5-10-15 Well graded sand (SW) (28) Same as above 30 REV 11,82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B1 SHEET 2 OF 2 _I • a SOIL BORING LOG Oakesdale Avenue Meridian I-405 ppx. Sta. +65 PROJECT LOCATION Apnx_ Offset 371L ELEVATION 24.46' DRILLING CONTRACTOR Kting Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 18' 2 Jul 87 START 11:30 25 Jun 8 FINISH 05:30 26 Jun 87 GWA LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w o ¢ RESULTS NAME. GRADATION OR PLASTICITY. U DEPTH OF CASING, U j a w w PARTICLE SIZE DISTRIBUTION. COLOR. DRILLING RATE, > F p a ¢ w M 6"_6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a.j¢ w a U (Ni OR CONSISTENCY. SOIL STRUCTURE. 2 0 TESTS AND w O m$Ai Z �Z ¢ MINERALOGY.USCS GROUP SYMBOL t�if� INSTRUMENTATION S7 12" 12-18-22 Well graded sand with gravel (SW) (40) 20% Gravel 80% medium fine sand Gray, wet, dense 35 S8 12" 6-28-24 Well Graded Sand (SW) (52) 10% Gravel 90% medium fine sand Gray, wet, very dense 40 S9 12" 50/6" Well Graded Sand (SW) :? . 12" Heave 5% Gravel 95% medium to coarse sand 'N' False High i Gray, wet, very dense 45 •�' S10 16-21-50 W 0". Well Graded Sand with Gravel (SW) (71) 20% Gravel 80% Medium to coarse sand Gray, wet, very dense 50 S11 40-50/8" Well Graded Sand with Gravel 09W) BOH 53.5 Same as above '. Piezometer set with tip at 52 ft. 55 REV 11182 FORM D1_566 - PROJECT NUMBER BORING NUMBER S21810.J1 B2 SHEET 1 OF 3 SOIL BORING LOG I-405 Bridge Appx. Sta. 14+96 PROJECT Oakesdale Avenue LOCATION Appy nffca+ �5'T, ELEVATION 24.32' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EOUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 17' 27 Jun 87 START 01:00 27 Jun 8TINISH 06:30 27 Jun SLOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O W J O S RESULTS NAME, GRADATION OR PLASTICITY. U DEPTH OF CASING U < Z w w PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE =3 W ¢ Q m > 6"6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS w a-j M w a OV (Ni OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND w O m y Z Z ¢ MINERALOGY.USCS GROUP SYMBOL of INSTRUMENTATION i S1 4" 50 5" Well Graded Gravel with Silt & Sand 4" minus in cuttings Tan, moist (GW) i 5 } S2 4" 22-50/6" Well graded Gravel with Silt & Sand (100) Same as above (GW) 10 S3 18" 2-2-3 Silt Lowplast (ML) (5) Gray Moist, Medium stiff 15 Sand at tip 1 S4 12" 4-6-7 4" Silty fine sand (SM) (13) 4" Poorly graded sand with organic good (SP) 4" Well graded sand, medium fine (SW) Gray, medium dense, wet 20 S5 18' 1-3-13 Well graded sand (SW) SP (16) Medium Fine Gray, medium dense, wet 25 S6 11-12-20 3" Beds 18" Heave (32) Well Graded Sand (SW) Medium to Fine and Coarse to Medium Gray, Dense, Wet 30 REV 11.'82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B2 2 3 • a SHEET e� SOIL BORING LOG Appx. Sta. 14+96 PROJECT Oakesdale Avenue LOCATION 1-405 Bridge Apnx Of`gQ4 � 24.32' ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT_ 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 17' 27 Jun 87 START 01:00 27 Jun 8�INISH 06:30 27 Jun 8 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w O ¢ RESULTS NAME. GRADATION OR PLASTICITY. _U DEPTH OF CASINO. U <w w PARTICLE SIZE DISTRIBUTION COLOR, DRILLING RATE > 1-O a ¢ w m O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. LL LU w a_j ccd U (N) OR CONSISTENCY. SOIL STRUCTURE. U TESTS AND w 0 m N Z H Z ¢ MINERALOGY.USCS GROUP SYMBOL INSTRUMENTATION •:1 -S7 12" 5-8-9 Well Graded Sand (SW) ;No Heave (17) Medium to Fine, Gray, Medium dense, Wet With 2-3„ Layers of Peat (Pt) Fine, Brown, Wet 35 S8 12" 35-50/5" 2" Layers Well Graded Sand (SW) Medium to Fine and (GW) Well Graded Gravel 3/4" minus Gray, very dense, wet ' 40 , Q S9 4" 50/5" Same as above (SW - GW) SW 45 S10 11" 43-50/4" Well Graded Sand with Gravel (SW) (100+) 20% Gravel 80% Medium to Fine Sand . Gray, very dense, wet 50 S11 10" 30-50/2" Well Graded Sand (SW) (100+) Medium to Fine Gray, very dense, wet 55 .•�: S12 28-50/5" Well Graded Sand (SW) SM Medium to Fine, some shell fragments •::: Gray, very dense, wet 60 ;. REV 11 82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B2 SHEET 3 OF 3 • s � s SOIL BORING LOG Oakesdale Avenue Appx. Sta. 14+96 PROJECT LOCATION I-405 Bridge 24.32' 11}��c 9�fse>=3s'-b ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 17' 27 Jun 87 01:00 27 Jun 8� 06;30 27 Jun 87 WATER LEVEL AND DATE START INISH LOGGER GW SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST r O w ¢J Z¢ ¢ RESULTS NAME, GRADATION OR PLASTICITY, _U DEPTH OF CASING U > w w PARTICLE SIZE DISTRIBUTION, COLOR. 71 DRILLING RATE. > F 0 W. w W m 6"-6-6" MOISTURE CONTENT,RELATIVE DENSITY m GRILLING FLUID LOSS W W M a. w (N) OR CONSISTENCY. SOIL STRUCTURE. U TESTS AND w 0 Z ¢ MINERALOGY.USCS GROUP SYMBOL N INSTRUMENTATION S13 1" 50/1" Well Graded Gravel (GW) 1 1/2" Wet, Very Dense .•• •• 65 S14 2" 50/2" Well Graded Gravel with Sand (GW) 20% Medium sand 80% 2 1/2" - Gravel Gray, Wet, very dense "• •�• 70 S15 24-45-50/3' Well Graded Sand with silt and gravel •'� (100+) 40% Gravel 60% Medium to fine sand Gray, wet, very dense (SW) �•••'• 75 �• 80 REV 11'82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 B3 • a SHEET 1 pF 3 SOIL BORING LOG PROJECT Oakesdale Avenue Southbound Shoulder 170' from I-405/13 24.24' LOCATION ppx Sta 1^4.66 Appm ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 19.5' 27 Jun 87 12:30 a.m. 5:45 a.m. JG Dehner WATER LEVEL AND DATE START FINISH LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w ¢ RESULTS NAME, GRADATION OR PLASTICITY. _U DEPTH OF CASING t U < 2 Q w PARTICLE SIZE DISTRIBUTION, COLOR. DRILLING RATE j F 0 LL ¢ <m 6"-6"-6" MOISTURE CONTENT.RELATIVE DENSITY O c ul w O m DRILLING FLUID LOSS W w Y D w (Ni OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND w O m rn Z f Z ¢ MINERALOGY,USCS GROUP SYMBOL v INSTRUMENTATION I Took bag sample(S-1) of auger cuttings 5 S-1 2' Sandy Gravel (Embankment Fill) Well Graded gravel coarse to fine, rounded with cobbles to 5"; well graded sand, coarse to fine with 5-10% low plast, silt, moist, dense, brown (GW-GM) S2 3 27-30-36 Sandy Gravel (as above) (GW-GM) Gravel in tip of S-2 11 (66) 10 S-3 3" 2-2 Silty Sand, poorly graded sand, fine (9) grained with 15-20% low plast silt, Gray,Moist,Loose (SM) 15 S4 18 2-5-7 Poorly graded sand, fine to medium Lenses of siltier material (12) grained with y5% np silt, gray, moist, (SP-SM) to ((SM) noted in loose Q (SP) :r: sample '. Brown (SP-SM) layer at 18' 20 Wet at tip of sampler •t1.4-- Well 4raded Gravel with sand, Well grade•' SP -fine to medium poorly sand, Gravels to 1/2 inch, np silt at /. graded sand in first 3 3-50. inches of sample; Sub 25 Gray, Wet, Dense (SW) to (GW) ':'O: rounded gravels Qo �o•o. 0 S6 10" 7-10-20 Sandy gravel, well graded sand in well graded gravel matrix, subrounded to 3/4" Gray, wet, dense, np silt at 4 5% (GW) a> 30 • QO REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 B3 2 3 = SHEET CF SOIL BORING LOG PROJECT Oakesdale Avenue Southbound Shoulder 170' from I-405/13 24.24' LOCATION ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 19.5' 27 Jun 87 12:30 a.m. 5:45 a.m. JG Dehner WATER LEVEL AND DATE START FINISH LOGGER SAMPLE STANDARD PENETRATION SOIL DESCRIPTION COMMENTS Z TEST O ui O Q RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING U ¢ Z Cr w PARTICLE SIZE DISTRIBUTION. COLOR _j DRILLING RATE. j 0 LL ¢ <M 6"-6"-6" MOISTURE CONTENT.RELATIVE DENSITY O w O m DRILLING FLUID LOSS. w w W j i j V (N) OR CONSISTENCY. SOIL STRUCTURE, 20 TESTS AND w a m Cn Z Z ¢ MINERALOGY,USCS GROUP SYMBOL y OJ INSTRUMENTATION i 3 a- S7 18 4-3-5 Silt with sand, layered (1" thick) • '2" thick layer of (SP) fin (8) gray and brown, low plast, with layers o �to medium, poorly graded SP, stiff to soft, 10-20% very fine San ; •jsand with c 5/silty, gray, (ML) wet, loose at 34' 35 Silty sand, very fine, poorly graded san �S-8A sampled (SW) with 20-35% np silt, gray, stiff to med- ium dense, wet lower 5", Gravelly sand S-8B sampled (SM) 4G with (SM) silt, well graded gravels, subrounded to 1/2", in well graded sand- matrix with 10-20% np silt, gray,wet, j dense, (SW-SM) to (Gil-GM) S9 8" 4-5-21 Poorly graded sand, fine to medium (26) sand, gray, wet, medium dense (SP) Gravelly in tip grading to (GW) 45 - S10 12" 3-5-12 Poorly graded sand as above(SP) grading 6" heave noted gravel, fine to medium (Maximum 1/2") 50 rounded gravels, gray, wet, loose (GP) -rr' 11-20-19 Poorly graded sand, fine to medium with 7:; ;.,SP-SM Gravelly near top o OCL gravel, gray, wet, medium dense (SP) sample. sample. 3/4" thick organic wood 55 debris noted at n53.5" S12 18" 7-10-12 Poorly graded sand as above (SP), fine t• 7" heave noted medium grained, occasionally coarse san and small gravel, gray, wet, medium dens (SP) RFV 1111R9 P_lP. r' zki, PROJECT NUMBER BORING NUMBER S21810.J1 B3 SHEET 3 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Soupthbound Shoulder 1 0' from I-405/13 ELEVATION 24.24' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 19.5' 27 Jun 87 START 12:30 a.m. FINISH 5:45 a.m. LOGGER JG Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w ¢ RESULTS NAME. GRADATION OR PLASTICITY. _U DEPTH OF CASING, U < Z¢ w PARTICLE SIZE DISTRIBUTION. COLOR. DRILLING RATE. =3 Q > <w > MOISTURE CONTENT,RELATIVE DENSITY O S w� O 6 _g 6 m DRILLING FLUID LOS., W U, > w INI OR CONSISTENCY, SOIL STRUCTURE. 2 0 TESTS AND w O m �Z ¢ MINERALOGY.USCS GROUP SYMBOL y INSTRUMENTATION 63 S13 11" 27-38-24 Well graded gravel with sand to 1" (62) Subrounded in well graded sand matrix Gray, wet, very dense (GW) 65 S14 11" 25-25-28 Upper 3" poorly graded sand, fine to (53) medium grained Gravel in tip Gray, wet, dense (SP) 70 Lower 8" well graded gravel with sand •:� in well graded sand matrix Gray, wet, very dense (GW) S15 18" 15-30-50/5' Upper 12" o ..pp poorly graded sand fine to .., Upper sand SP heave. medium grained, Gray, wet, dense (SP) • •• ••• 75 Lower 6" well graded gravel with sand coarse to fine, 3/4" maximum gravel size ••...•; Gray, wet, very dense 50% sand 50% gravel (GW) jr S16 8" 13-29-37 Upper 4" poorly graded sand, fine to (66) medium grained, gray, wet, dense; (SP) grading to well graded gravel with sand to 1/2" 80 Gray, wet, dense (GW) REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B4 SHEET 1 0- 3 SOIL BORING LOG Oakesdale Avenue Penton North Bound Shoulder I-405 PROJECT LOCATION Appm Sta. 14+14 App3f 4:4€€Set 33'L ELEVATION 24.35' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 15' 28 Jun 87 START 1:00 FINISH LOGGER JG Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w O ¢ RESULTS NAME. GRADATION OR PLASTICITY U DEPTH OF CASING U Z w j PARTICLE SIZE DISTRIBUTION. COLOR, OJ DRILLING RATE > ~O< Cr w e, O 6"-6"-6" MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS w OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w O m m Z Z c , MINERALOGY.USCS GROUP SYMBOL INSTRUMENTATION I 3 1 5" 1-24-35 Well graded gravel with silt and sand 2" Asphalt (59) Well graded gravels up to 6" cobbles, S-1 Embankment Pit Run Well graded sand with 5-10o np silt Materials, rounded Brown, moist, very dense (GW-GM) 5 �ra✓c7-I,� S a�.��, S2 10" 10-43-19 Well (Traded sand with silt and gravel (62) With gravels to 3/4" 10-15. np silt, 10 Brown, moist, dense (SW-SM) to (SM) J. S3 18" 2-3-4 Sandy Silt, low plast silt with 35-450 (7) very fine sand, zones of (SM) also Gray, wet, soft (ML) 20oS 15 Mix mud to minimum heave S4 18" 2-3-4 Silty sand, fine grained poorly graded (7) sand with 25-35% np silt, S4 cleaner sand in tip Gray, wet, loose (SM) at (SP) 20 S5 13" 1-1-1 Poorly graded sand, fine to medium grain t3 ;;:;•4" heave - spun (2) with 45o np silt out before sampling Gray, wet, loose (SP) 25 SE) iul, PUSH S7 16" 15-15-14 Well graded sand with silt and gravel (29) Well graded sand coarse to fine with 30 fine gravels(subrounded) and 5-10o np silt, gray, wet, dense (SW-SM) REV 1182 FORr,:D1566 - PROJECT NUMBER BORING NUMBER - S21810.J1 B4 SHEET 2 OF 3 . z SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Renton North Bound Shoulder I-405 ELEVATION 24.35' DRILLING CONTRACTOR Kring Drilling Co.,Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile WATER LEVEL AND DATE 15' 28 Jun 87 START 1:00 FINISH LOGGER JG Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST 0 w ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING Q =3 UU Q w j PARTICLE SIZE DISTRIBUTION. COLOR, JO DRILLING RATE H O LL ¢ w 0 6 -6 -6 MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS w a ¢ w a U (N) OR CONSISTENCY SOIL STRUCTURE. C7 TESTS AND Li w w ~ > w MINERALOGY.USCS GROUP SYMBOL ai OJ INSTRUMENTATION w OCLv� ? � Z Cl 33 S8 13" 13-19-24 Well graded sand coarse to fine, 10-15% (43) fine gravel, occasional 1/4" piece(sub- rounded) Gray, wet, dense (SW) 35 Trace np silt S9 14" 3-3-5 Poorly graded sand, predominantly Gravel in tip medium, gray,wet,loose (SP) Trace np silt 40 Oa S10 15" 27-33-37 Well graded gravel with sand, coarse to q"•0.. (70) fine in well graded sand matrix coarse t .'O. fine, trace np silt, c Gray, wet, dense (GW) O"r o: 45 .0 p p.•. S11 13" 24-24-26 Well graded gravel with sand, as above, (50) coarse to fine 1/2" maximum, subrounded �O in well graded sand matrix, 5% np silt 50 Gray, wet, dense (GW) S12 13" 16-25-36 Well graded sand with gravel, coarse to fine with fine to medium gravels, 1/2" maximum, subrounded, trace np silt 55 Gray, wet, very dense (SW) .: S13 18"+ 50/6" Poorly graded sand, fine to medium Heave in S13 Gray, wet, dense Full sampler REV 11:82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B4 SHEET 3 OF 3 � a SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Renton North Bound Shoulder I-405 ELEVATION 24.35' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 15' 28 Jun 87 1:00 JG Dehner WATER LEVEL AND DATE START FINISH LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST 2 RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING. =3 L) Q w > PARTICLE SIZE DISTRIBUTION. COLOR. JO DRILLING RATE. > X O U.4 ¢ w CO O 6--6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a-i Cr W a U (Ni OR CONSISTENCY. SOIL STRUCTURE. 2 O TESTS AND r w O m 0 Z r Z � MINERALOGY,USCS GROUP SYMBOL vTti� INSTRUMENTATION 63 S14 811 43-50/5 Well graded gravel with sand, coarse to Rounded to subround fine in well graded sand matrix, trace ,v gravels to 1" np silt, gray, wet, very dense (GW) Sampler full with slough/ :�u heave GW-GM 'oo �Q :0:0. A-, S15 14 31-46-50 Well graded gravel with sand, as above .190 Gravels in sampler (96) with 5-10% np silt, gray, wet, very OV4 fragmented from spoon. dense (GW-GM) Gravel size 1'+ 70 M / o 4 e �0 S16 6" 35-43-43 Well graded gravel with sand, as above �o D Gravels in sample tip (86) with ^' 5% np silt (GW) •,o:;, EOB 75 Piezo set at N 30' REV 11;82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B5 SHEET 1 OF 2 . z SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 13+80 Appx. Offset 29'R g gCo.,4.37' Krin Drilling Conc. ELEVATION DRILLING CONTRACTOR � DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 19' 28 Jun 87 START 0110 28 Jun 87FINISH 0600 28 Jun 8TLOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O W _j O Q RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING Q =3 U > Q w > PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE. > O LL M w m O 6'-6'-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a cc � a O (N) OR CONSISTENCY, SOIL STRUCTURE, (7 TESTS AND w p m of ? Z Cr MINERALOGY USCS GROUP SYMBOL a INSTRUMENTATION 2" Asp Concrete 4" minus Gr in cuttings 2.5 Sl 18" 23-44-35 Silty qravel with sand (GM) (79) 15% Silt 25% Sand 60% Gravel Tan, Moist, very dense 5 S2 2" 50/1" Same as above (GM) Bouncing Refusal Redrill 0130-0400 10 ST1 24 ' Plastic Silt 15 16 3-7-15 Silt, Gray, moist, very stiff (ML) MH i -'Sand in tip of sampler S4 16 10-10-17 Well graded sand with silt (SW) " (27) 10% Silt 90% Medium to fine sand t I SM Gray, medium dense, and wet. _ �7 20 55 18" 5-17-24 Well graded sand, medium to coarse (SW) Gray, wet, dense 25 S6 18" 9-23-25 Well graded sand, medium to coarse (SW) gray, wet, dense 30 REV 11,82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B5 SHEET 2 OF 2 . a SOIL BORING LOG Oakesdale Avenue PROJECT LOCATION Aplpx- Sfa- 13+80 A"x- Offset �9'R ELEVATION 24'37' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 19' 28 Jun 87 START 0110 28 June 8�INISH 0600 28 Jun 8Z000Ee GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST C w - ¢ RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING. =3 UU j c W W PARTICLE SIZE DISTRIBUTION. COLOR. JO DRILLING RATE. > O LL ¢ W m C 6--6'-6" MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS. W a Q W a U IN1 OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND LU w O m U) Z Z Q MINERALOGY.USCS GROUP SYMBOL m INSTRUMENTATION 32.5 S7 8" 15-50/5" Well Graded sand, medium to fine (SW) (100+) Gray, wet, very dense 35 S8 16" 21-47-42 Well Graded sand with gravel (SW) (89) 20% 3/4" gravel, medium to fine sand Gray, wet, dense 40 S9 4" 27-50/5" Well graded sand with gravel (SW) . (100+) 40% 1" gravel 60% medium to fine sand Gray, wet, very dense 45 .A:: S10 4" 50/5" Well graded sand with gravel (SW) (100+) 40% 1/2" gravel 60% medium to fine sand Gray, wet, very dense .•�j: 50 ' : ' S11 50-50/1" Well graded sand with gravel (SW) � OH 53 (100+) 15% 1/2" gravel 85% medium to coarse sand, gray, wet, dense 55 REV 11 82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 B6 SHEET 1 Cr 1 . z SOIL BORING LOG LOCATION PROJECT Oakesdale Avenue Appx. Sta. 10+76 Appx. Offset 10'R ELEVATION 14.5' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 10' 1 Jul 87 START 12:30 1Ju1 87 FINISH 13:30 1 Jul 87 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O U, < O ¢ RESULTS NAME, GRADATION OR PLASTICITY. U DEPTH OF CASING =3 UU j <W Uj PARTICLE SIZE DISTRIBUTION. COLOR, OJ DRILLING RATE. > O< cc w m O 6'-6"-6' MOISTURE CONTENT,RELATIVE DENSITY cc FLUID LOSS w a -j¢ a U !N1 OR CONSISTENCY, SOIL STRUCTURE. U TESTS AND H w O In w Z r} Z 2 MINERALOGY USCS GROUP SYMBOL y INSTRUMENTATION 2.5 S1 10" 2-1-2 Silty sand (SM) ' ML (3) 30% low plast silt 70% fine sand Mottled tan and gray, wet, very loose 5 .1 i S2 10" 5-11-17 Upper 6" same as above (SM) (34) Lower: Well graded sand with silt (SW) 10% silt, sand medium to coarse Gray and tan, wet, dense 10 S3 16" 9-11-13 Well graded sand with gravel (SW) (24) 20% 1" gravel, sand medium to coarse Gray, wet, medium dense 15 •'j� S4 14" 6-14-17 Layers of well graded sand medium to Y (31) fine and well graded sand, medium to coarse, 10% gravel (SW) Gray, wet, dense 20 S5 20 23 50/5 Well graded sand (SW) .,.,.. Same as above Harder at 23.7 BOH 23.9 • SW 25 30 REV 11,82 FORM D1566 - PROJECT NUMBER BORING NUMBER S21810.J1 B7 z SHEET 1 Cr7 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta 11+80 Appx. Offset 21'L ELEVATION 15.1' g 9 Krin Drilling Co., Inc. DRILLING CONTRACTOR DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 7' 1 JUL 87 START 0930 1 JUL 87 FINISH1100 1 JUL 87 LOGGER CF'h SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z O W RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. .-+ O � U a w > PARTICLE SIZE DISTRIBUTION. COLOR. JO DRILLING RATE. > ►_-O LL ¢ W m O 6 6 -6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS J W W cc F' T� w (N) OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND w G m to K f Z ¢ MINERALOGY.USCS GROUP SYMBOL y INSTRUMENTATION . Concrete rubble at 6" 3�moved hole S1 14" 4-3-5 Silty sand (SM) (8) 25% silt 75% fine sand ML Mottled tan/gray, moist, very loose 5 'p S2 12" 4-26-34 La yers silty sand, (SM) (60) Fine and well graded sand, (SW) Coarse to medium Tan, wet, very dense 10 S3 12" 7-13-11 Well graded sand, medium to (SW) (24) Coarse, Gray, Wet, Medium dense Tan top 3" 10% 3/4-Gravel 15 S4 12" 14-18-21 Well graded sand, medium to coarse (SW) (39) 10% gravel Gray, wet, dense 20 S5 12" 15-21-34 (55) .. : BOH 24.0 25 30 REV 11v82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 BE SHEET 1 c 1 � = O SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 12+55 Appx. Offset 3'R ELEVATION 12.5' g g Krin Drilling Co., Inc. DRILLING CONTRACTOR DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 9' 1 JUL 87 START 1345 1 JUL 87 FINISH 1530 1 JUL 87 LOGGER GiA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING O u, - O Cl RESULTS _ =3 a a Cl > PARTICLE SIZE DISTRIBUTION, COLOR. DRILLING RATE. > 1-O ¢ w m O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS w a-i M a O IN) OR CONSISTENCY, SOIL STRUCTURE. 2 O TESTS AND w O m(n Z Z ¢ MINERALOGY,USCS GROUP SYMBOL H JO INSTRUMENTATION 2.5 S1 8" 4-2-2 Silty sand (SM) (4) 20-25% Silt, fine sand Mottled tan and gray, moist, very loose 5 S2 12" 9-10-10 Well Graded sand with silt (SW) (20) 10% Silt, 10% 1" gravel, medium to coarse sand, Tan top, Gray bottom, top siltier Wet, Medium dense 10 •f S3 12" 10-50/6" Well graded sand (SW) ounce (100) Medium to coarse 415 cat fin J Gray, wet, very dense side ater 1430 S4 101, 9-59 6 Well graded sand (SW) light color change at 18 (100) Medium to coarse some small red grains Gray, wet, very dense ;SP 20 S5 0-25-50 5" Lost sample (75+) (Well graded sand?) 23.9 very dense 25 REV 11,'82 FORM D1566 PROJECT NUMBER BORING NUMBER - S21810.J1 B9 SHEET 1 OF 1 I � ? SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 13+34 Appx. Offset 29'L ELEVATION 10.0' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 7' 1 JUL 87 1600 1 JUL 87 1655 1 JUL 87 GWA WATER LEVEL AND DATE START FINISH LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION z TEST O w a: RESULTS V DEPTH OF CASING NAME. GRADATION OR PLASTICITY, - U '� Z w w PARTICLE SIZE DISTRIBUTION,COLOR, DRILLING RATE a m > 6"-6'-6' MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS w a ¢ W a (N) OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w 0.0 Z Uj MINERALOGY,USCS GROUP SYMBOL t}A 0 INSTRUMENTATION 2.5 S1 12" 2-2-3 Top 6" Silty Sand (SM) 7 (5) Brown Bottom 6" Well graded sand (SW) Medium to fine, tan, very loose Gravel at 4 5 '— S2 12" 1-4-20 Well graded sand (SW) Sp (24) Medium to fine gray, medium dense 10 S3 10" 14-50/3" Well graded sand, fine to coarse (SW) Gray, very dense 1/4" silt layer at 13 15 S4 12" 8-11-50/5" Well graded sand with silt (SW) ; SW-SM (61+) 10% low plast silt, sand fine to coarse Gray, Wet, Very Dense 20 S5 16-17-24 Well Graded Sand, fine to coarse (SW) Gray, Wet, Dense • •• 24.0 25 I 30 REV 11%82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B10 SHEET 1 OF 1 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 13+10 Appx. Offset 28'R ELEVATION 10.9' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 6' 2 JUL 87 START 0620 2 JUL 87 FINISH 0745 2 JUL 87 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O uw O ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING F U < W w PARTICLE SIZE DISTRIBUTION,COLOR, DRILLING RATE. < F O 4 ¢ <m >O 6"-6'-6' MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS w a ¢ w a U (N) OR CONSISTENCY. SOIL STRUCTURE. O TESTS AND Uj w p m ai Z rr- Z ¢ MINERALOGY.USCS GROUP SYMBOL H INSTRUMENTATION 2.5 S1 16" 5-4-5 Silty sand, mottled tan and gray (SM) (9) 20-25% silt, fine sand Coarse sand Moist, loose .•� at tip S2 18" 6-10-19 Well graded sand, fine to coarse (SW) (29) Gray, Wet, medium dense ;SP-SM 10 S3 18" 8-50/5" Well graded sand, medium to coarse (SW) 'SP Gray, wet, very dense ;;sampler locked into .::.*.-...,Auger 'N' High 15 S4 16" 6-8-50 Well graded sand, medium to coarse (SW) (58) Gray, wet, dense Occasional pods of silt 20 S5 16" 10-10-8 Top 10" (SW) (18) Well graded sand, same as above Bottom 6" (SW-SM) Well graded sand with silt 10% silt, medium to fine sand 25 Gray, wet, medium dense Occasional wood in bottom 6" 30 RFV 11/R9 FnGA.! ,�'��_ - PROJECT NUMBER BORING NUMBER - S21810.J1 Bll SHEET 1 OF 1 r s SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 17+11 Appx. Offset 24'P ELEVATION 15+ DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 9' 2 JUL 87 START 0845 2 JUL 87 FINISH 0945 2 JUL 87 LOGGER Gh"' SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O yI O a: RESULTS NAME. GRADATION OR PLASTICITY., _U DEPTH OF CASING I U < Z 2 w PARTICLE SIZE DISTRIBUTION. COLOR. DRILLING RATE. 0 a ¢ w m >O 6"-6"-6 MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a ¢ a U INI OR CONSISTENCY. SOIL STRUCTURE. c7 TESTS AND w p m ai Z ~Z 2 MINERALOGY,USCS GROUP SYMBOL N INSTRUMENTATION L• 2.5 �� non-engineered fill with concrete rubble must be - ) ? 12" minus but some up to 3' x 4' x 6" with G` reiniforcing steel 2" 5 �r�� minus, gravel in cutting 11 also af S1 18 3-3-4 Silty sand, (SM) • ; CL (9) 20% silt, 80% fine sand j Mottled gray, tan Moist, Loose 10 J� 7 S2 18" 2-4-5 Top 12", same as above (SM) CL (9) Bottom 6", Well graded sand (SW) Fine to coarse Gray, wet, loose 15 S3 12" 13-11-15 Well graded sand (SW) (26) Fine to coarse Gray, wet, medium dense 20 S4 14" 32-50/3" Well graded sand, same as above (SW) Except, probably dense ; HV-N :,50 :•SP-SM 25 S5 14 15-14-50 Well graded sand, fine to coarse (SW) (64) Gray, wet, dense HV-N �30 •_ SP-SM 30 REV 11.82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 B12 1 SHEET OF 1 . 7 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 15+94 appx. Offset 29'R ELEVATION 19.3 DRILLING CONTRACTOR string Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 12' 2 JUL 87 START 1000 2 JUL 87 FINISH 1050 2 JUL 87 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z O ¢ RESULTS NAME, GRADATION OR PLASTICITY. U DEPTH OF CASING. w � O =3 U > Q¢ j PARTICLE SIZE DISTRIBUTION, COLOR. DRILLING RATE. > r-O< a: w�LLJ O 6 _8 -6 MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS + a-+¢ LU a U (N1 OR CONSISTENCY SOIL STRUCTURE. C7 TESTS AND Uj r w m h Z Z Cr MINERALOGY,USCS GROUP SYMBOL of INSTRUMENTATION Random fill (GM Silty gravel 2.5 Sl 16" 3-3-3 Silty Sand, (SM) �4iti.r� 40% silt, 60% fine sand, some wood Brown, dry, loose Silt is organic '/,;�� 5 � 3-4-5 Silty sand, (SM) 'r � (9) 20% silt, medium to fine sand Tan, dry, loose 10 Top 2" same as above unit, siltier :I Well graded sand with silt (SW-SM) SP-SM (9) 10% silt, medium to fine sand Mottled tan and gray, moist, loose 15 S4 16" 9-10-12 Well graded sand with silt (SW-SM) (22) 10-12% silt, medium to coarse sand Layered gray and tan, wet, medium dense 20 S5 16" 8-7-8 Well graded sand (SW) <I1) Layers (3" - 4") medium to fine and Medium to coarse Wet, medium dense 25 30 REV 11.'82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B13 � = SHEET 1 OF l SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 15+92 Appx. Offset 30'L ELEVATION 15.0' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 11' 2 JUL 87 START 1145 2 JUL 87 FINISH 1230 2 JUL 87 LOGGER GWA SAMPLE STANDARD PENETRATION SOIL DESCRIPTION COMMENTS Z TEST O w O ¢ RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING U a Z w PARTICLE SIZE DISTRIBUTION,COLOR. DRILLING RATE. w > B O LL ¢ w m 0 6"-6"-6" Om DRILLING FLUID LOSS MOISTURE CONTENT,RELATIVE DENSITY c J W W y w f N1 OR CONSISTENCY. SOIL STRUCTURE. N O TESTS AND w p m of Z f Z ¢ MINERALOGY,USCS GROUP SYMBOL H INSTRUMENTATION Gravelly silt (ML) 2 S1 12 3-3-5 Silty sand (SM) (8) 25% Silt, fine to medium sand Tan, Dry, Loose ' 5 t I . S2 12" 3-4-11 Well graded sand (SW) SP (15) Medium to coarse 14 Tan, Moist, Medium Dense 10 S3 14" 10-15-3 Well Graded Sand (SW) Layers of medium to coarse and medium to fine Tan and gray, wet, dense 15 S4 16 6-13-13 Well graded sand (SW) Heave Fine to coarse NSp-SM Gray, Wet, medium dense 20 S5 8" 26-50/2" Well graded sand (SW) medium to fine Gray, Wet, Dense 25 30 REV 11;'82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 B14 ♦ a SHEET SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 15+32 Appx. Offset ELEVATION 13.3' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 10' 2 JUL 87 START 1245 2 JUL 87 FINISH 1345 2 JUL 87 GWA LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w - Q RESULTS NAME GRADATION OR PLASTICITY, _U DEPTH OF CASING. � 0 U C Z¢ w PARTICLE SIZE DISTRIBUTION, COLOR -j DRILLING RATE. LL ¢ w m >O 6 6' 6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS Uj U w w X y: w (N) OR CONSISTENCY. SOIL STRUCTURE. C7 TESTS AND w O m w ? Z ¢ MINERALOGY USCS GROUP SYMBOL N INSTRUMENTATION i 2.5 S1 10" 3-4-4 Silty Sand (SM) (8) 20% Low plast silt, medium to fine sand Mottled tan and Brown, Moist, Loose 5 72 12" 4-5-9 Well graded sand with silt (SW-SM) • Sp-SM (14) 10% medium to fine Tan, Moist, Medium Dense 10 Some wood sticks ��� S3 16" 3-30-50/3" Well graded sand (SW) Heave - 'N' High Fine to coarse Gray, wet, dense 15 S4 16" 9-17-23 Well graded sand (SW) Sp (40) Medium to fine Gray 20 S5 9-50-50/2 Well graded sand with silt (SW-SM) •i ML 10% Silt, medium to fine sand at 1" ;�; intervals, 3/16" layers of organic silt •- •• Gray, Wet, Dense 25 30 REV 11,62 FORM D1566 - PROJECT NUMBER BORING NUMBER - S21810.J1 PB1 SHEET 1 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 12' N/0 7.5 W/O Pier 3 ELEVATION N 15 DRILLING CONTRACTOR Kring Drilling Co-, Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 15'-17' 5/26/87 START 12:30 p.m. FINISH LOGGER ` .B• Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS ENETRATION Z > TEST NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING. O W O ¢ RESULTS DRILLING RATE. a Z¢ w PARTICLE SIZE DISTRIBUTION COLOR, O a x 3< > <m > 6'-6'-6" MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS. > n ¢ w a M (N) OR CONSISTENCY, SOIL STRUCTURE. �o TESTS AND W W ~ > w MINERALOGY,USCS GROUP SYMBOL t�i� INSTRUMENTATION W O m N ? Z Gravel, 6" minus slope protection S-1 2" - -9 Silt, brown, slightly moist,loos (16) with 20%-40% fine sand, low plas . soft to stiff. (ML) 5 Road grade o Easy drilling S-2 18" 8-8-6 Sand with silt, fine, poorly (14) graded sand with 5-10% no plast. silt, slightly moist, dark brown 10 loose to medium dense. (SP-S S-3 18 7- 0-14 Sand, fine-grained, poorly grade o S-3= a little sand with less than 5% no plast. coarser (medium (24) silt, wet, black with zones of sand) in tip of siltier material (�.20% no plast sampler. Thin 15 silt) .loose to low medium dense. laminations of re (SP) dish in middle. o Water at 15 to 17.5' S-4 18" 6-26-29 Sand (as above) fine to medium o'Stiffer'drilling (55) grained, poorly graded, wet, o Cautioned driller black medium dense, (Sp) }" thicR for heave. 20 brown silt loose in sample. ( o Adding water to hole while pull- ing samples from S-4, on. Sand (as above) , fine to medium (30) poorly graded sand, less than 5% no plast silt, wet, black, o Brown silt verti- loose to medium dense. (SP) cal layer in uppe 25 2" of sample, slough? Upper 8" sand (as above) S-6 14" 4-30-46 Lower 6" gravelly sand, fine to (76 medium poorly graded sand with 5-10$ no plast. silt, 30$-40$ o Till?�at8' roadSd gravel up to(j"Lg�JY 30 S REV 11/82 FORM D15B6 PROJECT NUMBER BORING NUMBER S21810.Jl PB1 SHEET 2 QF 3 a� SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION _ 12' N/0 7.5' W/O Pier 3 ELEVATION /u 15 DRILLING CONTRACTOR Kring nri 1 1 i ng Co- Tn - DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 Nordwell Trac WATER LEVEL AND DATE 1 5'-1 7' �j f?F f fs7 START 12:30 p.m. FINISH LOGGER J.G. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST a: RESULTS NAME. GRADATION OR PLASTICITY, _U DEPTH OF CASING. U j z w w PARTICLE SIZE DISTRIBUTION. COLOR, -' DRILLING RATE. < s 3 LL Cr m 6"-6"-6" MOISTURECONTENT,RELATIVEDENSITY O Uj m DRILLING FLUID LOSS. + W � "' Y (NI OR CONSISTENCY. SOIL STRUCTURE. TESTS AND w O m rn Z f-Z ¢ MINERALOGY,USCS GROUP SYMBOL r'n INSTRUMENTATION 30 Sand, fine to medium grained In tip: gravelly sand i S-7 18" 6-36-37 poorly graded, with OCC, gravel with silt (till?) as 73 wet, dense, black. (SP) above. 35 S-8 11" 17-36-50 Sand (as above) , fine to medium 5" grained, poorly graded, with layers of silty sand (gray) wet, Down from 2:30 - 3:4 40 dense black. (SP) with leaking Box. o Had heaven,-5' stic S-9 3" 50/4" In tip - sand with silt, fine to up too much. Added medium, poorly graded sand with water and spun 5-10% no plast. silt, occ.small augers. 45 gravels, gray, wet, dense, (SM) 0 Heave in sample S-9. S10 18" 19-50/4" Sand, fine to medium, poorly 0 Heave in sample graded sand, black, wet, dense. S-10 filled spoon Start 11:30 5/29/87 (SP) & suspected to give erroneous blow -11 18" 16-30-25 Upper 12" sand as above. counts. (55) ower 4" silty sand with occasion 1 -Stop for day- ravel, fine to medium poorly 50 o Will mud here to graded sand with 20-25% low plast, minimize heave. silt, occasional small gravel, ray, wet, dense. (SM) o Gravels from 48' to 54' Upper 7": Sand, fine to medium -12 11" 30-50/6" grained poorly graded, with less 55 than 5% no plast. , gray, wet, dense. (SP) o Sampler tip packed Lower 4": Sandy gravel with silt, tight. well graded gravel to 1" in well graded sand matrix with 15-25% lcyq plast. silt, gray,wet,dense. (GW-G ) S-13 10" 29-38-45 Sandy gravel as above. (GW- ) 60 (83 RE', 11 82 FORM D1566 PROJECT NUMBER BORING NUMBER S21810.J1 PB1 SHEET 3 OF 3 -� SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 12' N/0 7.5' W/O Pier 3 ELEVATION � 15 DRILLING CONTRACTOR Kring Drilling Co. , Inc. DRILLING METHOD AND EOUIPMENT 3 3/4" H.S. Auger Mobile B61 Nordwell Trac WATER LEVEL AND DATE 1 5'-1 7 5/26/87 START 12:30 P.m. FINISH LOGGER J.G. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w ¢ RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING. U j <W > PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE. < F O LL ¢ w m O 6" 6" 6" MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS, w a�¢_ a U (N) OR CONSISTENCY. SOIL STRUCTURE. 2 c7 TESTS AND w O min ? Z ¢ MINERALOGY.USCS GROUP SYMBOL t}n INSTRUMENTATION 60 Sandy gravel, well graded gravels, Gravelly at 62'-64' rounded to 1" maximum in well graded sand, 10-20% no plast. silt gray, wet, dense. (GW-GM) S-14 10.5' 29-47-45 Sandy gravel, well graded gravels 65 (92)rounded to 1", in fine to medium sand matrix with 15-25% no plast. silt, gray, wet, very dense ZGW-GM Gravelly from 64' to 69' Top 4" sand, fine to medium grain.: S-15 10 25-49-40 ed, poorly graded sand, gray, wet 70 dense (SP) grading to = Bottom 6": Sandy gravel, well graded gravel in well graded sand matrix, subrounded gravels to 1", gray, wet, with 15-25% no plast. silt, dense. (GW-GM) 75 S-16 8" 35-50 5} Sandy gravel, well graded gravel in well graded sand matrix, with EOB 10-20% no plast. silt, gray, wet, dense. (45%G, 40% S, 15 W (GW-GM) Observation well installed to 30' 80 85 RE', tt 82 FORM Di5F PROJECT NUMBER BORING NUMBER - S21810.J1 PB2 SHEE- 1 CF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 11' E/0 8' S/0 West Central Pier S/Bridc. ELEVATION ~ 16 DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE START FINISH LOGGER JAD SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST NAME GRADATION OR PLASTICITY, V DEPTH OF CASING. W O ¢ RESULTS p r U a Z a: w PARTICLE SIZE DISTRIBUTION,COLOR. DRILLING RATE. Z 3 a > < > 6"6'-6' MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS w a o c a L) IN1 OR CONSISTENCY SOIL STRUCTURE, �o TESTS AND w O In in ? r}Z Lu ¢ MINERALOGY.USCS GROUP SYMBOL to INSTRUMENTATION Zones of cleaner sand Silty sand, fine grained poorly graded and silt at—1" thick. sand with 40-50% low plant. silt, zones (8)S-1 ]8" 3 of silt also present, brown with rust 8) mottle, loose, (SM) 5 Brown silty sand at _ Sand, fine grained, poorly graded with top of sample S-2 11" 2-3-6 trace of silt, wet, gray/black, loose, Road Grade (9) (SP) 10 Water table at 12' Sand, (as above), fine-grained poorly 1/4" thick wood layer 6-9 S-3 12" 3- graded with layers of organics at at 12.5' 6-9 1/8"-thick, gray/black, wet, loose to medium deuse, (SP) 15 Sand, (as above), fined-grained poorly " 5-16-25 graded with— 5% no plast. silt and S-4 18 (16- occasional gravel , gray, wet, medium deuse to deuse, (SP-SM) 20 Gravels at 21' Sand, fine to medium grained with S-5 4" 15-6-50/3" occasional gravel pieces,—5% no plast silt, gray, wet, deuse, (SP-SM) N 5' heave. Filling augers with water and 25 spinning. Reduced to 5" heave. Getting densor beyond 24' . Sandy gravel , well graded gravel with S-6 12" 27-50/6" coarse sand to medium sand, 5-10% no Added mud to minimize plast-silt, gray, wet, dense, (GM-GW) heave. Had 5" in S-6 30 spun it out. REV I1,82 FORM D158E PROJECT NUMBER BORING NUMBER � 521810.J1 P62 SHEE- 2 C= 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 11' E/O 8' S/O West Central Pier S/BricgE ELEVATION /N 16 DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EOUIPMENT 3 'tad" H.S. Auoer Mobile B61 WATER LEVEL AND DATE 12 5-29-67 START FINISH LOGGER JAD SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w R NAME. GRADATION OR PLASTICITY, _U DEPTH OF CASING. O Z a: a: ESULTSw PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE > X O ` w O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. LL w a ¢ w' CL U (Ni OR CONSISTENCY. SOIL STRUCTURE, TESTS AND J "i I" : ~ w MINERALOGY.USCS GROUP SYMBOL ' I Sandy gravel , well graded gravel in well 5-7 12" 42-50/3" graded sand matrix, with 5-10% no plast S-7 Gravels to 1" silt, gray, wet , very deuse, (GM-GW) max, subrounded Still in gravel at Gravelly sand, well graded sand with 34-37.5 well graded gravel to 1" (subrounded) S-8 14" 43-32-29 with 10-15% low plast. silt, 1" thick 15" heave in S-8 (61) sandy silt layer with 1/8" thick organic, lense noted at 38.5' , gray, wet, very Added mud and dropped deuse. (SW-SM) it out of auger before sampling. Upper 4" = Gravelley sand (as above) (SW-SM) Lower 9": Silty sand, fine to medium Organic layer black, S-9 13" 12-40-50/5 grained poorly graded sand with 20-25% 5 sandy, organic layer no plast. silt, gray, wet, deuse, (SM) noted at 43.3' . occasional small gravel 4% Sand, poorly graded fine to medium sand with occasional small gravels, S-10 14" 50/5" 5% no plast. silt, wet, gray, deuce, (SP-SM) Gravels at 50' Sc 5' of heave at sample Gravel with some sand, poorly graded S-11. Spun augers with S-11 7" 50/3" gravels to 1", in well graded sand filled mud got rid of matrix, 60-80% gravel , 20-40% sand, 5% heave. silt, gray, wet, deuse (GP-GM) Large gravels may 5� influence N-value I I Top 7" sand, poorly graded fine to medium sand, gray, wet, deuse, (SP) Gravelly tip 5-12 11" 22-50/3 Bottom 4" gravelly sand, poorly graded medium sand with well graded rounded gravels, to i size, gray, wet, deuse "A little" gravelly t,c (SP) through 59'-62' . �,_aE PROJECT NUMBER BORING NUMBER S21810A1 PB2 SH=_ 3 C: 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 11' E/O 8' S/0 West Central Pier S/Bridges ELEVATION N 16 DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EOUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 12 5-29-87 START FINISH LOGGER JAD SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST C yj O ¢ RESULTS NAME. GRADATION OR PLASTICITY, _U DEPTH OF CASING. U < Z w w PARTICLE SIZE DISTRIBUTION. COLOR, DRILLING RATE j ►_- O w ¢ w O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY Om DRILLING FLUIC LOSS w n w¢ L a z U 1Nt OR CONSISTENCY SOIL STRUCTURE, c7 TESTS AND w O m H Z Z ¢ MINERALOGY,USCS GROUP SYMBOL vi INSTRUMENTATION b0 Top 5": Sand, poorly graded fine to S-13A sampled SP S-13A 12" 44-50/2 1/2 medium grained sand with interbedded wood and organic lenses 1/2" thick, S-13B gray, wet deuce, (SP) Bottom 7" sandy gravel , well graded gravel to 3/4" in well graded sand matrix, 51A no plast.silt, 70% gravel , 25-30% sand, gray, wet, deuse, (GM-GM) Top 3" subrounded gravel , well graded 5-14 7" 50/5 1/2" to 1 1/2" diameter Bottom 3+" same as above but with more Gravels from 67'-72' sand, with 5-15% low plasticity silt, 7c gray, wet, deuse, (GW-GM) S-15 4" 50/3" Sandy gravel , well graded gravel in yell graded sand matrix 4 5% no plast. silt, gray, wet, deuse (GW) EOB Observation well at 20' . I r go FEv 11 62 FOR;V C155, - PROJECT NUMBER BORING NUMBER - S21610.J1 pB 3 SHEET 1 Or7 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 8' N/0 22' W/O West Central Pier ELEVATION 1-1- 16 DRILLING CONTRACTOR Xring Drilling Co., Inc. N Bridge DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER.LEVEL AND DATE START 8:45 a.m. FINISH LOGGER J.G. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z } TEST U DEPTH OF CASING. O w - O a: RESULTS NAME. GRADATION OR PLASTICITY, U ZZ w L PARTICLE SIZE DISTRIBUTION. COLOR, JO DRILLING RATE. > O LL ¢ L m O 6 _6 MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. L a�¢ a U �N1 OR CONSISTENCY, SOIL STRUCTURE. 00 TESTS AND w O M a Z Z ¢ MINERALOGY.USCS GROUP SYMBOL N J INSTRUMENTATION Upper 12" silt, low plast. silt with 20-30% fine sand, brown, moist, stiff, slightly organics (ML) S-1 18" 5-8-7 Lower 6" silty sand, fine to (15) medium, poorly graded sand with . S-1 sampled (SM) 5 20-25% no plast. silt, brown, moist, loose to medium dense. (SM Road grade S-2 10" 3-4-26 Sand, with silt, fine grained (30) poorly graded sand with 10-20% 10 ,no plast.silt, brown, moist, medium dense. (SP-SM) S-3 15" 4-11-15 Sand, fine grained, poorly (26) graded sand with less than 5% 15 no plast. silt, dark gray, wet, medium dense, (SP S-4 18" 3-8-22 Sand, as above, fine grained, poorly graded, trace silt, dark (30) gray, wet, medium dense, (SP) 20 S-5 10-14-24 Sand, as above, fine grained, (38) grading to fine to medium at tip, poorly graded, dark gray, 25 wet, medium dense. (S REV 11,82 FORM D1586 PROJECT NUMBER BORING NUMBER 1810 11 7 PB 3 SHE-=72 of 3 e� SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 8' N/0 22' W/O West Central Pier 16 N/Bridge ELEVATION v K DRILLING CONTRACTOR rinq Drilling C'n_� 7n�. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 12' 5/30/87 START FINISH LOGGER J.G. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w C Y RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING, U < Z W w PARTICLE SIZE DISTRIBUTION. COLOR, JO DRILLING RATE. < =3 < > <m > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. LL w ~a OJ¢ Uj a L) (N) OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND w O Uj m u=i Z F}Z ¢W MINERALOGY,USCS GROUP SYMBOL H INSTRUMENTATION 25 Material change at 25' Gravelly sand, fine to medium, poorly graded sand with 30% sub= o 2' heave in hole S-6 18 4-43-50 rounded gravels, dark gray, wet, Added mud & dropped dense, 5% no plast. silt (SP-SM) it out of augers pri 30 to sampling. Wood fragments in sample S-6. Upper 7": Sand, fine to medium poorly graded sAnd, dark gray, o Had 3' heave in S-7 10" 26-52/5}' with occasional small gravels, S-7. Spun it out, wet, dense. (SP) sample lived up OK. 35 Lower 3" sandy gravel, well graded gravel in well graded sand matrix, with 5-10% no plast silt, gray, wet, dense. (GW-GM Gravelly sand with silt, well o Had 6' heave in S- S-8 8" 16-50/6" graded gravels in predominantly Dropped it out. fine to medium poorly graded , Sample OK. 40 sand matrix with 20-25% no plast-, silt, gray, wet, dense. (SW-SM) I 30%G, 50-60% S S-9 13" 12-26-34 Sand with silt, fine to medium o No heave. (60) grained poorly graded sand with 10-20% no plast. silt, occasions 45 course sand and small gravel, dark gray, wet, dense (SP-SM) to (SM) S-10 10" 16-50 6" Sandy gravel with silt, well graded gravel to 3/4", subround- ___ ed, in fine to medium sand matri 50 with 15-30% low plast. silt, shell fragments noted, gray, wet dense. (GM) FED tt 82 FORNI Dt586 PROJECT NUMBER BORING NUMBER S21810.J1 PB 3 SHEET3 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 8' N/0 22' W/O West Central Pier 16 Kring Drilling CO. , Inc. N Br> ge ELEVATION -^' DRILLING CONTRACTOR DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 12' 5/30/87 START FINISH LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION p yj J O >- RESULTS TEST NAME. GRADATION OR PLASTICITY, J DEPTH OF CASING, U < Z c w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE, < Z 3 < > < > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a OJ c W a INt OR CONSISTENCY. SOIL STRUCTURE. )-o TESTS AND w Uj O m v=i Z F Z Q MINERALOGY,USCS GROUP SYMBOL v}i INSTRUMENTATION 50 Top 3"= Sand, fine to medium grained poorly graded with less than 5% no plast. silt, gray, wet dense. (SP) 5-11 11" 10-36-50 Bottom 8"= Sandy gravel with silt 5" 60% well graded gravel to 1"+, 55 well graded sand, 15-25% no plast silt, gray, wet, dense. (GM) Sandy gravel, well graded gravel 0 1' heave in S-12. 5-12 8 26-50/5 to 1"+, well graded sand at 30- Picked augers to 40%, no plast. silt to 10-15%, let it slide out. 60 gray, wet, dense. (GW-GM Sample OK. o Gravel in tip, S-1 Top 3" Sand, poorly graded, fine o Gravels in tip, S-13 91" 16-50/4" to medium sand, trace silt, gray, S-12. wet, dense. Bottom 61": Gravelly sand, fine 65 to coarse, well graded sand with 25-35% well graded gravels (sub- rounded to 1") trace to 5% no . plast.silt, gray, wet, deM--sM) 5-14 8" 12-50 5" Sandy gravel with silt, well graded gravel to 3/4" in well 70 graded sand matrix with 10-20% no plast. silt, gray, wet, dense. (GW-GM to GM) 5-15 10" 28-50/4" Sand, fine to medium grained (in layers) poorly graded sand with trace silt, gray, wet, dense, 75 (SP) grading to gravelly sand (SW) in tip. REV tt 62 FORM D1566 - PROJECT NUMBER BORING NUMBER S21810.J1 PB4 SHEET 1 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 15' N/0 Fence corner, 40' S/0 pile ELEVATION -� 12 DRILLING CONTRACTOR Kring Drilling Co., Inc. line (Far EaL DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 ridge WATER LEVEL AND DATE 1' 6/3/87 START 8:15 a.m. FINISH 9:30 a.m. J. Dehner LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w O ¢ RESULTS NAME GRADATION OR PLASTICITY. _V DEPTH OF CASING U Q 2 ¢ w PARTICLE SIZE DISTRIBUTION. COLOR. DRILLING RATE, > O ¢ w m 6"-6'-6' MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. u' o J¢ a U INI OR CONSISTENCY, SOIL STRUCTURE, O TESTS AND w O m v= Z H Z ¢ MINERALOGY.USCS GROUP SYMBOL a INSTRUMENTATION Upper 2": Sand, poorly graded 7 fine to medium sand with 5-10% T no plast. silt, gray/black, wet, S-1 18" 6-10-11 medium dense. (SP-SM) 21 Lower 16' : Sand with silt, well graded sand with 5-10% no plast. 5 silt, occasional small gravels, Road Grade brown with rust mottle, wet, medium dense. (SW-SM Upper 6": Sand, well graded with S-2 sampled (SP-SM) S-2 12" 3-3-20 occasional small gravels,r 5% Sample coarser in no plast. silt, gray, wet, loose tip of S-2. to low-medium dense. (SW-SM) 10 Lower 6": Sand, poorly graded fine sand with 5%-10% no plast. silt, gray, wet, dense. (SP-SM) S-3 4-25-24 Interlayered: Sand, fine grained (49) poorly graded with trace no plast. silt, gray, wet, dense 10" heave in S-3 15 (SP) with sand fine to medium grained, poorly graded with S-3 mixed SP layers. small gravels, trace no plast. silt, gray, wet, dense (SP) Two _ 1" thick woodchip layers noted in top ( tip of sample. S-4 10" 7-16-21 Gravelly sand, well graded sand (37) with well graded small to mediuff 20 gravels, subrounded to }", gray, wet, dense (SW) with 3-5% no plast silt to (SW-SM) S-5 9" 9-13-43 Sandy gravel, well graded sub- Layer of woodchips & (56) rounded gravels to 1"+ in well silt noted in mid 25 graded sand matrix 65%G, 30$/S, sample. silt at 5-15%, gray, wet, dens . (GW-GM) RED' 11 E? FORM D158� PROJECT NUMBER BORING NUMBER ® S21810.J1 PB4 SHEET2 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 15' 0 Fence corner, 4n' S/0 pile ELEVATION ' 12 DRILLING CONTRACTOR Kring Drilling Co. , Inc. line (Far East) S/bridge DRILLING METHOD AND EQUIPMENT-3;fd" T-T nqpr Mnhi l o P61 - WATER LEVEL AND DATE 1" 6/3/87 START 9:30 a.m. FINISH 10:50 a.m. LOGGER J. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION z TEST O w O ¢ RESULTS NAME, GRADATION OR PLASTICITY, J DEPTH OF CASING, U < Z Cr a: SIZE DISTRIBUTION, COLOR, DRILLING RATE. < 2 3 a U. ¢ < w> 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a OJ Q � a O0 (Ni OR CONSISTENCY. SOIL STRUCTURE. TESTS AND w a mm N Z Z ¢ MINERALOGY,USCS GROUP SYMBOL h INSTRUMENTATION 25 I Sandy gravel with silt, well l' heave in S-7, spun graded gravels subrounded to 3/4" it out, sample OK. S-6 12" 39-50/6" in well graded sand matrix, with p 10-15% no plast. silt, wet, gray, dense. (GW-GM) 30 S-7 4" 50/4" Sandy gravel (as above) , well S-7 fairly mud graded gravels, subrounded to 1", dontaminated. well graded sand leaning toward medium sized, 5-10% no plast. 35 silt, gray, wet, dense. (GW-GM) Sand, fine to medium (predomin- S-8 11" 33-50/5" antly) poorly graded sand with trace no plast. silt, gray, wet, dense. (SP) 40 S-9 6" 50/6" Silty sand with gravel, fine to 15" heave - spun out medium grained poorly graded in S-9. Sample OK. sand, with 15-25% low plast. silt , 10-20% small subrounded gravels, 45 gray, wet, very dense. (SM) Gravels at 46 S-1 0" 41-50/5" No recovery. Suspect gravels (GW) as below. Slight heave noted, spun out. Sample OK. 50 i RE', 11 52 FORM D1556 - PROJECT NUMBER BORING NUMBER S21810.Jl PB4 SHEET 3 oc 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 15" N/0 Fence corner, 40' S/O pile ELEVATION `^ 12 DRILLING CONTRACTOR Kring Drilling Co. , Inc. line (Far East) DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 6/15ricige. WATER LEVEL AND DATE 1" 6/3/87 START 10:50 FINISH LOGGER J. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w O Q RESULTS NAME, GRADATION OR PLASTICITY. U DEPTH OF CASING. U < Z w w PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE < S 3 a > <m > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a-i LL a:¢ � a UU (NI OR CONSISTENCY, SOIL STRUCTURE, 2 TESTS AND w O Cc Z H Z ¢ MINERALOGY,USCS GROUP SYMBOL N J INSTRUMENTATION 50 Gravel, well graded gravels toupper 2" in 5-11: fin 1", with 20-30% w811 graded to medium sand. (SP) S-11 5" 2-45-51/ sand trace no plast. silt, gra -11 mud contaminate 3" wet, dense. (GW) 55 S-12 7" 19-50/5" Gravel, as above, well graded -12 mud contaminate d. gravels, rounded to 3/4", with - 25-35% well graded sand, gray, wet, dense. (GW) 60 5-13 7" 16-50/51 ' Gravel, well graded fine to +}", rounded to subrounded, gray, wet, dense, (GW) no sand size particles. 65 S-14 7" 14-50 /5" Sandy gravel, well graded, sub.: rounded gravel to 1", well graded sand, trace no plast. EOB silt, gray, wet, dense. (GW) 70 Piezo installed to 20' 75 REV 11r'82 FORM D1566 — PROJECT NUMBER BORING NUMBER S21810.J1 PB 5 SHEET l OF 1 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION -I from 3 tree 53 ' from ELEVATION ti 16 DRILLING CONTRACTOR Kring Drilling Co., Inc. corner of shed DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 On house WA TER LEVEL AND DATE 14.5' 5/30/87 START 5/30/87 FINISH 5/30/87 LOGGER T.Thomas/J.Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Oz TEST W O a: RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. a Z a: w PARTICLE SIZE DISTRIBUTION. COLOR DRILLING RATE. Q Z 3 Q > <m > 6"-6" 6" MOISTURE CONTENT,RELATIVE DENSITY Om DRILLING FLUID LOSS. w0cc a M W a IN) OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND W W: Z y� w MINERALOGY,USCS GROUP SYMBOL ai INSTRUMENTATION W Omrn — rZ Silt, with sand, low to medium S-1 10" 2-4-4 plast silt with 5-10% fine sand, 8 brown, moist, stiff, (ML) Some roots noted in sample. 5 Top 7": Sandy silt, low plast. rS-218" 1-12-21silt with 15-25% fine sand, Road Grade 18" 1-12-33 brown, with rust mottle, moist, ( ) dense, (ML) . 10 Bottom 11" Silt with sand, low plast. silt with 10-15% fine sand, gray with }" thick black organics layer noted at 8.3' , moist to wet, stiff, (ML) S-3 18" 2-5-10 Sand with silt, fine grained (15) poorly graded sand with 10-15% 15 no plast. silt, some thin organics layers noted gray, wet, loose to low-medium dense. (SP-SM) to (SM) Sand, fine grained, poorly (3 S-4 18" 2-7- graded sand with less than 5% 4) no plast. silt, dark gray/black wet, dense. (SP) 20 Heave in S-5 Sand, fine-grained, poorly Added water and spun S-5 15" 6-11-20 graded sand with less than 5% heave out. Sample OK. (31) no plast. silt, dark gray, wet, EOB dense, (SP) 25 REV 11/82 FORM D1586 PROJECT NUMBER BORING NUMBER 521810.J1 pB 6 SHEET 1 OF 1 �■� SOIL BORING LOG -------------- PROJECT Oakesdale Avenue LOCATION 120' N/O SW 16th Street, adjacen ELEVATION 15+- DRILLING CONTRACTOR Kring Drilling Co., Inc. to creek. DRILLING METHOD AND EOUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 13.5' START 5/30/87 FINISH 5/30/87 LOGGER T.Thomas/J. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST U DEPTH OF CASING. NAME. GRADATION OR PLASTICITY. p ILI U < Z W w RESULTS PARTICLE SIZE DISTRIBUTION.COLOR. JO DRILLING RATE, S;< ¢ a > 6''-6'-6- MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS. w a OJ¢ w a L) INI OR CONSISTENCY. SOIL STRUCTURE. O TESTS AND J W W D Z >-Z) w MINERALOGY.USCS GROUP SYMBOL tin INSTRUMENTATION w Omrn - HZ a: Upper 3": Silty sand with roots, fine grained poorly graded sand S-1 18" 4-5-6 with 20-35% low plast. silt and Road (11) occasional small gravel, brown, Grade moist, low-medium dense. (SM) S-1 fill. Lower 15" silty sand as above. 5 fine grained, poorly graded sand with 25-35% low plast. silt, occasional gravels at 5-10%, brown, moist, low-medium dense. (SM) S-2 14" 3-12-21 Sand, poorly graded fine to (33) medium sand, with 3-5% no plast. 10 silt, some occasional wood chips brown, wet, dense, (SP)- (SP-SM) Top 7" sand, as above (SP) to 1-3 -4 -34 (SP-SM) . Bottom 7" gravelly sand with (75) silt, well graded sand, with 15- 30% well graded gravels to 3/4" 15 (subrounded) , with 3-7% no plast- silt, gray, wet, dense, (SW) to (SW-SM) S-4 13" 4-50 3" Sand with gravel, well graded Sample S-4 getting sand with 10-25% gravel to }" coarser toward tip. trace silt, gray, wet, dense. EOB 20 (SW) 25 REV 11/82 FORM D1586 - PROJECT NUMBER 7BONG NUMBER S21810.J1 B 7 SHEET 3 of 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 12 5/30/67 START FINISH LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Oz TEST y� w O ¢ RESULTS NAME, GRADATION OR PLASTICITY, J DEPTH OF CASING, O a z w PARTICLE SIZE DISTRIBUTION COLOR, DRILLING RATE, a O w ¢ w O 6'-6'-6 MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a w¢ a U (N1 OR CONSISTENCY. SOIL STRUCTURE, TESTS AND w Uj O m N z Z ¢ MINERALOGY,USCS GROUP SYMBOL H w INSTRUMENTATION Road grade Upper 4" sandy silt, low plast. S-1 sampled SM silt, with 30-40% fine sand, brown, wet, soft. (ML) S-1 8" 2-4-4 Lower 4": Silty sand, fine grained 8 poorly graded sand with 15-25% no plast. silt, brown, slightly 5 moist, loose. (SM) S-2 18" 2-3-6 (9) Upper 1":Silty sand as above. Lower 17": Sandy silt, low plast 10 silt, with 40-50% fine, poorly graded sand, moist to wet, gray stiff to soft. (ML) S-3 18" 4-5-8 Sandy silt, low plast. silt, with (13) 25-35% very fine, poorly graded _ ML with sand interlayered with clean, Sp interlayers at 2" 15 poorly graded, fine to medium thick & SM inter- sand, , gray, wet, stiff. (ML) layers. S-4 13" 9-13-22 Top 3" Sand, well graded sand with occasional small gravel, less than 5% no plast. silt, gray EOB 20 wet, medium dense. (SW) Lower 10": Sand, poorly graded, fine to medium sand with less than 5% no plast. silt, gray, wet, medium dense. (SP) Piezo installed to 17' 25 REV 11/82 FORM 01586 — PROJECT NUMBER BORING NUMBER - S21810.J1 PB8 SHEET 1 OF 1 1 ; SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION B8-Betwwen 405 & Grady Wy NW/Boring ELEVATION DRILLING CONTRACTOR Yring Drilling Co., Inc. DRILLING METHOD AND EOUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE START 2:40 FINISH LOGGER JAD SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w —+ O ¢ RESULTS NAME. GRADATION OR PLASTICITY, _U DEPTH OF CASING. U <W w PARTICLE SIZE DISTRIBUTION.COLOR. -r DRILLING RATE. j 0 LL ¢ W m 6"-6"-6" MOISTURECONTENT,RELATIVEDENSITY m DRILLING FLUID LOSS. J cc Uj W W cc U' �2 W (N) OR CONSISTENCY. SOIL STRUCTURE. TESTS AND w O m to Z f-Z ¢ MINERALOGY USCS GROUP SYMBOL V) j INSTRUMENTATION -i2oad Grade Silty w/sand, low plast. silt w/10- 1" thick layer of fine S-1 18" 9-16-8 15% fine sand, brown w/ rust mottle, sand at 4.0' . 5 (24) moist, stiff (ML) Silty sand, fine grained poorly 1" thick very deuce dry S-2 12" 3-15-35 graded sand w/15-25% no plast. silt, tan silt layer at 9.5' . 10 (50) brown, moist, medium duse (SM) Sand w/ silt, fine grained poorly S-3 18" 3-5-18 graded sand w/ 10-15% no plast. silt, (23) gray/brown, moist medium deuse, 15 (SP-SM) 20 25 30 REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 PB9 SHEET 1 OF 1 ♦ 7 11 SOIL BORING LOG PROJECT Oakesdaie Avenue LOCATION B9 between 405 8 Grady Wy East Boring. ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EOUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE START 3:20 FINISH LOGGER JAD SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w a: RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING. a =3< > ZZ w > PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE. > �O ¢ w© O 6'-6"-6- MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a-j cc W a U (Ni OR CONSISTENCY, SOIL STRUCTURE. No TESTS AND w O m u=i ? Z ¢ MINERALOGY,USCS GROUP SYMBOL H INSTRUMENTATION Upper 6" - Sandy selt, low plast. silt, fine sand, occasional roots, wet, brown Road Grade S-1 18 1-2-8 soft (ML) S-1 sampled (SM) (10) Lower 12": selty sand, fine grained poorly graded sand with 15-25% no plast. 5 silt, brown, slightly moist, loose (SM) Silty sand as above: fine grained, 5-2 18" 3-6-16 poorly graded sand with 10-20% no plast. (22) silt, brown/gray, slightly moist, medium deuse (SM) to (SP-SM) 10 Silty sand (as above) (SM) grading to S-3 18" 4-8-13 cleaner sand toward tip: Sand, fine (21) grained poorly graded sand with 15 <5%no plant. silt, gray,wet, medium deuse (SP) S-4 7-24-15 Sand, fine to medium grained, poorly (39) graded sand with <5% no plast. silt, gray, wet,deuse (SP) Observation Well to 18' 20 25 30 REV 11/82 FORM D1586 APPENDIX B - LABORATORY TEST RESULTS S se6016/034/2 PROJECT NUMBER CHzM S 21 �i o . J 1 ::HILL SOILS CLASSIFICATION AND TEST SUMMARY -r ASTM D2487 PROJECT DESCRIPTION: /1�5 ry Q /r A V --- MATERIALS LABORATORY: TYPE OF SAMPLE: SAMPLE LOCATION: SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. Lo L.L. SAMPLE LOCATION NUMBER ( DESCRIPTION OF MATERIAL CATION I%) M M 3" 1% #4 #200 L5 I 1 .S-3 L r//� �(r J ohs �-✓ / { GuJ SM —_ z �� Z. .. Pie►/ 6rv'e%c/ cs�nt� wl•!1+J!i/L� !�=� `- - G - � 3 -7 - 4w // Cam) -39' --3 w i l! G•-c �51 7 cJ �$w 59 2.5-43 u?r/! 1,4 6412CI CSC 3/0 -U6�cvs/ $u�) REMARKS TESTED BY: DATE: C OMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D7487P 2178 JPROJECT NUMBER SOILS CLASSIFICATION AND TEST SUMMARY /� ASTM D2487 PROJECT DESCRIPTION: 6 `s�4 /P AV Pn(/ P ---- - - " MATERIALS LABORATORY: __ TYPE OF SAMPLE: - - — SAMPLE LOCATION: __ SAMPLE NO: - DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. w L.L. SAMPLE LOCATION NUMBER I 1 DESCRIPTION OF MATERIAL CATION W (%) W 3" 1'12 #r4 #200 Z / . -3 ���6<a� cr o�1 wS �San� Gw 7 - - - -- — .5 3 /Z.S=14 5" t 'm 1- 3 Z51 fZ> IA- /fee / 6-4 /r c/ J-017 5)0 - -- — -3 - (o .s - Well racjr .SQ � 5K7 - ✓r` 2J-- aP/l6roJ.c� nJ �1 Pm t (,Sw. %Z2 w .Sw /16'<ajd 3a Sw mq-5— ; w A� rr+o it .Sc✓ �S — d0 GZ REMARKS: - --- -" TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAR FORM D2487P 2/78 PROJECT NUMBER CHzM ::HILL SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2487 PROJECT DESCRIPTION: --- MATERIALS LABORATORY: TYPE OF SAMPLE: SAMPLE LOCATION: SAMPLE NO: _ DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. W L.L. SAMPLE LOCATION NUMBER ( 1 DESCRIPTION OF MATERIAL CATION (%) (%) (%) 3" 1 #Z4 #200 33 �5 S- 7 wrI16G „ / Gw-GM 8 43 8 -5 Z- — w e(( GG'c J GW G — - �5 - ��•/ Sp-) $ (.1 S� G s &)e/l4!57'wvvrl ez w'-M z'f'o --/ ---SAI) -5.1/6'4W174 5011 ML G S S -•!�i• S.�i� Stir,c� S 43 J 0 4a- s- Pao r/ 6��/•� ,� (s S3 S4• / 6 ,� o w / P- oo 9 —G cl as e/ W Sc�c✓ G� /6 78'79> / v REMARKS: - TESTED BV: DATE: COMPUTED BY: DATE: CHECKED BY DATE: LAB FORM D2487P 2/78 PROJECT NUMRFR �---- ::HILL - — SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2487 PROJECT DESCRIPTION: D //��a ,5 cl4 /c, /'ti V e _- MATERIALS LABORATORY: __ TYPE OF SAMPLE: SAMPLE LOCATION: SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING Oe-n57Iy SAMPLE INTERVAL CLASSIFI- P.L. cw L.L. p/{�3 SAMPLE LOCATION NUMBER ( 1 DESCRIPTION OF MATERIAL CATION 1%1 1%) 1%1 3" 1%:" #r4 #1200 a 4 S w /I a(� ✓ S._ jf4h t� 13•�4S- a r/ c/ � - - T6 a 33-.X/•�— / t�K 50.o W 1a 39.5� paeP� 6r4�rN J�4/! (9v� /V 43 -4L4.r Apeof cm, "I .-..vim/ w s 4 A ci (6w) 45-4i5- (6w) it 53 .-/1 Caw f C� 3v- - p orfl Gr c� S l 3- w 1 Gw s5 - --c .r w // Gbv 0. S T r, 7 3 — 4 3l 1 s RFMARKS: TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D24871' 2/78 - PROJECT NUMBER r SOILS CLASSIFICATION AND TEST SUMMARY �{ ASTM D2487 PROJECT DESCRIPTION: _�o�S C//41P 11 I/P/7 u MATERIALS LABORATORY: TYPE OF SAMPLE:/ SAMPLE LOCATION: e75 / `� i� '�` SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. w L.L. SAMPLE LOCATION NUMBER ( DESCRIPTION OF MATERIAL CATION W M W 3" 1%" #4 #200 4 / 12 - /4 iz s3 54 S it G�-od S G v 2 • 4 l vP/l vo"J d L Qwn cl 65 uJ J S 7 - .S // -'oel cl 67o cl S 7.57- l( o •.r1 w rvvol 5 26- 3s- (5t-L) 5/d 73=49` // PS—S'y to tc//Grc�(�c{ cf c,u 6rz7 Je/ Scu) 4 ML 47 34 41 s'z // 4nd a� 6ra vP SCv ICY} 5- .Z !7 w P// GrQcl��( 4 c✓ 4� e, cli 6 t tJ 106 7Z d REMARKS: TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM 02,187P 2/78 PROJECT NUMBER F-WH ML— SOILS CLASSIFICATION AND TEST SUMMARY ASTM 02487 PROJECT DESCRIPTION:(,/ A- Ar rn✓e MATERIALS LABORATORY: _ TYPE OF SAMPLE: — SAMPLE LOCATION: EK:)elj'795 SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. W L.L. SAMPLE LOCATION NUMBER ( 1 DESCRIPTION OF MATERIAL CATION M M W 3" 1'12 #4 #200 `✓ 3 b W�( "� c6 J 4 tdi/A Giori J`w — /Ov 64- 3 S�c - - - - "/ w4�� (arC� CLC SIP s a REMARKS: TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 PROJECT NUMBER CHzM ::HILL /U •� SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2487 PROJECT DESCRIPTION: -a/"IG a k' y,-I?y p _ MATERIALS LABORATORY: TYPE OF SAMPLE: _ _— SAMPLE LOCATION: /n _ ._—..._.._—__ SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. w L.L. SAMPLE LOCATION NUMBER ( ► DESCRIPTION OF MATERIAL CATION (%) (%) (%) 3" 11/2" 404 #200 3 _ /4- w l(Gt-4-I 4 4&Armoe Sto — /W 77 4 .s '� � � •r� J4A GtJ .S 2 .er is w 1 _S /dD T*S• S /Zs= oh cS /Od 93 3 7.J- w a sv 5 w REMARKS: — TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2178 PROJECT NUMBER CH2M -s'�?/ F/o • CT/ ::HILL SOILS CLASSIFICATION AND TEST SUMMARY A5TM D2487 PROJECT DESCRIPTION: T�� /C V J �- -- -- — MATERIALS LABORATORY: TYPE OF SAMPLE: — SAMPLE LOCATION: r23d .13R /Z SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. W L.L. SAMPLE LOCATION NUMBER ( ) DESCRIPTION OF MATERIAL CATION (%) (%) (%) 3" 1'% #r4 #200 4/ — Sl1. S SPs� �Bo o S4ncl l di � 5� ' S Al D S 3llz.y_ 4 „/ I w. !.L ' 4 w ell v r cJ 159,17 1,1 eti REMARKS: TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 JPROJECT NUMBER Flo, JT/ CHILL SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2487 PROJECT DESCRIPTION: MATERIALS LABORATORY: TYPE OF SAMPLE: SAMPLE LOCATION: /,3 a'r --J S /4- _ SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. cw L.L. SAMPLE LOCATION NUMBER ( ) DESCRIPTION OF MATERIAL CATION (%) M M 3" 11/2" #4 #200 3 Z - 9 (54 3 3 w r// G,- Jr cf A n c/ w 64- (Zr_ q v'-/ G _AP / ✓ l '- 4 Wv G �.�.cl S�✓ 4' Poo,,/ ��J. L54/2 Cl REMARKS: TESTED BY DATE: COMPUTFD BY: DATE: CHECKED BY: DATE: LAB FORM 1)24R71' � O O O X � d O n O � O W j X 'A W W � _ H L1 W Q W 3.0 ° NORMAL STRESS(psf x 1000) Z•o i TEST TYPE:Consolidated/Drained Controlled PHYSICAL TEST NO. CONDITIONS A B C 0,/ C• 3 Height (in) HORIZONTAL -j Water Content DEFORMATION (in.) a P: Void Ratio LO I 3 rB ? Saturation OF,I -I y, t, w Dry Density(pcf) 11,8 t l U Time for 50% z uj Consolidation (min) Q = w Time for 95% U ao o Consolidation (min.) can u- Void Ratio after m z Dry Density(pcf) U a Water Content(%) 15. 5 0 = z_ Void Ratio ~o, Saturation(%) 16e'5 °. o•i ° 3 Normal Stress(psf) Z y 23 u 3 9}i�,o HORIZONTAL Maximum Shear (psf) Z 1(-;1 .0 3,1 e 1, a DEFORMATION (in.) Time to Failure(min) Sample Source Classification �5 � Gs z e ti, C' Harding Lawson Associates Direct Sheal Test Report : Engineers.Geologists �,jjaryt jJ i��/ C#j k,65T)fJ &Geophysicists R W JOH NUMHFP APPPOVf.` DAi RFV"SAC Reference ASTM D 423.424 70 A Line w ! i CH 50 4 40 ._ _�__ ' ............... _. iIi j I I i I j CL20 - E Q .... a CL-ML MH or OH j I ! [[ ML-CL I MLorOL j p ML i 4 t 10 20 30 40 50 60 70 80 90 100 110 120 LIQUID LIMIT(%) Symbol Source Classification Natural Liquid Plasticity % Passing y M.C. (%) Limit (%) Index (%) #200 Sieve S'I LT- �.-.�� 3 L y I � `I 13— S— 1 Sf Lr (r L) 1. L4 R- ii t-L,r� CL 0') (cL) Ll Harding Lawson Associates Plasticity Cha v`Al Engineers.Geologists &Geophysicists C�� ►'1 u;L� Q►�t�snr�t i?ve RA -__) JOB NUMBER APPROVED DA REVISED DATE Reference ASTM D 423,424 A Line 70 3 E { CH 50 .. . x � { w j 0 U 30 U) CL 20 ......_. ._ CL-ML ML-CL I 7MHorOH 10 __._r._ ML or OL } I 0 ML I I 10 20 30 40 50 60 70 80 90 100 110 120 LIQUID LIMIT(%) Symbol Source Classification Natural Liquid Plasticity % Passing M.C. ( /o) Limit ( /o) Index ( /o) #200 Sieve S, LT- ��,.,Q 3z,5 3� ro 3r( fi f3 S-� Fcf}Stec SLc. Harding Lawson Assocla2ss Piastricity chart FATE Engineers Geologists C�Kt� 8 Geophysicists Ilan I D ���� I AWN JOB NUMBER APPROVEC DA f REVISED DATE U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3�4 3/8 4 8 16 3040 50 100 200 Reference ASTM D<<-' 100 I _ g0 ; I E, 80 70 W 60 } . i mCr it w 50 Z i 'ILL w 40 ! , w Cr a 30 i 20 t , 10 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES SILT OR CLAY GRAVEL SAND Symbol Sample Source Classification P66"'^► rav►°`° $0 -o ISP) Applied Geotechnology Inc. Particle size nalysis PLATE Geotechnical Engineering �(' LL OptaDALE -f Geology& Hydrogeology RAWN JOBNUM�P APPROVED D E REViSEC DATE U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/e 4 8 16 3040 50 100 200 Reference ASTN!a 421-1 100 9I ; 1 ; _ . ;If . so ; 1 I , , i i 70 I 1 A 1 so ir w 50 1 Z i li I f i j j I i 1 HI t` w 40 t w a 30 t 20 10 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES SILT OR CLAY GRAVEL SAND Symbol Sample Source Classification &n,y 4OL&OW $4 -0 wT1H ysLT &P Applied Geotechnology Inc. Particle size A slysii PATE Geotechnical Engineering �tj �.�� 4a A,I Geology& Hydrogeology (24t JOB NUMBER APPROVED DAT REVISED DATE I U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/e 4 8 16 3040 50 100 200 Reference ASTM D<« 100 -- -- t - - - -� 90 80 -11 N11 1. 70 I w 60 . i 00 ; I s I i f w 50 ZLL Z 40 I i U cr a 30 20 10 I v s r s 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification --•-— �- !L S-'� �o�a.�,� lrt..r�)fo 40►.4 wrT N C Scar S�-Sr- Appligd Geotechnology Inc. Particle q1ze Analysis PATE Geotechnical Engineering CI Mi11t� 0/w�Dev 0,( Geology& Hydrogeology JOB NUMBER APPROVED D TE REVISEC DATE r I �l 4yi D�1 �' Z� l U.S Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 1112 3/4 3/8 4 8 16 3040 50 100 200 Reference ASTM D 422 100 90 80 I ' i i I r 70 I W s0 3 w 50 Z w 40 w a- 30 t 20 10 . i f t a I E 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification —•— r� - ►I S-5 �.e�-, a,.*o+E� y�q w'r*H yu.T CS�- s�-> Applied Geotechnology Inc. Particle Size nalysis PLATE Geotechnical Engineering Geology& Hydrogeology 0,lb-m th JOB NUM EF APPROVED TE REVISED DATE U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 1 Y2 3/4 318 4 8 16 3040 50 100 200 Reterence ASTl,,A D 100 90 I 80 I 70 z t W 1 , w 50 I z I t LL t w 40 ' t U 1 W a 30 20 I � 10 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol -Sample Source Classification Kerr) V o 6t-) Applied Geotechnology Inc. Particle Sl7t,r Analysis P`A'E Geotechnical Engineering Geology& Hydrogeology � �l XCl O-tit, Jfvc q JOB NJMBEP APPROVED D E REVISED DA?E U.S Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3Is 4 8 16 3040 50 100 200 Reference ASTM D 422 100 g0 80 , _ 70 r � 60 i m i i ! Z 50 , w 40 i ► _' w . �1 a 30 t 20 t 10 r z , 0 100 50 10 5 1 0.5 0.1 0.05 0.010.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification —•— 13 - ►v S-L Pe�n.,, caiafo 4`9 Sp-snn Applied Geotechnology Inc. Particle Size Analysis PATE Geotechnical Engineering Geology& Hydrogeology JOBNUMBER APPROVED D E REVISED WE U.S. Standard Sieve Size(in.) I U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/A 3/8 4 8 16 3040 50 100 200 Reterence ASTM D 42-- 100 , g0 f i ice— -14 I( i A t , 70Uj 60 Q w 50 t Z f z 40 LU ir i w 1 ; a 30 20 10 f 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification r3-q S--L- Poo&41 4&Ara0 %--0 �� 1 Applied Geotechnology Inc. Particle size Analysis PATE Geotechnical Engineering Geology& Hydrogeology AWN JOB N�UMBEP APPROVED DAT REVISED DATE C� U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 1,/2 3�4 3/8 4 8 16 3040 50 100 200 Reference ASTM D 42, 100 ,j go - -4- 41(` t : 80 70 t w a..a� m 1 w 50 Z i it i ti w 40 w \ . a 30 20 10 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE SILT OR CLAY COBBLES GRAVEL I SAND Symbol Sample Source Classification — —— g— �._ 6—% 5-1 WELL (,AA*I) "-0 6-") Applied Geotechnology Inc. Particle site Analysis P_A7E Geotechnical Engineering C M Fps``/ D44C(S�L4 Geology& Hydrogeology D WN JOB NUMBED APPROVED �D 7 REviSED DAZE I Lj el U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 1112 3/4 318 4 8 16 30 40 50 100 200 Reference AST D 42 2 100 90 i , 80 70 f I W 60 ,I , w 50 I f Z - I _ i Z 40 w U � W � a 30 20 i , 10 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE GABBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification --•- - 13-� S-3 waL a.it4wt0 w�N Applied Geotechnology Inc. Particle sit Analysis PLATE Geotechnical Engineering 1t �N1lL 1 �.[ Geology& Hydrogeology e a• D JOBNUMBEF APPROVED DAT REVISED DATE U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/8 f 4 8 16 3040 50 100 200 Reference ASTM D 422 100 It . � I � 90 , r l � � 80 70 1. I w 60 ! i i , cc i _ - I Z 50 LL , w 40 w a 30 \ 20 t v , 10 i { . 0 ' 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification —— •—— $-f: ��3 wiu �.w�Os4 woo (t,,,� ,.�ctv 6,,.wa.. ._ �- L S-5 Iv S�L 4�'�E� h..p l)'"'� wL'�V ♦�L�.�if V Applied Geotechnology Inc. Particle Size Analysis PATE Geotechnical Engineering �.�Jti,l�1►t/L►�{C��✓il[ /4of Geology& Hydrogeology R JOB NUMBEF APPROVED DAT REVISED DATE ( t,I6 t ¢ U.S. Standard Sieve Size(in) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/8 4 8 16 3040 50 100 200 Reference AS7MD42 100 , g0 r� 80 I � 70 CD cc Uj 50 Z j Z 40 U It a 30 20 `. 10 - 0 100 50 10 5 1 0.5 0.1 0.05 0.010.005 0.001 a GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE SILT OR CLAY COBBLES GRAVEL I SAND Symbol Sample Source Classification ——•—— p-3 S-it 53-C— 5 q, PDen�..� lrea►i 0 S'i^q --n- I+ (3_Li 5"I1) 68 0- Gq.S WILL. WL&DEO �4a"vWL wI1 H Sill6d j. GW-GM Applied Geotechnology Inc. Particle 8 ze Analysis °`ATE Geotechnical Engineering C)4 Y PN 4L it�t-fsDji t►�f Geology& Hydrogeology WN JOBNUMBER APPROVED D TE REVISED D77E U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 1'/2 3/4 3/8 4 8 16 3040 50 100 200 Reference ASTM D 41: 100 . v if 90 80 70 CID Cr z 50 i w 40 U • 30 10 t i 100 50 10 5 1 0.5 0.1 0.05 0.010.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE SILT OR CLAY COBBLES GRAVEL I SAND Symbol Sample Source Classification —•__ d'� 5-1 w�� foasioEO �(oitwvEi C�ir✓� w1'ha Si tr anc'�.,.,� —•— R - 3 5-S �3 0 - �l 5' k b E �R h.r6��y c/►-o �w� w�,H S��r Applied Geotechnology Inc. Particle Size Analysis PATE Geotechnical Engineering Geology&Hydrogeology AWN JOBNUMBEF. APPROVED D E REVISED DA?E �� �� U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/e 4 8 16 3040 50 100 200 Reference ASTM o 422 100 90 80 1' ' i I I 1 1 � i 60 E �` Q 50 i Z U40 w n 30 20 1• i 10 71 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification - -•-- B- z, s-e�s-9 +�� ��,.-r�ca � s+wo Csw) wt*,� sz.r 8 a�-sue -z 5-IS wccL rPrLOWDco� s�+-��y,.� r.rry yr�T i aw-bM Applied Geotechnology Inc. Particle Size Analysis Geotechnical Engineering Geology& Hydrogeology i A N JOBNUMBEF APPROVED DA REVISEC DAZE ILI`�`-f'� tJ E `T E U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/e 4 8 16 3040 50 100 200 Reference ASTM o 422 100 I so 80 11 , 70 W I , 60 i � m z 50 { ' LL I _ I w 40 a LU 30 ` 1 � 20 i 10 4 t I , I 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE COARS MEDIUM FINE SILT OR CLAY COBBLES GRAVEL I SAND Symbol Sample Source Classification -- •-- t3- ( S-5 6A.A4 ) S+-I wr1N btlr Cs� -Sr••� f/lecf La c. Applied Geotechnology Inc. Particle Size Analysis P`A`FE Geotechnical Engineering I'v1 Geology& Hydrogeology d AWN JOB NUMBER APPROVEC DAT REViSEC DATE ! 1 � If J ¢ i,i� ,' PlWw"ld r f1 i j;I sy { 17 kr 9•. 1 i• { f:it4 } ar•r j ..; i 1 ...L :.•. fa$+' ><. .1.d. ;. :fk • J