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Engineers Planners Economists Scientists September 17 , 1987 S 21810 . J 1 Mr. Bob Bergstrom Engineering Supervisor City of Renton 200 Mill Avenue South Renton , WA 98055 Dear Bob: Subject: Oakesdale Avenue Connection Geotechnical Report We are pleased to present two (2 ) 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 Rod DenHerder/SCS with one ( 1 ) copy. As per your concurrence , we have omitted the second draft version of the report and have issued a final Geotechnical Report . Please let us know if you have any comments or questions . I Sincerely, Ja Dehner , P.E. Y Enclosures pjn CH2M HILL Seattle Office 777108th Avenue,N.E.,Bellevue, Washington 206.453,5000 P.O.Box 91500,Bellevue, Washington 98009-2050 �� GEOTECHNICAL REPORT OAKESDALE AVENUE Submitted to THE CITY OF RENTON i Prepared by CH2M HILL Bellevue, Washington September 1987 it DE, �-1 G•'wa' ti � � .•oF Sy '•E��STERE�•' ��J s�ONR L I 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 CONTENTS Page Introduction 1 Purpose and Scope 5 Limitations 6 General Site Conditions 7 Surface Conditions 7 Site Geology 8 Previous Explorations 8 Field Explorations 11 Soil Borings 11 Groundwater Monitoring 13 Laboratory Testing 15 Classification Tests 15 Engineering Property Tests 16 Subsurface Conditions 19 Soil Profile 19 Groundwater Conditions 21 Geotechnical Design Parameters 22 Geotechnical Design Recommendations 25 SR 405 Overcrossi:ng Structure 25 Oakesdale Avenue 37 P-1 Channel 43 References Appendix A. Soil Boring Logs Appendix B. Laboratory Test Results ii TABLES Page 1 References Consulted During Exploration 9 2 Borehole Details 12 3 Atterberg Limits Summary 15 4 Grain-Size Distribution Test Results 17 5 Groundwater Levels in Observation Wells 22 6 SPT Correlations for Coarse-Grained Materials 23 7 SR 405 Overcrossing Structure Loading Summary 25 8 Equivalent Fluid Pressures and Soil Weights for Design of Oakesdale 41 9 Equivalent Fluid Pressures and Soil Weights for Design of P-1 Channel Retaining Wall Above/ Below Design Groundwater Levels 45 FIGURES 1 Project Location Map 2 2 Site Plan 3 3 Boring and Test Pit Locations 14 4 Site Subsurface Profile 20 5 Lateral Earth Pressures for Design of Bridge Foundations 28 6 Pile Hammer Data Sheet 31 7 Lateral Earth Pressures for Design of Wing Walls 34 iii 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 SR 405 , which runs east-west across the center of the site. A site plan showing the proposed alignment and key elements of the i 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 SR 405 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 SR 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 SR 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 SR 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 1 ND EVUE .0 PROJECT SITE • �� GA ES: Tul Ca, I . . f � � f-'-/ A,: Y y5 BOX C Z-!/E� <:. gl.�X G'L/L 1YE.ew h fR+` a t A 9 u, 7�ta y r i h w > ,W> J li { 41 + sy. :j: �•.":.,.<• .A.�,y��,:, s� bi .. 't';. y." :,.:.. '•: . .�� :.• �F 0 J 0. 3 a F • .gym.:'... ,: `� ,.a ..o S T S ?w t� s 3, r- e n a Y a y: s„ �r s xl My i t v w o ' �I l °M x r. c y9� a 5 s P i Y d A tl s o 3• , a . 5y, q � k dC e. s r wk ,H N✓f^, � 0�ye'o L. .�w }+,w ,o..y. �Y•ya�. �• `x a ,: ��•x ^, k �u �:< � a+i�s x `5gq». � �: s. .�.•E� .,� � as,may. �� � - _� � a�,o� G�//NG` 1�1�.4L L �•4 I:�-�05 G11��.C�c..C�G.'�� /�t/G fa wa +Y {, s i S 8 z //V /4-lfas T AKESDAL� AVENUE.. S2181.01 .-- CH2M HILL AERIAL PHOTO — MAY 198 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 placed to cover the freeway construction work so that traffic can resume unimpeded. After the piles and pile caps have been in- stalled, the roadway can be excavated to accommodate the precast concrete deck panels . It should be noted that at the time of writing, WSDOT is considering a construction option which would shift traffic to the inside lanes and shoulders of SR 405 , thus allowing full-time closure of the outside lanes for construction. This would allow daytime construction and greatly simplify the construction process for the Oakesdale bridge . However, it will not signficantly change the geotechnical recommenda- tions presented in this report. 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 SR 405 overcrossing structure, the roadway will be required to dip below SR 405 with a finish grade elevation for the roadway low point at approximately 4 (City of Renton datum) . 4 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 (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 SR 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 SR 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 17 soil borings at the preferred alternative site to evaluate subsurface conditions o Installing and monitoring five observation wells (installed in five of the soil borings) to eval- uate groundwater conditions at the site o Performing laboratory tests on selected soil sam- ples from the soil borings to determine engineer- ing characteristics of the soil o Performing geotechnical analyses and providing geotechnical recommendations for design of Oakes- dale Avenue, the SR 405 overcrossing structure, and the P-1 Channel 5 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 Channel. This preliminary alternative considered routing Oakesdale Avenue beneath the existing SR 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, and field ob- servations . Subsurface data from the exploration program indicate soil conditions only at specific locations, depths , and times as reported herein. They do not necessarily re- flect variations in soil strata or water levels that may exist between soil boring locations. If, during construc- tion, 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. 6 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 SR 405 roadway embankment and Springbrook Creek. Referring to Figure 2 , the embankment for SR 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 SR 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 SR 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 Oakesdale Avenue center- line . The distance between centerlines range from zero foot at the north end of the project (they intersect at the Oakes- dale Avenue/SW Grady Way intersection) to 170 feet at the undercrossing. South of the SR 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 Oakesdale roadway cuts through the westernmost point of the parking area. West of. Springbrook Creek are a two-story residence and a horse pasture. North of SR 405 the site ground surface elevation is vari- able with a drainage channel leading to Springbrook Creek cutting through the site at an elevation of around 9 and construction rubble mounds located near the north portion of the alignment piled to an elevation of around 17 feet. It should be noted that construction along SW Grady Way and Oakesdale Avenue north of Grady Way is currently occurring and therefore ground surface elevations may change in this area of the project. Land use in this area 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 northwest. 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 SR 405 corridor. 7 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 variable 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 SR 405 , shal- low (5 to 15 feet deep) soil 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 SR 405 required test borings and analysis . This work was presented in reports by Hong Con- sulting Engineers , Inc. , for the SR 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 SR 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 I 8 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 1-405 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 i 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 9 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 . " 10 FIELD EXPLORATIONS SOIL BORINGS A subsurface exploration along the preferred alignment was conducted from June 25 to July 2 , and on August 24 , 1987 . Seventeen 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 Com- pany, Inc. , of Milton, Washington (borings B1 through B14) and Drilling Unlimited, Inc. , of Seattle, Washington (bor- ings B15 through B17 . Borings Bl through B5 were drilled on Washington State Department of Transportation right-of-way and necessitated closing lanes of traffic on SR 405 to allow drilling. Because of this , these borings were drilled at night in order to minimize traffic disruption. Borings B15 through B17 were drilled at a later date (August 24 , 1987) after the final Oakesdale Avenue alignment was set and sub- surface information at specific retaining wall locations could be obtained. During the course of the exploration two types of drill rigs were used: a truck-mounted Mobile B61 drill and a track- mounted (IH TD-14A crawler) Mobile B51 drill rig. Both of these rig types were used to drill the SR 405 borings . Bor- ings B6 through B14 were performed using the track-mounted rig to facilitate borehole access . Borings B15 , B16 , and B17 were drilled using a truck-mounted Mobile B61 after access to these holes had been cleared. During drilling, soil samples were recovered at approxi- mate 5-foot intervals . Disturbed soil samples were recov- ered 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. Three 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. 11 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 24.50 24.50 53.5 B2 173591.0 654070.5 NA 24.30 74.0 B3 173597.0 654140.5 NA 24.20 79.0 B4 173524.0 654119.0 24.30 24.30 74.0 B5 173528.0 654197.5 NA 24.34 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 B15 173333.5 654267.1 14.8 13.1 44.0 B16 173636.4 654120.4 13.5 13.2 44.0 B17 173351.4 654177.7 17.1 16.2 44.0 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 a NA = not applicable. b Borehole location destroyed by construction. Data shown are approximate. Note: Survey data provided by Target Surveyors, Inc., Issaquah, Washington. 12 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. 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 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, five observation wells were installed in Bor- ings B1 , B4 , B15, B16 , and B17 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 . 13 3v� PLC/l�B]\ ` P B 5 f ' Ilk , s, w r• . ° a R Y' nth r 'E tr x ws p wx ,,� <• .. ;: v;,, �°: " �- .�;�. .;� <:: o .°� mow-.:+" ��� :�•K �:, <.+,lei i � sPa i r y, •a ,a, ;, >r::� %� `ate _ ..; °� �•.'R ,,Via, k '-•�' .a?., '� p„K" Ord& �w�'bir, -a'x' �... ;y� r �^E � ,?b#k' .. \\ 14 c " g� �5 �,�,.: a.:� g, :�- F�: ;_� // ,�. a• " N'";,, `'�"T,��%yxs� wi: �, 4� s8:a ♦ k"+ ✓ , as �t. P?�i' •",q,-. ., 135 x� FA w i Ryy-yv`fk ,e •'+�'. •,y� Y`_ 8.Y °k..:v � y Y4�' ".h .eP"s ° LEGEND 17 C H 2 u I y 4 ' rPB2p CH2M Hill borings (drilled May 1 87) a � 14 BORING TESTPIT, CATIONS S218100f - CH2M HILL AERIAL PHOTO — MAY 198 OAKESD AVENUE . 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 4318) , grain-size analyses of the 3-inch minus fraction (ASTM D 422) , percent finer than No. 200 sieve (ASTM D 1140) , and dry-density test- ing. Direct shear strength tests were performed according to ASTM D 3080 . Results of laboratory testing are presented in Appendix B and are summarized 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 SR 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 suggesting the material is generally normally consolidated. Table 3 ATTERBERG LIMITS SUMMARY Sample Plastic Liquid Plastic Water Boring Sample Depth Limit Limit Index Content ASTM No. No. (ft) M (%) Class. Bl 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 ST1 12.5-14.5 36 51 15 52 MH B5 S3 14.5-16.0 34 53 19 44 MH B6 Sl 2.5- 4.0 27 41 14 34 ML B7 S1 2.5- 4.0 28 42 14 30 ML Ell S1 7.5- 9.0 25 42 17 36 CL Note: Parenthesis around ASTM classification indicate sufficient labor- atory data were not available to refine visual classification, which is approximate. 15 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 determination have been per- formed on samples obtained from the subsurface exploration. In general, Standard Penetration Testing (SPT) was performed in predominantly coarse-grained materials , yielding dis- turbed split-spoon samples which are not conducive to de- tailed engineering property testing. Typically, SPT blow counts or N-values are used to develop engineering design parameters through correlation with published charts devel- oped by various authors on the basis of laboratory tests and field experience. This correlation is presented under Sec- tion Subsurface Conditions . Eight direct shear tests were performed on undisturbed and remolded samples of onsite materials . Six tests were per- formed on undisturbed near-surface samples of silt and silty sand; three tests on sample ST1 from B5 (silt) and three tests on sample ST2 from B17 (silty sand) . Two direct shear tests were performed on two combined, remolded samples of well-graded sand obtained in the lower dense sand and gravel zone . These two samples were S10 and S12 obtained at 44 and 54 feet, respectively, in boring B4 . Results of the direct shear tests., are plotted and presented in Appendix B . The results indicate similar shear strengths of 33 and 34 degrees for the near-surface silt and silty sand samples . For the well-graded sand, a shear strength of 45 degrees is indicated by the testing. These shear strengths are considered to be high estimates of the tested materials in situ shear strength due to variations in in situ densities which would tend to decrease the overall average strength. Direct shear tests were also performed on representative samples extracted from Shelby tube samplers by Hong Consult- ing Engineers, Inc. , for the P-1 box culvert adjacent to the Oakesdale overcrossing structure. Nine tests were performed on samples obtained within the upper silty sand and inter- mediate loose to medium-dense sand zones . Shear strengths were found to range from 32 degrees to 34 degrees for these materials . In addition, two consolidation tests were 16 Table 4 GRAIN-SIZE DISTRIBUTION TEST RESULTS Moisture Boring Sample Sample ASTM Percent Percent Percent Content No. No. Depth Class. Gravel Sand Fines (percent) B1 S4 17.5-19.0 SM - - 21 33.4 B1 S5 22.5-24.0 SP-SM 3 91 6 22.4 B2 S5 22.5-24.0 SP 1 96 3 22.0 B2 S12 57.5-58.5 SM - - 18 18.1 B2 S15 72.5-73.8 SW-SM 38 55 7 13.5 B3 S1 5.5-7.0 GW-GM 57 35 8 6.4 B3 S5 23.0-24.5 SW-SM 39 56 5 9.6 B3 S7 33.0-34.5 ML - - 65 39.5 B3 S11 53.0-54.5 SP-SM 7 86 7 21.4 B4 S3 13.0-14.5 ML - - 73 31.5 B4 S15 68.0-69.5 GW-GM 52 41 7 7.6 B5 ST1 12.5-14.5 ML 0 4 96 51.9 B5 S4 17.5-19.0 SM 0 87 13 28.0 B6 S1 2.5-4.0 ML - - 52 34.3 B6 S3 12.5-14.0 SW to GW 49 49 2 11.1 B6 S5 22.5-24.0 SW 28 72 0 14.5 B7 S1 2.5-4.0 ML - - 81 29.6 B7 S3 12.5-14.0 SW 36 61 3 11.9 B7 S5 22.5-24.0 SW 16 82 2 16.3 B8 S1 2.5-4.0 SM 0 54 46 20.7 B8 S3 12.5-14.0 SW 39 59 2 10.0 B8 S4 17.5-19.0 SP 5 92 3 20.8 B9 Sl 2.5-4.0 (SW-SM) - - 11 22.2 B9 S2 7.5-9.0 SP 3 95 2 24.1 B9 S3 12.5-14.0 SW 23 73 4 16.2 B9 S4 22.5-24.0 (SW) - - 6 12.3 B10 Sl 2.5-4.0 (SM to ML) - - 50 29.2 B10 S2 7.5-9.0 SP-SM 15 80 5 21.8 B10 S3 12.5-14.0 SP 7 90 3 23.3 B10 S5 22.5-24.0 SM 0 62 38 34.2 Bll Sl 7.5-9.0 CL 0 15 85 36.1 Bll S4 22.5-24.0 SP-SM 5 90 5 20.7 Bll S5 27.5-29.0 SP-SM - 92 8 19.7 B12 Sl 2.5-4.0 SM - - 28 21.7 B12 S2 7.5-9.0 SM - - 17 12.0 B12 S3 12.5-14.0 SP-SM 1 92 7 23.1 B12 S4 17.5-19.0 (SW) - - 4 12.5 B13 Sl 2.5-4.0 SM - - 29 11.3 B13 S2 7.5-9.0 SP 4 93 3 13.8 B13 S4 17.5-19.0 SP-SM 8 86 6 22.7 B14 S1 2.5-4.0 SM - - 35 18.4 B14 S2 7.5-9.0 SP-SM 4 90 6 43.9 B14 S4 17.5-19.0 SP 5 91 4 20.6 B14 S5 22.5-24.0 ML - - 56 34.8 B17 ST2 4.0-6.0 SP-SM 0 86 14 12.3 Note: Parentheses around ASTM classification indicate sufficient laboratory data were not available to refine field visual classification, which is approximate. 17 performed by Hong Consulting Engineers , Inc. on undisturbed samples taken from a very loose to loose , dark gray, fine silty sand zone which was noted to contain lenses of wood and peaty material . Results of the tests indicated a max- imum strain of around 8 percent over a load range of 0 . 1 to 10 tons per square foot. Rebound was observed to be neg- ligible . What primary consolidation was observed was noted to occur immediately after loading the samples . This sug- gests that soil settlement will occur as loads are applied during construction. 18 SUBSURFACE CONDITIONS SOIL PROFILE The soil profile discussed below is shown in Figure 4 . The soil profile along the proposed alignment (not including the SR 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 SR 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. Overl, ing the native surficial soil in the center of the project is the SR 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 non-compacted 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. 19 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 •;„; NON-ENGINEERED FILL WITH DENSE TO VERY DENSE. water levels at other locations may differ from conditions occurring at the boring locations. CONCRETE RUBBLE. - Also, the passage of time may result in a change in the conditions at these boring locations. B-1(15 W) BORING NUMBER W/OFFSET FROM GENERALLY SILTY SAND AND SILT, OAKESDALE AVE. CENTERLINE. GEOLOGIC CONTACT. OCCASIONALLY SAND OR CLAY, .t MEDIUM STIFF AND LOOSE. WATER LEVEL OBSERVED DURING DRILLING. LLLLLL WELL GRADED TO POORLY GRADED LLL L1L�LLL SAND, WITH SCATTERED GRAVEL —J-- GENERALIZED WATER LEVEL 7-21-87. AND OCCASIONAL THIN SILT AND PEAT. MEDIUM DENSE TO DENSE. t30 ��f00 /.ztOD /3�OD /-�tGO /5 00 /lo�•G0 /�fc�0 t3D EXIST G,POUNO P.POf�G'.�EO ZD .PQ4O/'Y.4Y f 20 t/O 14 /O LLLLLLL L L L L L L L L L L L LLLLL — L L L L L LLLLLLLLLL LLL LLLL L L LLLLLLLLLL 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 LL L L L �' L L L L LL L LLLLLLLLLLLLL L L L L L L L L L LLL L L L L L L -11 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 L L'L L L L L L L L L` 1.. L•L L LLLLLLLLLLLLLLLLLL L LLLLLLL LLLLLLLLLLLLL `LLLL LLL Ll LLLLLLLLLLLLL LLLLLL L L LL LLLLLLLLLLLLLLLL 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 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 LLL L L L L L L L L L ` D L L L L L L L L L L L ` L L L iv: 1.�LLLL LLLLLL L 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 LL LL L �L`LLLLLLLLLLLL L L L L L L L L L L L L L L L L L L` LLLLLLL 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 LL 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 L L L L L L L L L L L L L L L L L L L L L L L L LLLLLLLLLLLLLLLL _ LL 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 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 L LLLLLL LLLL L L L L L L L L L L L L L LLL L L L L L L LLLLLLLLL,LLL L L L L L L LLLLLLLLLLLLLLLL L L' L L L L L L L L L L L L _ LLLLLLLLLLLLLLL LL 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 LLLLLLLLLL LLLLL LLL LLLLLLLLLL LL LLLV LL LLLLLLL L L L L L L L L L L L LLLLLLLLLLLLLLLL 'LLLL LLLL L L L L L L L L L LK.J L L L L•L L L L L L L L L L L L L L L L L L L LLLLLLLLLLLLLLLL L L L L L L L L L L L L L L L LLLLLLLLLLLLLLLL 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 L L L L L L L L L L L L L L L L L L L L L LLLLLLLLLLLLLLL L L L L L L L L L L L L L L L LLLLLLLLLLLLLLLL .LLLL LLL LLLLLLLLLLLLLLLLLLLL LL_ LLLL LLLL L L L L L L L LLLLLLLLLL LL 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 L L L L L L L L L 1 . L L L L L L L L L L L L L L L L L LL 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 L L L L LLLLL LLLL LLLLL L L L L LLL L L L L L L L L L L L `'LLLLLLLLL.LL LLLL L L ` L L L L L L L LL LLLLLLLLLLLLLLLL LLLLL LLLL LLLLLLL _ L L L L L L L ` L LLLLL 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 L L L L L L L L L L L LLLLLLLLLLLLLLLL ID L L L L L LLLLLLLLL L L L L L L L L L LL .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 LLL 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 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 L L L L L LLLLL LLLLLL LLL L LLL LL 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 t t L L L L L L L L 1. 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 LLLL L LLLLL LLLLL LLLLL L LLLLLLLLLLLLL L LL L L L L 4 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 L L L L L L L L L L L L L L L L L LLLLL LLL LLLLLLLLLLLLLLLLLLLLLLLLLLLLL LLLL LLLLLL LL LL LLLLL LLLLLL LLL L L c L L LLLLLLLLLLL 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 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 LLLLL LLL 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 L L L L L L LLLLL.. L /J L L L L L L L L L L L L L L L 20 T A v T L L L L L L LL T.4G' .30 7 A 1-Ir"IEiVT 30 T�4 T 5Q— 50 —lv0 FIGURE 4 — /"�/5' 20 SITE SUBSURFACE PROFILE S21810.J1 OAKESDALE AVENUE — The upper boundary of this unit is erratic and difficult to pro3ect . However , in the area of the SR 405 overcressing structure, the borings indicate that the contact for the lower dense unit was fairly consistent along the west bridge abutment (investigated by Borings B1 , B2 , and B4 , as shown in Figures 3 and 4) but variable for the east bridge abut- ment (B3 , B5 , and B16) . 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 elevation -38 beneath the north half of the SR 405 embankment and rises to elevation -12 beneath the south half of the embankment at Boring B5 . Refer to Figure 4 for an interpretation of the contact level at both bridge abutments . When drilling with 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 when driven through soil heave. In addition to heave, standard penetration testing performed in gravelly soil may yield erroneous N-values as a result of gravel plug- ging 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 ex- plorations undertaken in the summer months have found groundwater from 10 to 15 feet below the ground surface (elevation 5 to zero) . 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 Treat- ment Plant from December 1984 to April 1985 . Average ob- served 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 ele- vation 15 . After installation of the P-1 Channel , the 100-year flood elevation will be lowered to elevation 12 . Beneath the SR 405 embankment, groundwater levels were ob- served to be "mounded" or elevated about 2 to 3 feet above ad3acent levels . Water levels were recorded in several observation wells during the course of this exploration. Table 5 shows these measurements . 21 Table 5 GROUNDWATER LEVELS IN OBSERVATION WELLS Elevation Elevation Top Top of of of Observation of Casing Ground Groundwater Groundwater Well No. Elevation Elevation 7/21/87 9/4/87 Bl 24.5 24.5 NM NM B4 24.4 24.4 5.2 5.0 PB1 17.1 15.2 5.2 4.3 PB2 17.5 15.1 5.0 4.3 PB4 10.2 6.8 4.2 1.2 PB7 17.9 15.9 NM 5.3 PB9 18.1 17.6 5.2 NM B15 14.8 13.1 NI b NM B16 13.5 13.2 NI 5.2 B17 17.1 16.2 NI 5.1 aNM = not measured. B1 due to SR 405 traffic; PB7 not found; PB9 destroyed by construction at 9/4/87 reading. bNI = not installed. Note: Survey data from Target Surveyors of Issaquah, Washington. i 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 the predominantly 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) . 22 ' 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 If the N-value at a depth corresponding to an effective over- burden pressure of 1 ton per square foot is considered to be a standard, the correction factor C1 to be applied to field N-values (shown on the borings in Appendix A) for other pres- sures is given approximately by the equation CN = 0 . 77 log 20 P where P is the effective vertical overburden pressure in tons per square foot at the elevation of the penetration test. 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. The maximum groundwater elevation used in design of the pump station and underdrain system for Oakesdale Avenue and for the P-1 Channel retaining structure was 12 , the 100 year flood elevation with the P-1 channel in operation. This elevation was approved by the City of Renton for use as a design maximum and it was used to set retaining wall heights to keep surface water runoff from flooding Oakesdale Avenue. 23 For design of the soldier pile/facia panel walls supporting the SR 405 overcrossing structure, and for the retaining structures along the sides of Oakesdale Avenue , groundwater drawdown behind the structures as a result of the underdrain system beneath the roadway was estimated. A hydrostatic surcharge was still considered to be acting on the struc- tures where flow nets indicated that drawdown levels were still within the active failure wedge of the soil mass be- hind the structure. Typically, these elevations were around 5 to 7 , which correspond to dry season groundwater levels currently observed onsite . 24 GEOTECHNICAL DESIGN RECOMMENDATIONS SR 405 OVERCROSSING STRUCTURE The proposed Oakesdale Avenue alignment requires that the roadway pass under SR 405; consequently, this will require a permanent lateral support system for the roadway embankment and embankment foundation soils and will require a bridge for SR 405 traffic. In addition to the permanent lateral and vertical loads from the SR 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 SR 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 SR 405 overcrossing struc- ture is presented in Table 7 . Table 7 SR 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 25 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 a drilled shaft. However, proper hole bottom cleanout, tremie 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 estab- lished in sands below the water table (NAVFAC DM-7 . 2 , Depart- ment of the Navy) . Driven piles can effectively overcome this problem by driving to a required penetration resist- ance . Drilling may be required if necessary to reach a min- imum 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 were used to develop pile size and embedment lengths required to resist the applied lateral 26 forces under the load cases shown in Table 7 . The lateral analyses used 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 was determined by modeling_ the load-deflection response of the soil as a function of depth. This is done by assigning a soil stiffness to each soil unit as if it were a spring and calculating the reac- tions and deflections when loads are applied. Spring con- stants were developed for the subsurface profile using the lateral subgrade reaction modulus given below for the two primary soil units and assuming that the coefficient of lateral subgrade reaction (or soil spring constant) in- creases linearly with depth in granular materials . Result- ing output included load, shear, moment, slope, and deflec- tion data for the pile . Key assumptions used 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 , reduced differential water pres- sure will develop. 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 included in the WSDOT HOV Contract Documents 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 (a ) 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 27 �-20' 25 (H, + 2) PSF/FT OF WALL 25 (1-12) + 100 SR 405 ROADWAY PSF/FT OF WALL P-1 CHANNEL BRACED EXCAVATION u H1 0 H2 O _� 2 = STRUTS W m o C Q \Q m C7 0 m N D N N SOLDIER PILE J[u III l I k-1 I EE L. -4.5' ASSUMED CONTACT: D (EL. -15 WEST ABUTMENT) BOTTOM OF P-1 aO c (EL. -38 EAST ABUTMENT CHANNEL EXCAVATION .c w - p o Q m C7 m LEGEND: PERMANENT GROUNDWATER LEVEL Q TO ELEVATION +4 BEHIND SOLIDIER PILES AT ROADWAY LOW POINT Z CONSTRUCTION GROUNDWATER LEVEL FIGURE 5 TO BOTTOM OF EXCAVATION LATERAL EARTH PRESSURES FORDESIGN OF BRIDGE - S21810.J1 OAKESDALE AV NUEOUNDATIONS� Channel will be designed to this load condition by the ex- cavation contractor 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 surcharge loading. Results of lateral analyses indicate a 24-inch outside diam- eter, 1/2-inch-thick, steel pipe pile embedded 50 feet below the bottom of the pile cap (approximately elevation 18) will provide lateral resistance to the applied earth loads . A maximum center-to-center pile spacing of 5 feet is required, along with filling the piles with structural concrete to increase their stiffness through composite action. As ex- pected, the maximum moment developed in the piles was within their unsupported length. Vertical pile capacity was 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 220 tons per pile was developed using a factor of safety of three applied to the sum of the dead and live loads . The pile embedment lengths required to support the ultimate load were estimated using static pile capacity formulas . Using the 160 ton ultimate load, a 50-foot-long, 24-inch steel pipe pile will provide the required vertical support along the west abutment. However , along the east abutment where the dense sand and gravel contact dips to near eleva- tion -40 (refer to the Subsurface Profile, Figure 4) , 65- foot-long piles are required for vertical 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. With these as- sumptions, tip resistance constituted approximately two- thirds of the estimated total pile capacity. Installation of the structural concrete should help reinforce a tip plug. However, proper cleanout of the pile and placement of tremie concrete at the cleanout interface is essential 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 mini- mize concerns on cleanout and pile capacity. A 5-foot min- imum plug is recommended with water or drilling mud being maintained at the top of the piles during cleanout and con- crete filling to prevent development of upward gradients and potential heave in the piles . 29 Driveability A driveability study was performed to evaluate hammer sizes , driving stresses , and potential driving criteria for the bridge soldier piles . A wave equation analysis was per- formed 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 pile design indi- cate 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 220 tons '(ultimate capacity) with reasonable penetration resistances of under 50 blows per foot. However, because of anticipated hard-driving conditions in the lower dense sand and gravel , the higher end of the hammer size range at 60 to 100 k-ft is recommended for the abutment piles . Penetration resistances required to achieve a capacity of 220 tons for hammers in this size range are anticipated to be in the range of 50 to 25 blows per foot. The final resistance and design pile capacity for the abutment piles should be es- tablished during construction using the contractors actual drive train. 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 minimum yield stress of typical steel piles at 36 ksi (not allowing for dynamic overstres- sing) . Careful evaluation of the contractor ' s drive train (hammer , cap block , etc. ) prior to establishing final driv- ing criteria is recommended to minimize the potential for overstressing the piles . Figure 6 presents a pile hammer data sheet that is recommended be filled out by the pile driving contractor for establishing the specifics of his proposed drive train and for establishing driving criteria using WEAP based on the contractors 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. 30 PILE HAMMER DATA SHEET j 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 20 RAM Ram Weight: Ram Length: I Ram Cross Sectional Area: (For diesel hammers) O U ANVIL ANVIL (With diesel hammers) Anvil Weight: C� CAPSLOCK Material: Area: Thickness Modulus of Elasticity - E (P.S.1) Coefficient of Restitution - e i PILE CAP Helmet Bonnet _ Weight: Anvil Block Drivehead �—� CUSHION Cushion Material: Area: Thickness: Modulus of Elasticity - E (P.S.I) Coefficient of Restitution - e j i 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 31 PILE HAMMER DATA SHEET SPECIFICATION SECTION 2301 - 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. 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 criterion requires the contractor to drive the pile to a required penetration resistance once the tip is below the specified minimum tip elevation. This minimizes the concern that installation procedures have reduced the vertical capacity of the pile. Pile Settlement Bridge abutment piles properly installed and established in the lower dense sand and gravel should not have a problem with excessive settlement. Group effects are not antici- pated to influence 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. Downdrag resulting from future SR 405 embankment widening or from permanent or construction dewatering in the area is not anticipated to cause a settlement problem for the soldier piles . Wing Wall Pile Design Beyond the bridge abutment, the soldier pile walls will ex- tend on either side of the SR 405 overcrossing structure ap- proximately 35 feet to support the future widening of the SR 405 embankment. These walls will extend out from the abutment wall until they intersect the new embankment slope, then slope to meet retaining structures which are planned along Oakesdale Avenue . The 35-foot distance was designed to minimize the impact of excavations for Oakesdale Avenue and associated retaining structures to the east and west on the existing SR 405 embankment. 32 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 through cantilever action. Therefore , this portion of the wall was designed for a braced rectangular lateral load distribution using the same design procedures as were given for the abutment piles . Where the wing wall breaks to slope with the future widened embankment, the cap will not provide restraint against lat- eral loads. Therefore , this wall system was designed using the triangular load distribution shown in Figure 7 . The procedures used for design of the cantilever walls are the same as those described previously for the braced piles ex- cept that the piles were free to deflect as a result of the applied loads , i .e. , they were unbraced. Results of lateral analyses on the cantilevered wing wall piles indicate 50-foot-long piles at a maximum center-to- center spacing of 4 feet are required to resist the lateral loads at the maximum section (wall height of 16 . 5 feet) . Maximum deflections on the order of 3 . 7 inches at the top of the piles are estimated for the construction load case . 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 33 IN/NG !�1/ALL T/M.B�.P LAGv/�t/G !�/LECAP CAST-/Al PLACE LEGEND: �ASC'/A P.4A AEL -2 PERMANENT GROUNDWATER LEVEL TO ELEVATION +4 AT DESIGN STATION CO/(/STX �D/it/T Tj ,t TO BOTTOM OF EXCAVATION TER LEVEL f/f ffP/LE T.PA�E/C II I I �/rU/5.�1 GPAOE" t� X �n i N -SZ- I I I I A LOl�t/EST EXCA!/AT/O1t/ ,D�/.4C�it/T —`—'�`— TO 4IIALL I I I _SECT/ON A F`,,GURE 7 !�i///UGI�I/�GL �L�k/�T/O/�/ 3� LATERAL EARTH PRESSURES FOR — DESIGN OF WINGWALLS — OAKESDALE AVENUE earth pressure diagrams shown in Figures 5 and 7 include reduced hydrostatic groundwater loads over normal ground- water levels described previously for this area of the proj- ect. Construction dewatering and permanent wall drains are critical to the stability of the retaining wall system to provide drawdown of hydrostatic groundwater levels . A drainage collection 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 removal . Weep holes should be installed at the base of the panels to provide added protection against hydro- static pressure buildup. Construction dewatering is also essential for installation and operation of the wall system until the permanent underdrain system is operational. This is discussed in more detail below. 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 SR 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 SR 405 for construction equipment o Facilitate installation of soldier piles along the sides of the existing embankment Disadvantages of the system include : o Placing and removing additional soil. 35 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 is presented in a later section of this report. Construction dewatering will be required in the area of the overcrossing structure to facilitate excavation for Oakesdale Avenue and installation of lagging and the concrete fascia panels . Groundwater levels must be drawn down and maintained below excavation levels and influence zones for wall pressure at all times . A minimum 5-foot drawdown below the deepest por- tion of the excavation is recommended to be maintained at all times during construction. 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. Groundwater observation wells are recommended to be installed to monitor the dewatering operation. Currently, the existing WSDOT contract documents for SR 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 SR 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 Ave- nue bridge . A monitoring system consisting of survey points , deflection markers , and slope inclinometers is recommended to accurately assess lateral displacement magnitudes for both the P-1 Channel shoring and the Oakesdale Avenue bridge piles . Steel plates are required to be placed temporarily over pile and pile cap installations for SR 405 traffic to remain op- erational during peak traffic hours . These plates will require: o Substantial overlap onto pavement to distribute load 36 o Even bearing support to limit vibration and bouncing o Sufficient weight or anchoring to resist bouncing o Beveled edges o Careful design to allow for span over the exca- vation and resist the applied dynamic loads In addition these plates will require even 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 potential 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 . The shoring and bracing should con- sist of steel sheets and members which are capable of pro- viding the lateral support necessary to brace the excavation side walls without excessive deflections or bending. OAKESDALE AVENUE Roadway Excavation Excavation for Oakesdale Avenue will generally be in silt and silty sand material that was found to overlay the site in a surficial layer 5 to 10 feet thick. The material is typically wet, having a moisture content in excess of an optimum for compaction, and contains a high percentage of fine-grain-sized material (smaller than a U.S . No. 200 sieve) , typically in excess of 20 percent . Refer to Fig- ure 4 and Table 4 for general material types , gradation, and moisture contents . This makes the native material difficult to reuse as backfill material because it will probably re- quire drying and is generally moisture sensitive because of the fines content. Therefore , native material is recommended for backfill only in noncritical areas where backfill com- paction requirements are low, and occurrence of future set- tlement is not critical . Beneath the SR 405 overcrossing structure , embankment ma- terial will be encountered in the upper 10 to 12 feet of excavation before reaching the native materials . The em- bankment material is pit-run gravel having a moisture con- tent (based on very limited sampling) close to optimum for the material . This material might be suitable for reuse as backfill material outside of foundation or drainage material zones if the overall moisture content of the excavated ma- terial is found to be suitable for proper compaction. 37 Cobble-sized material in excess of 3 to 4 inches may have to be screened out to facilitate compaction in lifts . Groundwater is anticipated to be encountered between eleva- tion 5 and 10 along the Oakesdale alignment. Therefore, dewatering will be required to establish a dewatered excava- tion surface for placement of roadway materials . Dewatering should begin prior to the start of any excavation to allow for groundwater drawdown within the excavation area prior to construction. The dewatering system should be designed to maintain groundwater levels a minimum of 5 feet below any portion of the excavation. Dewatering beneath the SR 405 overcrossing structure will be critical to the installation of lagging and facia panels along the soldier-pile walls . The dewatering system in this area should maintain dewatered conditions a minimum of H/3 or approximately 8 feet behind the face of the excavation to keep seepage from destabiliz- ing the excavation face or from influencing lateral earth pressures during construction. Grouting or other ground stabilization measures may be required to facilitate lagging placement if isolated seepage zones are encountered along the excavation face . Well points and/or deep wells are an- ticipated to be key elements of an effective dewatering sys- tem for the Oakesdale Avenue project. Roadway Drainage In order to meet vertical clearance requirements beneath the SR 405 overcrossing structure, Oakesdale Avenue will be re- quired to dip below SR 405 with a finish grade elevation for the centerline roadway low point at approximately 4 . As shown on the generalized subsurface profile, Figure 4 , this elevation is below observed groundwater levels at the site and over one-half of the project roadway is below elevation 12 , the design 100-year flood elevation for the project. Therefore , Oakesdale Avenue requires a permanent pumped underdrain system to remove groundwater and surface water from the pavement section. As discussed earlier, groundwater exists unconfined in the pervious , coarse-grained materials encountered onsite . Based on material gradations , the lower dense sand and gravel has the potential to have a permeability coefficient equal to or greater than the overlying fine-to-medium sand. Permeabil- ity coefficients for these coarse-gra ned materia s are es- timated to be in the range of 1 x 10 to 1 x 10 cm/s based on the material gradations presented in` Appendix B and permeability tests on representative samples of native mate- rials performed by Hong Consulting Engineers for the P-1 box culvert at SR 405 . Using flow net construction techniques to estimate seepage quantities at critical sections of the roadway and 38 interpolating between, potential groundwater flow rates are estimated to be in the range of 600 to 2 , 000 gallons per minute are estimated for low flow and flood conditions , re- spectively. Design of the underdrain system must incorpo- rate enough flexibility to handle groundwater flows in this range. Careful observation of the construction dewatering system installed onsite is recommended to verify the seepage quantities estimated above prior to installation of the un- derdrain system. Adjustments to the underdrain system may be required if a large discrepancy exists . The underdrain system for Oakesdale Avenue will consist of a series of perforated underdrain "laterals" installed in con- junction with a drainage blanket that collects and conveys groundwater from the roadway subgrade to the roadway "low point" where groundwater and surface water are combined and pumped to the P-1 channel . This type of collection system was selected based on the following criteria. o The system is flexible enough to handle the wide range in estimated groundwater flow rates . o Conventional system that is easily constructed using readily available materials. o Compatible with surface water collection (gravity) system to provide efficient drainage for Oakesdale Avenue . o Blanket provides high strength suitable for road- way surface . Perforated underdrain laterals in conjunction with the drain- age blanket beneath the Oakesdale roadway section will com- bine to maintain groundwater levels beneath the pavement section and eliminate hydrostatic uplift. A maximum lateral spacing of 30 feet, center-to-center, along with an 18-inch- thick drainage blanket are recommended to depress groundwater levels at flood stage to below the pavement section. The laterals should be in trenches below the drainage blanket to allow for drainage slope and provide effective groundwater removal from the roadway base materials. Because of the fines content of the near-surface materials along with the fine- to medium-grained sand encountered be- low, a geotextile fabric placed between roadway drainage materials and native soil is essential to control piping. This will prevent migration of fines into the collection system under the high-groundwater-flow gradients into the collection system and reduce the possibility of clogging. In addition, using a geotextile will allow the use of a more standard, open-graded drainage material for the lateral trenches and underdrain blanket, which provides for a more 39 efficient, cost-effective system. A high-quality grade non- woven geotextile fabric is recommended to be used to filter the native materials. Retaining Structures Retaining structures are required along portions of Oakes- dale Avenue to minimize right-of-way takes on adjacent prop- erty and to intercept surface water runoff in low areas of the site . Locations of retaining structures along Oakesdale Avenue are shown in Figure 2 . A gross allowable soil pressure of 2 , 000 psf is recommended for retaining structure foundations . This pressure was de- veloped on the assumption that loose zones may be present beneath isolated portions of the retaining wall foundations , and is recommended to minimize potential differential set- tlements between dense and loose areas of foundation soils. Footing widths should not be less than 5 feet when sized for the maximum allowable soil pressure . Settlements associated with the maximum allowable soil pres- sure are anticipated to be in the range of 0 . 5 to 1 . 0 inch. These settlements are predicted to be immediate settlements (typical for granular foundation soils) , which should occur during construction and backfilling of the retaining wall systems . Because of the presence of soft or loose zones within a generally medium-to-dense foundation profile, dif- ferential settlements could be significant where structures span these zones . Maximum differential settlements on the order of 0 . 75 inch are recommended to be accounted for in design of the earth retaining structures . To reduce the potential for excessive differential settlements developing beneath retaining structures , the following recommendations are made for construction of the structures : o Dewater to a minimum of 5 feet below deepest por- tion of excavation prior to initiation of exca- vation activities. o Overexcavate a minimum of 18 inches beneath wall foundations within influence zone (lH to 2V ex- tention below footing base) of foundation. o Proof roll or inspect the excavation bottom to detect loose zones within in situ subgrade mate- rials--replace loose zones with crushed rock if encountered. o A woven geotextile fabric is recommended to be placed under replacement rock to provide sepa- ration and strength to subgrade materials . 40 o Compact foundation gravels in thin lifts (6 inch maximum) to create firm pad for walls. Active earth pressures are recommended to be used for design of the Oakesdale Avenue retaining structures . An equivalent fluid pressure of 43 pounds per square foot is recommended for soil above design _groundwater levels and 21 psf below these levels . Hydrostatic water pressures should be applied to the wall below the design groundwater level. Active earth pressures require wall translation or rotation on the order of . 002 H to . 004 H (where H is the wall height) to develop the 'minimum' active earth load condition. Where movements of these magnitudes are intolerable, the wall de- sign should be performed using at-rest pressures that would develop under restrained conditions . A minimum 2-foot con- struction surcharge is recommended to be added to H for wall design under construction conditions . Soil unit weights to be used in assessing the overall sta- bility of the retaining structures are given in Table 8 , along with a summary of equivalent fluid pressures to be used for design. Table 8 EQUIVALENT FLUID PRESSURES (EFP) AND SOIL WEIGHTS FOR DESIGN OF OAKESDALE RETAINING WALLS i ABOVE/BELOW DESIGN GROUNDWATER LEVELS Active Side Passive Side Soil Unit Soil Unit EFP Weight EFP Weight. Wall Location (PSF) (PCF) (PSF) (PCF) Oakesdale West Side 43/21 130/68 459/239 130/68 Oakesdale East Side 43/21 125/63 459/239 130/68 Passive pressures will develop at the toe of retaining struc- tures with buried foundations to help resist sliding and overturning of the wall . However, development of full pas- sive resistance over the entire embedment length may be af- fected by future construction at the toe of the wall or disturbance to near-surface materials by frost-action, ero- sion, landscaping, or construction. Therefore, only limited passive resistance should be included for sizing structural elements and checking overall stability of the wall . A pas- sive earth pressure coefficient of 3 . 53 is recommended for use along with a soil unit weight of 130 pcf at the toe of retaining walls. This yields an equivalent fluid pressure of 459 psf above the groundwater table and 239 psf below the water table, as shown in Table 8 . Passive pressure should 41 be applied over, or limited to, the thickness of the wall footing for design of the wall under normal operation or flood conditions, and should be neglected entirely for con- struction conditions . Groundwater levels to be used in design of the Oakesdale Avenue retaining walls were developed using a maximum flood elevation of 12 , as provided by the City of Renton, and as- sessing the groundwater drawdown characteristics of wall backfill materials and backfill geometry. Based on this assessment, a groundwater elevation of 7 should be used for wall design under flood loading conditions and an elevation of 5 should be used for normal operation and construction loading conditions . For the southeast Oakesdale retaining wall , there is a potential for groundwater to build above elevation 7 if the P-1 channel water level raises above ele- vation 12 and the catch basin, that drains this area of the project (to the P-1 channel) , backs up. Therefore , flood conditions for this wall should be evaluated using a ground- water elevation. of 12 in assessing wall stability. To ensure hydrostatic forces are minimized behind the Oakes- dale Avenue retaining walls , a free-draining backfill should be specified for behind the structures . Weep holes located at the base of the wall stem should be provided to convey water collected in the backfill to the Oakesdale Avenue un- derdrain system. In assessing the overall stability of the project retaining structures , a minimum factor of safety of 1 . 5 should be used for sliding and overturning of the walls under normal opera- ting conditions . A minimum safety factor of 1 .25 is recom- mended for evaluating wall stability under extreme and/or temporary loading for flood and construction conditions . A 1 coefficient of friction for base sliding of 0 . 53 (tan 28 de- grees) is recommended for sliding calculations. Pavement Design The subgrade for Oakesdale Avenue will consist, in general, of two material types (refer to the site subsurface profile in Figure 4 ) : loose to medium stiff silty sand and silt along most of the alignment and a generally poorly graded fine to medium-grained sand zone along the "belly" of the alignment. Note that the roadway subgrade will lie approxi- mately 2 . 5 feet below the centerline profile , shown on Fig- ure 4 , assuming a 1-foot-thick flexible pavement section and 18 inches of drainage blanket material. Design charts have been developed which relate the pavement design parameters resistance "R" value and California Bear- ing Ratio (CBR) value to material types (Portland Cement Association, 1966) . Based on the two material horizons 42 presented and discussed above, the following pavement design parameters were obtained: o CBR-value 9 to 15 o R-value 40 to 51 The range indicated for the pavement design parameters re- flect the transition from the upper silty sand to silt mate- rials at the lower portion of the range, to the more granular, lower sand materials at the upper portion of the range. They are applicable to the saturated subgrade conditions which will be encountered onsite . Localized loose or soft zones may exist within each of the two material horizons which could have design parameter values lower than those listed above. These zones will have to be visually detected and replaced during excavation, subgrade preparation, and compaction of roadway materials . Proof rolling is not rec- ommended for the moisture-sensitive subgrade materials . The contractor should limit disturbance to these materials dur- ing preparation for roadway material placement. If distur- bance occurs , the loosened material either should be removed and replaced with suitable granular material or should be brought to the optimum moisture condition (probably through scarification and aeration) and recompacted in thin lifts to 95 percent relative compaction. P-1 CHANNEL P-1 Channel Retaining Wall Because of the proximity of the P-1 Channel to Oakesdale Avenue (approximately 20 feet from edge of roadway to the edge of the channel) and because of the difference in ele- vation of their finished grades , a major retaining wall is required to separate the P-1 Channel from Oakesdale Avenue. This wall has a top-of-wall elevation of 14 and a variable height soil backfill ranging from approximately 13 at the north and south ends of the Oakesdale Avenue project (at SW Grady Way and SW 16th Street) to approximately 9 where the wall ties into the P-1 Channel box culvert at SR 405 . Allowable soil pressure recommendations given previously for the Oakesdale Avenue retaining walls are also recommended for the P-1 Channel retaining wall . In summary, these con- sist of the following: o A maximum allowable soil pressure of 2 , 000 psf with a minimum footing width of 5 feet o Differential settlements on the order of 0 . 75 inches should be accounted for in design of the wall 43 o Total settlements on the order of 1-inch maximum should be anticipated to occur during construction and backfilling of the structure . Foundation preparation recommendations given previously for the Oakesdale walls are also recommended for the P-1 Channel foundation subgrade . A well-graded granular material, which, when properly compacted will have a relatively low permea- bility, is recommended for the P-1 Channel retaining wall foundation base . This will reduce the seepage potential beneath the wall from the P-1 Channel and lower the poten- tial for piping problems at the Oakesdale Avenue underdrain system. A separation (woven) fabric is recommended beneath the base material to improve stability and placement of foundation materials. The City of Renton has requested that the P-1 Channel re- taining wall be designed as per Soil Conservation Service (SCS) guidelines to facilitate SCS funding of a portion of the Oakesdale Avenue project that relates to the P-1 Channel . SCS design standards define yielding and nonyielding retain- ing walls for which active and at-rest lateral earth pres- sures should be used in design of the wall system based on a ratio of the wall stem thickness to the wall height. If this "stiffness" ratio is greater than 0 . 085 , the wall is defined as nonyielding and at-rest pressures apply. Other- wise , the wall is considered yielding and active pressures will apply. Based on preliminary calculations for the wall , the P-1 Channel retaining wall is yielding and, therefore , should be designed structurally using active pressures . In addition, wall translation or rotations on the order of 0 . 6 inches ( . 003 H) are required for the wall to develop active pressures . Since this movement is less than the po- tential 0 . 75 inches of differential settlement which the wall will be designed to take, active pressures will likely develop behind the wall due to wall movement. Therefore , it is recommended that overall wall stability should be as- sessed on the basis of active pressures behind the wall as per SCS design guidelines . Based on discussion with the SCS, at-rest pressures are suggested to be applied over the footing thickness at the heel of the wall to account for a "buildup" of pressure over this very rigid portion of the wall . Equivalent fluid pressures to be used in the design of the P-1 Channel retaining wall are given in Table 9 . 44 Table 9 EQUIVALENT FLUID PRESSURES (EFP) AND SOIL WEIGHTS FOR DESIGN OF P-1 CHANNEL RETAINING WALL ABOVE/BELOW DESIGN GROUNDWATER LEVELS Active At-Rest Passive Soil Unit Soil Unit Soil Unit EFP Weight EFP Weight EFP Weight (PSF) (PCF) (PSF) (PCF) (PSF) (PCF) 43/21 130/68 57/30 130/68 459/239 130/68 Passive pressure will develop at the toe of the wall as dis- cussed previously for the Oakesdale Avenue retaining walls , however, only limited passive resistance should be included for sizing structural elements of the wall and checking the overall stability. Passive pressures should be applied over or be limited to the thickness of the wall footing for de- sign of the wall under normal loading or flood loading con- ditions and should be neglected entirely for construction loading conditions . Seepage Control Control of seepage out of P-1 Channel is a major concern for the long-term performance and operation of the Oakesdale underdrain system. Effective control of seepage is required to guard against piping of subsurface materials into the Oakesdale underdrain system and develop a "short circuit" in the seepage flow path between the roadway and the channel. Seepage flow nets and head loss calculations for seepage paths from the P-1 Channel to Oakesdale Avenue indicate a piping problem exists because of the close proximity of the two facilities . These calculations indicate a critical need to provide a good filter zone around the underdrain gravel of Oakesdale Avenue and to improve the head loss charac- teristics of the subsurface between the P-1 Channel and Oakesdale Avenue . The underdrain filter zone will be pro- vided by the geotextile blanket which was previously recom- mended to be placed between underdrain materials and native materials for the Oakesdale Avenue underdrain system. A seepage barrier is also recommended to increase the head loss between the facilities . At the P-1 Channel box culvert at SR 405 , a sheet pile cut- off and low permeability foundation material for the box culvert have been recommended as a seepage barrier. These provisions were selected since they required minimal change 45 to the existing box culvert design and WSDOT contract docu- ments . However, beyond the box_ culvert along the open chan- nel, two seepage barrier alternatives were evaluated on the basis of relative cost and effectiveness as a seepage barrier. The evaluated alternatives were a vertical sheet pile cutoff wall and a horizontal geomembrane liner. Both systems were found to have comparable installation costs . However, for the same relative cost, the geomembrane liner provides : o Improved head loss characteristics between the two facilities by increasing the flow path o Reduced piping potential of material into the underdrain system as compared to the sheet pile cutoff wall . This is because the very dense nature of the lower sand and gravel materials and the observed variability of the interface between the lower dense sand and gravel and the upper medium dense sand compromise the constructability and therefore the effective- ness of the sheet pile cutoff wall. In addition, the geo- membrane liner was considered the more constructable of the two alternatives in terms of providing an effective seepage barrier, since the integrity of the system can be monitored during installation. A geomembrane liner was selected over a natural liner (clay) material because of ease of con- struction and it is believed to provide a better seal along the P-1 Channel retaining wall and box culvert. A 30-mil PVC geomembrane liner is recommended on the basis of the following: o Readily available material o Low cost compared to other geomembrane types o Easily installed compared to other geomembrane types , i .e. , seaming in the field is much easier than other types and is more tolerable to diffi- cult construction conditions o Easier to repair due to its ease of field seaming Foundation preparation recommendations for the liner are as follows : o Dewater to 5 feet below the excavation to remove water influence on subgrade materials o Grade the subgrade smooth and proof roll or in- spect to ensure firm, compact subgrade to support liner and construction equipment without rutting. Remove any pockets of organics or open-graded gravels to improve liner effectiveness 46 The liner is recommended to extend the full width of the channel (approximately 60 feet) and should not be brought up the other side to create a "bath tub" effect. This is to reduce the potential for hydrostatic uplift lifting the liner. Place a minimum of 2 feet of native sand over the liner to protect it against construction equipment. Provide a mini- mum of 5 feet of final cover over the liner to protect against hydrostatic uplift. Proper attachment of the geomembrane to the P-1 Channel retaining walls and box culvert is critical to the effectiveness of the barrier. The liner should be connected to the top face of the footing using a continuous anchor plate , which would seal the geomembrane to the wall foundation. An L-shaped transition wall will be placed at the inlet and outlet of the SR 405 , P-1 Channel box culvert, which will provide a surface to which the liner can be connected. This transition wall will tie into the P-1 box culvert with a water stop. 47 (IT J�, h APPENDIX A SOIL BORING LOGS 4M s - PROJECT NUMBER BORING NUMBER - S21810.J1 B1 � = SHEET 1 OF 2 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Median I-405 Appx. Sta. 14+65 ELEVATION 24.46' Krin Drilling Co., Inc. � DRILLING CONTRACTOR g 9 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 8TINISH 05:30 26 Jun 8 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST 0 W O ¢ RESULTS NAME, GRADATION OR PLASTICITY, _U DEPTH OF CASING f U > Z w w PARTICLE SIZE DISTRIBUTION. COLOR. DRILLING RATE. j F 00 LL ¢ W m 6--6"-6- MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. W W M y w !N1 OR CONSISTENCY, SOIL STRUCTURE. c7 TESTS AND Z a: MINERALOGY.USCS GROUP SYMBOL ti INSTRUMENTATION 12" ASPH Concrete ( Sandy Gravel GW 2"minus S1 4" 50/6" Well Graded Gravel with Silt and Sand wiHard 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 S4 16 6-8-11 Poorly graded sand (SP) SM „ (19) Medium grained; gray; wet Lab Test Result, TYP Medium dense 20 S5 12 G-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 • z SOIL BORING LOG Oakesdale Avenue Meridian I-405 Appx. Sta. 1 +65 PROJECT LOCATION Annx- Offset 37'L ELEVATION 24.46' Krig g n Drillin Co. Inc. DRILLING CONTRACTOR � 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 87FINISH 05:30 26 Jun 87 GWA LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z O RESULTS NAME, GRADATION OR PLASTICITY, _U DEPTH OF CASING. w Q ccF U Z cc PARTICLE SIZE DISTRIBUTION, COLOR, -� DRILLING RATE, > F p LL < Z 0-1 w w mO 6"-6"6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w w �- } w INI OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w o m v> Z t-Z ¢ MINERALOGY.USCS GROUP SYMBOL vi INSTRUMENTATION S7 12" 12-18-22 Well graded sand with gravel (SW) (40) 20% Gravel 80% medium fine sand Gray, wet, dense 35 i 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 Gray, wet, very dense 45 ••J.'..' s10 16-21-50 Well •• .e 1 Graded Sand with Gravel (SW) (71) 20% Gravel 80% Medium to coarse sand Gray, wet, very dense 50 Sll 40-50/8" Well Graded Sand with Gravel (:SW) BOH 53.5' Same as above • �, Observation well set ;::•� with tip at 52 ft. 55 Q: .1 60 aFv 11 R9 cnAM m,Rh - PROJECT NUMBER BORING NB2 UMBER - S21810.J1 SHEET 1 OF 3 r ? SOIL BORING LOG 96 PROJECT Oakesdale Avenue I-405 Bridge Appx. Sta. + I LOCATION j{ppyL, (lffcat �5 T 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 tINISH 06:30 27 Jun 8 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w O ¢ RESULTS NAME, GRADATION OR PLASTICITY. _U DEPTH OF CASING, U < Z M w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE. Q =3 LL ¢ Q m > 6--6'-6- MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a-j¢ � Uj L) 1N1 OR CONSISTENCY, SOIL STRUCTURE, 2 0 TESTS AND w O m Uj ai ? Z ¢ MINERALOGY,USCS GROUP SYMBOL Cn OJ INSTRUMENTATION Sl 4" 50 5" Well Graded Gravel with Silt & Sand 4" minus in cuttings Tan, moist (GW) 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 S4 12" 4-6-7 4" Silty fine sand (SM) (13) 4" Poorly graded sand with organic(wood) (SP) 4" Well graded sand, medium fine (SW) 20 Gray, medium dense, wet 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 © SHEET OF SOIL BORING LOG Oakesdale Avenue Appx. Sta. 14+96 PROJECT LOCATION _ 1-405 Bridge App"offset 35'_L ELEVATION 24.32' DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT_ 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 17 01:00 27 Jun 8Z 06:30 27 Jun 8 7 27 Jun 87 START tINISH LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w o Cr RESULTS NAME. GRADATION OR PLASTICITY, _U DEPTH OF CASING. U a Z Ir w PARTICLE SIZE DISTRIBUTION COLOR, _j DRILLING RATE. > H O LL ¢Lijw w co 6"-6" 6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, u w w Li' a � w (Ni OR CONSISTENCY. SOIL STRUCTURE. 2 O TESTS AND w O m an Z F Z ¢ MINERALOGY,USCS GROUP SYMBOL OJ INSTRUMENTATION -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 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 11182 FORM D1,566 - PROJECT NUMBER BORING NUMBER ® S21810.J1 B2 SHEET 3 OF 3 r SOIL BORING LOG Oakesdale Avenue Appx. Sta. 14+96 PROJECT LOCATION I-405 Bridge n�yG 0$€se€-35'b ELEVATION 24.32' 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 GWA WATER LEVEL AND DATE START FINISH LOGGER SAMPLE STANDARD PENETRATION SOIL DESCRIPTION COMMENTS z TEST 0 w Q Z¢ ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING, F U z w w PARTICLE SIZE DISTRIBUTION. COLOR, DRILLING RATE, 0 LL 2 w M 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. W w w= ~ CL w (N) OR CONSISTENCY, SOIL STRUCTURE, 2 00 TESTS AND w O m rn z H z ¢ MINERALOGY,USCS GROUP SYMBOL INSTRUMENTATION I .Ks:•� Si3 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 -� i I REV 11,,82 FORM D1586 - PROJECT NUMBER BORING NUMBER — S21810.J1 B3 SHEET 1 OF 3 SOIL BORING LOG Oakesdale Avenue Southbound Shoulder 170' from I-405/13 PROJECT ' LOCATION PPX cta 14+66 Apex 9€€bet 20'R. ELEVATION 24.24 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 TEST Z O w RESULTS NAME, GRADATION OR PLASTICITY. U DEPTH OF CASING. z Q Q =3 UQ > <w > PARTICLE SIZE DISTRIBUTION, COLOR. JO DRILLING RATE LL , > O CC m O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. Uj L w w� H y 2 w (N) OR CONSISTENCY, SOIL STRUCTURE. �00 TESTS AND w O CO(n Z F Z Cr MINERALOGY,USCS GROUP SYMBOL 'A_j INSTRUMENTATION 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 (66) 10 S-3 3" 2-2-7 Silty Sand, poorly graded sand, fine (9) grained with 15-20% low plast silt, Gray,Moist,Loose (SM) 15 J. S4 18 2-5-7 Poorly graded sand, fine to medium Lenses of siltier material (12) grained with 115% np silt, gray, moist, (SP-SM) to ((SM) noted in loose Q (SP) sample 20 - Brown (SP-SM) layer at 18' . Wet at tip of sampler 7-19-22 Well graded Gravel with sand, Well grade SP -fine to medium poorly (41) sand, Gravels to 1/2 inch, np silt at n graded sand in first 3 3-5 e(.J: inches of sample; Sub 25 Gray, Wet, Dense (SW) to (GW) O rounded gravels Qo :o S6 10" 7-10-20 Sandy gravel, well graded sand in well (30) graded gravel matrix, subrounded to 3/4" !b o Gray, wet, dense, np silt at 45% (GW) 30 :DU REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B3 2 3 SHEET OF SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Southbound Shoulder 170' from I-405/13 24.24'ELEVATION DRILLING CONTRACTOR Krin g Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auaer 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 o ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. U > z w w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE. =3 a Cr m > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY > O LL w w O mO DRILLING FLUID LOSS. W CL w w� F- d w (NI OR CONSISTENCY, SOIL STRUCTURE, 20 TESTS AND w O m(A z z Q MINERALOGY,USCS GROUP SYMBOL H INSTRUMENTATION 3a- S7 18114-3-5 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 sand with 4 5ysilty, gray, (ML) wet, loose at 34' 35 Silty sand, very fine, poorly graded san • S-8A sampled (SW) (37) with 20-35% np silt, gray, stiff to med- ium dense, wet lower 5", Gravelly sand S-8B sampled (SM) 40 with (SM) silt, well graded gravels, - subrounded to 1/2", in well graded sand matrix with 10-20% np silt, gray,wet, dense, (SW-SM) to (GW-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 b�;• 6" heave noted (17) gravel, fine to medium (Maximum 1/2") rounded gravels, gray, wet, loose (GP) 50 6il ill, 11-20-19 Poorly graded sand, fine to medium with r"'•'.SP-SM Gravelly near top o (39) OCL gravel, gray, wet, medium dense (SP) �';�:�:: sample. 3/4" thick organic wood 55 debris noted at A53.5' S12 18" 7-10-12 Poorly graded sand as above (SP), fine t• 7" heave noted (22) medium grained, occasionally coarse san and small gravel, gray, wet, medium dens (SP) REV 11:'82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 B3 SHEET 3 OF 3 SOIL BORING LOG ppx. a. O PROJECT Oakesdale Avenue LOCATION Southbound Shoulder 1 'iq+btD . 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 Q RESULTS NAME. GRADATION OR PLASTICITY. _U DEPTH OF CASING. U ¢ Z w PARTICLE SIZE DISTRIBUTION, COLOR, w DRILLING RATE. w > F O LL ¢ Q CO 0 6"-6"-6" MOISTURE CONTENT.RELATIVE DENSITY w O m DRILLING FLUID LOSS. L w w cc � y v (N) OR CONSISTENCY. SOIL STRUCTURE, U TESTS AND w m U) Z Z ¢ MINERALOGY.USCS GROUP SYMBOL m 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" pp poorly y 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) 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 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue Penton North Bound Shoulder I-405 LOCATION Appm Sin 14+44 Apf))E Off9e= 33'b 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 Z TEST O w 0 ¢ RESULTS NAME, GRADATION OR PLASTICITY, U_ DEPTH OF CASING. U < Z w w PARTICLE SIZE DISTRIBUTION, COLOR. DRILLING RATE, Q =3 LL ¢ m 0 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY O w m DRILLING FLUID LOSS. w a OJ m � n � OC (N1 OR CONSISTENCY. SOIL STRUCTURE, C7 TESTS AND w O m N Z Z Q MINERALOGY.USCS GROUP SYMBOL ti INSTRUMENTATION Sandy gravel, 3 1 5" 1-24-35 Well graded gravel with silt and sand 2" Asphalt (59) Well graded gravels up to 6" cobbles, 14, S-1 Embankment Pit Run Well graded sand with 5-10% np silt Materials, rounded Brown, moist, very dense (GW-GM) 5 Gravelly sand, S2 10" 10-43-19 Well qraded sand with silt and gravel (62) With gravels to 3/4" lU-1b% np silt, 10 Brown, moist, dense (SW-SM) to (SM) S3 18" 2-3-4 Sandy Silt, low plast silt with 35-45% (7) very fine sand, zones of (SM) also Gray, wet, soft (ML) 20%S 15 IX Mixed mud to minimize 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 V. S5 13" 1-1-1 Poorly graded sand, fine to medium grain %:; 4" heave - spun (2) with 4 5% np silt out before sampling Gray, wet, loose (SP) 25 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 5-10% np silt, gray, wet, dense (SW-SM) RFV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER ® S21810.J1 B4 SHEET 2 OF 3 r 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 O W _j O ¢ RESULTS NAME, GRADATION OR PLASTICITY, _U DEPTH OF CASING U Q Z Cr w PARTICLE SIZE DISTRIBUTION, COLOR. _j DRILLING RATE, w j H O LL w w >O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. Uj w w� a} w (N) OR CONSISTENCY. SOIL STRUCTURE. 0 TESTS AND w m w Z t Z Cr MINERALOGY.USCS GROUP SYMBOL u}i INSTRUMENTATION 33 S8 13" 13-19-24 Well graded sand coarse to fine, 10-150 (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 (8) medium, gray,wet,loose (SP) Trace np silt 40 oa S10 1.5" 27-33-37 Well graded g gravel with sand, coarse to O"•0.� (70) fine in well graded sand matrix coarse t fine, trace np silt, o 45 Gray, wet, dense (GW) O Q o 'o o.• •4'00 Sll 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) :�a p.... S12 13" 16-25-36 Well graded sand with gravel, coarse to (61) fine with fine to medium gravels, 1/2" maximum, subrounded, trace np silt 55 Gray, wet, very dense (SW) S13 1811+ 50/6" Poorly graded sand, fine to medium Heave in S13 Gray, wet, dense Full sampler RFV 11 R9 FnRM ni5RR PROJECT NUMBER BORING NUMBER - S21810.J1 B4 SHEET 3 OF 3 SOIL BORING LOG ppx. bta. pp se 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 TEST O w O Q RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. U ¢w j PARTICLE SIZE DISTRIBUTION. COLOR, DRILLING RATE. C x 3 LL ¢ m 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, L w w Uj� j 7 O (N) OR CONSISTENCY, SOIL STRUCTURE. TESTS AND w O m N Z F Z MINERALOGY,USCS GROUP SYMBOL ]Nt�J INSTRUMENTATION �•;rt .ono•. 63 S14 8" 43-50/5" Well graded gravel with sand, coarse to f10 Rounded to subround fine in well graded sand matrix, trace ,v••gravels to 1" np silt, gray, wet, very dense (GW) d, Sampler full with slough/ 65 heave GW-GM O•o.. .eQ: .c Q 4'�••0 S15 14" 31-46-50 Well graded gravel with sand, as above 1 6 Gravels in sampler (96) with 5-10% np silt, gray, wet, very -:b C7 fragmented from spoon. dense (GW-GM) :� Gravel size 1'+ 70 nn D:O1/ o••C J� S16 6" 35-43-43 Well graded gravel with sand, as above _:- . Gravels in sample tip (86) with ^ 5% np silt (GW) o,:, n` EOB 75 -Observation well set at N30 feet REV 11,82 FORM D1586 - PROJECT NUMBER BORING NUMBER — S21810.J1 B5 SHEET 1 OF 2 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 13+80 Appx. Offset 29'R g gCo.,4.37' Krin Drilling onc. 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 8LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. O w < o ¢ RESULTS Q =3 UQ j Q W LU PARTICLE SIZE DISTRIBUTION, COLOR, OJ DRILLING RATE. O LL M w m O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a_¢ w a U INI OR CONSISTENCY, SOIL STRUCTURE. TESTS AND w 0 m of Z Z ¢ MINERALOGY,USCS GROUP SYMBOL y INSTRUMENTATION 2" Asph Concrete 4" minus Gr in cuttings 2.5 S1 18" 23-44-35 Silty gravel with sand (GM) (79) 15% Silt 25% Sand 60% Gravel Tan, Moist, very dense 5 S2 2" 50/1" Same as above (GM) 4 Bouncing Refusal Redrill 10 ST1 24" Plastic Silt 77— 15 16 3-7-15 Silt, Gray, moist, very stiff (ML) MH (22) Sand in tip of sampler S4 16" 10-10-17 Well graded sand with silt (SW) 4. (27) 10% Silt 90% Medium to fine sand SM Gray, medium dense, and wet. 20 S5 18" 5-17-24 Well graded sand, medium to coarse (SW) (41) Gray, wet, dense 25 S6 18" 9-23-25 Well graded sand, medium to coarse (SW) (48) gray, wet, dense 30 REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B5 SHEET 2 OF 2 e� SOIL BORING LOG Oakesdale Avenue PROJECT LOCATION Apnx_ Sta- 11+80 Annx_ Offcat 29'R ELEVATION 24.37' DRILLING CONTRACTOR Kring Drilling Co., Inca DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 19' 28 Jun 87 START 0110 28 June 8WINISH 0600 28 Jun 8ZOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. Q RESULTS =3 UU j z w j PARTICLE SIZE DISTRIBUTION, COLOR, OJ DRILLING RATE, O LL Cr w m p 6"6" 6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a-j¢ L a U (N) OR CONSISTENCY, SOIL STRUCTURE, U TESTS AND w G M Lf ? Z Q MINERALOGY, USCS GROUP SYMBOL 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 S10 4" 50/5" Well graded sand with gravel (SW) (100+) 40% 1/2" gravel 60% medium to fine sand Gray, wet, very dense P. 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 ❑� ,• Aa cngre n+Sae - PROJECT NUMBER BORING NUMBER - S21810.J1 B6 SHEET l OF 1 r ; 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 lJul 87 FINISH 13:30 1 Jul 87 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING Q =;a C w LU PARTICLE SIZE DISTRIBUTION, COLOR, OJ DRILLING RATE, Q m 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY > O LL w w O m DRILLING FLUID LOSS. w a te¢ t a U IN1 OR CONSISTENCY. SOIL STRUCTURE, 2 O TESTS AND w O m u=i Z Z Ir MINERALOGY,USCS GROUP SYMBOL N INSTRUMENTATION 2.5 S1 loll 2-1-2 Silty sand (SM) ML (3) 30% low plast silt 70% fine sand Mottled tan and gray, wet, very loose 5 S2 loll 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 S4 14" 6-14-17 Layers of well graded sand medium to (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' ''?l•:• SW 25 30 REV 11,82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 B7 SHEET 1 OF 1 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta 11+80 Appx. Offset 21'L ELEVATION 15.1' DRILLING CONTRACTOR Kring Drilling Co., Inc. 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 GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w O ¢ RESULTS NAME, GRADATION OR PLASTICITY, _U DEPTH OF CASING, U Q Z w w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE, a m 6"-6" 6" MOISTURE CONTENT.RELATIVE DENSITY U j H p LL w w 0 m DRILLING FLUID LOSS, w a_j M a U (N) OR CONSISTENCY. SOIL STRUCTURE. 2 U TESTS AND w 0 m(n ? Z ¢ MINERALOGY.USCS GROUP SYMBOL y OJ INSTRUMENTATION i Concrete rubble at 6" moved hole Sl 14" 4-3-5 Silty sand (SM) (8) 25% silt 75% fine sand ML Mottled tan/gray, moist, very loose 5 117 S2 12" 4-26-34 Layers 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 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B8 SHEET 1 OF 1 I SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 12+55 Appx. Offset 3'R ELEVATION 12.5' DRILLING CONTRACTOR Kring Drilling Co., Inc. 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 Gain SAMPLE STANDARD PENETRATION SOIL DESCRIPTION COMMENTS TEST O W O ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. U <w w PARTICLE SIZE DISTRIBUTION, COLOR, -� DRILLING RATE. j �O a: W co0 6"6"6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSSUj . J W W j w (N) OR CONSISTENCY. SOIL STRUCTURE. O TESTS AND w O W 0 Z ccMINERALOGY.USCS GROUP SYMBOL (A OJ 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 I S2 12" 9-10-10 Well Graded sand with silt (SW) (20) 10% Silt, 100 1" gravel, medium to coarseI sand, Tan top, Gray bottom, top siltier Wet, Medium dense 10 i S3 12" 10-50/6" Well graded sand (SW) ounce (100) Medium to coarse Gray, wet, very dense 15 S4 10 9-59 6 Well graded sand (SW) Slight 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 30 RFV 11iR9 FORM I115RR - PROJECT NUMBER BORING NUMBER - S21810.J1 B9 SHEET 1 OF 1 . z 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 Q Cr RESULTS NAME, GRADATION OR PLASTICITY, U_ DEPTH OF CASING. U w w PARTICLE SIZE DISTRIBUTION, COLOR, -j DRILLING RATE, =3 LL ¢ Q m > 6--6--6" MOISTURE CONTENT,RELATIVE DENSITY O > H O w w O m DRILLING FLUID LOSS, LU w w j w (N) OR CONSISTENCY SOIL STRUCTURE, 2 OU TESTS AND w a m W Z F Z m MINERALOGY,USCS GROUP SYMBOL y-j INSTRUMENTATION 2.5 Sl 12" 2-2-3 Top 6" Silty Sand (SM) (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) (41) Gray, Wet, Dense 24.0� 25 30 REV 11/82 FORM D1586 PROJECT NUMBER BORING NUMBER - S21810.J1 B10 � a SHEET 1 OF 1 o 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 0620 2 JUL 87 2 JUL 87 START FINISH 0745 2 JUL 87 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION z TEST 0 w 0 ¢ RESULTS NAME, GRADATION OR PLASTICITY, _U DEPTH OF CASING. U � Q w w PARTICLE SIZE DISTRIBUTION, COLOR. 0 DRILLING RATE. � �_0 a Cl LU w m 0 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, W w w M y w (N) OR CONSISTENCY. SOIL STRUCTURE. D TESTS AND w G M of Z F z MINERALOGY.USCS GROUP SYMBOL H OJ 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 5 '_ 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 uger 'N' High 15 S4 16" 6-8-50 Well graded sand, medium to coarse (SW) (58) Gray, wet, dense Occasional pods of silt 20 55 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 REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER 521810.J1 Bll SHEET Ell SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 17+11 Appx. Offset 24'R 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 0845 2 JUL 87 0945 2 JUL 87 2 JUL 87 START FINISH LOGGER GWA i SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w _j o a: RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING, w PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE, Z 1-0 U. M W m O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY M DRILLING FLUID LOSS, J W W M H y w (N) OR CONSISTENCY, SOIL STRUCTURE, 20 TESTS AND w O m cn Z Z MINERALOGY,USCS GROUP SYMBOL H INSTRUMENTATION '0 . 2.5 r non-engineered fill with : �►Y;1 concrete rubble must be 12 minus but some up to rf173' x 4' x 6" with reiniforcing steel 2"5 �(�' minus, gravel in cutting is also I S1 18" 3-3-4 Silty sand, (SM) CL (9) 20% silt, 80% fine sand Mottled gray, tan Moist, Loose 10 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 SHEET 1 OF 1 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION Appx. Sta. 15+94 appx. Offset 29'R ELEVATION 19.3 DRILLING CONTRACTOR Kring 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 Z TEST O w -1 o ¢ RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING. U > Q w j PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE. O a ¢ w O 6" 6" 6" MOISTURE CONTENT, m DRILLING FLUID LOSS. L a-i x a U (Ni OR CONSISTENCY. SOIL STRUCTURE, 2 U TESTS AND w O m V)i Z Z ¢ MINERALOGY.USCS GROUP SYMBOL of OJ INSTRUMENTATION Random fill (GM Silty gravel 2.5 Sl 16" 3-3-3 Silty Sand, (SM) (6) 40% silt, 60% fine sand, some wood 7 Brown, dry, loose )r % Silt is organic 5 1 -5 Silty sand, (SM) (9) 20% silt, medium to fine sand Tan, dry, loose 10 Top 2" same as above unit, siltier _V - 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) (15) Layers (3" - 4") medium to fine and Medium to coarse Wet, medium dense 25 30 RFV 11iR2 FORM n1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 B13 SHEET l OF l • 1 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 ill 2 JUL 87 START 1145 2 JUL 87 FINISH 1230 2 JUL 87 LOGGER GWA SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING, U j Z w w PARTICLE SIZE DISTRIBUTION. COLOR. w DRILLING RATE. F 0 LL m a m 0 6"6"-6" MOISTURE CONTENT,RELATIVE DENSITY O w O m DRILLING FLUID LOSS. L w w � y w (N) OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w a m in Z z m MINERALOGY,USCS GROUP SYMBOL 0-j INSTRUMENTATION Gravelly silt (ML) 2.5 Si 12' 3-3-5 Silty sand (SM) . (8) 25% Silt, fine to medium sand Tan, Dry, Loose 5 S2 12" 3-4-11 Well graded sand (SW) SP (15) Medium to coarse Tan, Moist, Medium Dense 10 S3 14" 10-15-3 Well Graded Sand (SW) (18) 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 (26) Fine to coarse Sp-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 ` z SHEET 1 OF 1 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 TEST Z NAME, GRADATION OR PLASTICITY. _U DEPTH OF CASING. O w < ¢ RESULTS U Q w w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE. j H 03 LL Cl w m >O 6" 6" 6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. Uj a.w w Cr y w (N) OR CONSISTENCY, SOIL STRUCTURE, M 00 TESTS AND w O m to ? f Z ¢ MINERALOGY.USCS GROUP SYMBOL to_j INSTRUMENTATION 2.5 S1 10" 3-4-4 Silty Sand (SM) (8) 20% Low plast silt, medium to fine sand N.iottled tan and Brown, Moist, Loose 5 S2 12" 4-5-9 Well graded sand with silt (SW-SM) Sp-SM (14) 10% medium to fine Tan, Moist, Medium Dense 10 S7 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) ML 10% Silt, medium to fine sand at 1" •� ;' intervals, 3/16" layers of organic silt - •- •• Gray, Wet, Dense 25 30 REV 11;82 FORM D1586 PROJECT NUMBER BORING NUMBER S21810.E1 I B-15 SHEET 1 OF 2 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION see map ELEVATION 13 + 112 feet DRILLING CONTRACTOR Drilling Unlimited DRILLING METHOD AND EQUIPMENT Mobile B-61 4"ID Hollowstem Auger WATER LEVEL AND DATE 1 feet START 12:01 FINISH 13:36 LOGGER AEE SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z NAME. GRADATION OR PLASTICITY. _U DEPTH OF CASING. O w ¢ RESULTS U j Q w w PARTICLE SIZE DISTRIBUTION COLOR w DRILLING RATE. a =3< Cl m > 6'-6'-6 MOISTURE CONTENT RELATIVE DENSITY O > F p a w w O m DRILLING FLUID LOSS. L w w a w INI OR CONSISTENCY SOIL STRUCTURE. TESTS AND w O m rn ? Z ¢ MINERALOGY USCS GROUP SYMBOL y w INSTRUMENTATION S-1 18" 3-4-5 Sandy Silt, non-plastic, 30-40% fine (9) sand, brown mottled, organics, roots, moist, stiff. (ML) 5 S-2 12" 10-15-14 Gravelly sand well graded 1/2" minus .. (29) 0 to 5% fine, red-brown, wet, medium (SW) 10 _ H2O in hole at 10 feet S-3 18�� 2-8-16 Gravelly sand, well graded, 1/2" minus No Heave (24) clean, gray, wet, medium (SW) . 15 .. S-4 12" 6-17-20 Sand, well graded, over poorly graded 6" heave (37) medium to fine clean; well graded, $p; ;; 0 to 5% in poorly graded, gray, wet 6 blows to seat 20 dense. (SP/SW) S-5 12 30-31-21 Sand, well graded 1/2" minus 2" Heave (52) clean, gray, wet, very dense (SW) Gravels in hole 25 S-6 12" 31-31-38 Gravelly sand, well graded 1" minus 4" Heave (73) clean, gray, wet, very dense (SW) 3 blows to seat 30 REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.E1 B-15 SHEET 2 OF 2 SOIL BORING LOG PROJECT Oakesdale Avenue see map + LOCATION ELEVATION 13 - 1/2 feet DRILLING CONTRACTOR Drilling Unlimited DRILLING METHOD AND EQUIPMENT Mobile B-61 4" ID Hollowstem Auger t WATER LEVEL AND DATE-- 3' - 1 feet START 12:01 FINISH 13:36 LOGGER AEE SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z NAME GRADATION OR PLASTICITY, U DEPTH OF CASING O U, O ¢ RESULTS _;UQ j C w > PARTICLE SIZE DISTRIBUTION, COLOR. DRILLING RATE. > 1-O LL Cl w m O 6"6 6 MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. J W W � i w (N) OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w O m y ? Z m MINERALOGY USCS GROUP SYMBOL h INSTRUMENTATION FS 3" 27-50/6" Same as S-6 8" Heave (100) 35 S-8 0 54/6" No Recovery (100) 5" Heave 40 S-9 6" 25-25-50/4" Gravelly sand with silt lenses and 75/10" wood, well graded 3/4" minus, thin lenses of silt and 2" thick sample of wood, gray, (wood dark brown), wet very dense. (SW) TOTAL DEPTH = 44' - PROJECT NUMBER BORING NUMBER 521810.E1 B-16 SHEET 1 OF 2 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION see map ELEVATION 13,- 1/2 feet DRILLING CONTRACTOR Drilling Unlimited — DRILLING METHOD AND EQUIPMENT Mobile B-61 4"ID Hol 1 owstem Auger WATER LEVEL AND DATE 3 feet ± 1 foot START 8:45 FINISH 10:03 AEE LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION - Z TEST O w o ¢ RESULTS NAME. GRADATION OR PLASTICITY U DEPTH OF CASING U j Z W > PARTICLE SIZE DISTRIBUTION. COLOR. OJ DRILLING RATE > 1'- ;O LL Cl w m O 6 6'-6 MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w w U a 1i w (N) OR CONSISTENCY, SOIL STRUCTURE, O TESTS AND w O m to Z H Z ¢ MINERALOGY USCS GROUP SYMBOL y_j INSTRUMENTATION S-1 12" 4-3-5 Sand with silt, poorly graded fine sand (8) 5 to 10% fines, brown, dry, loose, (SP) .4-1 } 5 fj S-2 16" 5-4-6 Sand with silt, poorly graded fine sand (10) fines, occasional pockets of silty organics, brown, wet, loose. { { 10 g P (SP) Drill rods wet at 10 fe })-; t!. i.'L:f S-3 18" 4-7-12 Sand, well graded, 0 to 5% fines occasional zones of organics, gray wet, medium. (SW) 15 S-4 21-27-30 Sand with 3/4" gravel in tip 8" Heave (57) poorly graded, and well graded zones of sand, 0 to 5% fines 20 gray, wet, very dense (SW & SP) Keeping auger full of water as sampler extracted. S-5 18" 4-6-11 Top 8" sand, poorly graded medium to (17) fine clean, gray, wet, medium } � �►. No heave. (SP) 25 Bottom 10 silty sand, poorly graded �� ��: medium to fine, zones of 15 to 20% fines {� brown and gray, looks somewhat •�•t�f.�F, organic, gray sand, moist, medium (SM) '• � ti S-6 18" 26-34-37 Gravelly sand, well graded, 3/4" minus, 6" Heave. (71) clean, gray, wet, very dense (SW) 30 REV 11,82 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.E1 B-16 SHEET 2 OF 2 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION see map ELEVATION 13 - 1/2 feet DRILLING CONTRACTOR Drilling Unlimited DRILLING METHOD AND EQUIPMENT Mobile B-61 4"ID Hollowstem Auger WATER LEVEL AND DATE 3 feet ± I foot START 8:45 FINISH 10:03 LOGGER AEE SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w O Q RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING =3 Q j <w j PARTICLE SIZE DISTRIBUTION COLOR. JO DRILLING RATE. O a r w m O 6'-6 -6 MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS. w a _j IX w a U INI OR CONSISTENCY. SOIL STRUCTURE. 2 0 TESTS AND H w C m V) Z Z ¢ MINERALOGY,USCS GROUP SYMBOL 0 OJ INSTRUMENTATION S-7 8" 20-50/5" Same as S-6 3" Heave 4 Blows to seat 35 S-8 8" 50-50/4" Same as S-6 3" Heave 2 Blows to seat PVC tip at 39 feet 40 S9 0 33-50/5%2" No recovery 2" Heave TOTAL DEPTH = 44 2 blows to seat - PROJECT NUMBER BORING NUMBER S21810.E1 I B-17 SHEET 1 OF 2 ♦ z SOIL BORING LOG PROJECT Cakesdale Avenue LOCATION see map ELEVATION V 16' ± 1/2' DRILLING CONTRACTOR Drilling Unlimited DRILLING METHOD AND EQUIPMENT Mobile B-61 4"ID Hollowstem Auger WATER LEVEL AND DATE 6 1/2 feet START 14:10 FINISH 16:00 LOGGER AEE SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z RESULTS NAME. GRADATION OR PLASTICITY. U DEPTH OF CASING U < Z w w PARTICLE SIZE DISTRIBUTION COLOR DRILLING RATE > O LL w co 6 6"-6' MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS LU CL w w� a w (N) OR CONSISTENCY. SOIL STRUCTURE TESTS AND w O m(A Z Z ¢ MINERALOGY USCS GROUP SYMBOL to INSTRUMENTATION S-1 16" 6-5-5 Silty sand--Sandy silt, no to low (10) plasticity, fine sand, 50/50 sand/fines 5 ST-2 24" PUSH brown, slightly moist, medium (SM-ML) S-3 18 2-2-4 Sand with silt, poorly graded fine sand •}:t� (6) 0 to 10% fines, red brown, moist, loose, , Coarse sand and fine gravel in tip (SP) 10 H2O level S-4 18 8-17-31 Sand, well graded coarse to minus, 0 to (48) 5% fine gravel , 0 to 5% fines 4-7 gray,wet,dense (SW) .'. 15 S-5 0 7-10-16 No Recovery. Water flushed sample out. (26) (No catcher). ; 20 r ; S-6 6" 11-3-3 Top 6" sand, poorly graded coarse to 2" Heave (6) medium, with 3/8" gravel , 2 to 10%, 2" —— — — — — — — —— silt in tip harder again at bottom of ST-7 0 driving. 25 00 psi PUSH, 22" refusal —----- --- — ——— No Recovery ;:'r�,:;.to PUSH at 22", tip bent gravel . S-8 17-19-23 Sand, poorly graded, medium to fine, .:Shelby tube sample create (42) 0 to 6% fines occasional wood, heave, Wash hole 5 gray, wet, dense. (SP) : :minutes, fine sand washes 30 out. 10 blows to seat RFV 11/A? F(IRAd r)lRAF, - PROJECT NUMBER BORING NUMBER S21810'EI B-17 SHEET 2 OF 2 e 7 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION see map ELEVATION 1' 16' ± 1/2' DRILLING CONTRACTOR Drilling Unlimited Mobile B-61 4"ID Hollowstem Auger DRILLING METHOD AND EQUIPMENT WATER LEVEL AND DATE 6 1/2 feet START 14:10 FINISH 16:00 LOGGER AEE SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST Z a: RESULTS NAME, GRADATION OR PLASTICITY. U DEPTH OF CASING Q =3< < Z w w PARTICLE SIZE DISTRIBUTION. COLOR. DRILLING RATE. H O LL ¢ w m 6 -6'-6' MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a ¢ a U (N) OR CONSISTENCY, SOIL STRUCTURE. 2 U TESTS AND w O m u�i ? Z ¢ MINERALOGY USCS GROUP SYMBOL 0_j INSTRUMENTATION o':,CJ . -9 4" 50/4" Sandy Gravel , poorly graded ::pQ Auger cuttings very medium to fine gravel 20 to 40% a:n gravelly 1/2" minus to P#4, clean gray, wet, very dense (GP) O.D' 1/4" 35 -10 6" 32-50/6" Gravelly sand, well graded, 1" minus Hammer assembly cracked. 0 to 5% fines gray, wet, very dense d: (SW) 40 ' O ..o .Q Q S-11 3" 48-42/5 Sandy gravel , 1" minus, ° 8 blows to seat, stop clean, gray, wet, very dense (GP) O penetration due to hammer TOTAL DEPTH = 44' breaking, sample may not 45 be representative, looks like washed by auger. PROJECT NUMBER BORING NUMBER - S21610.J1 PB1 SHEET 1 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 12' N/O 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 WATER LEVEL AND DATE 15'-17' 5/26/87 START 12:30 p.m. FINISH LOGGER J.B. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS ENETRATION Z TEST O u+ 0 ¢ RESULTS U DEPTH OF CASING. NAME, GRADATION OR PLASTICITY, F U < Z W w PARTICLE SIZE DISTRIBUTION, COLOR, C DRILLING RATE, <m 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a ¢ Uj a L) �N1 OR CONSISTENCY, SOIL STRUCTURE, v TESTS AND Uj O m y Z Z ¢ MINERALOGY,USCS GROUP SYMBOL w 0 INSTRUMENTATION Gravel, 6" minus slope protection S-1 � 2" 7-7-9 Silt, brown, slightly moist,loos (16) with 20%-40% fine sand, low Alas . soft to stiff. (ML) 5 Road grade S-2 18" 8-8-6 Sand with silt, fine, poorly o Easy drilling (14) graded sand with 5-10% no plast. silt, slightly moist, dark brown 10 loose to medium dense. (SP-S S-3 18" 17-10-14 Sand, fine-grained, poorly grade o S-3= a little (24) sand with less than 5% no plast: coarser (medium silt, wet, black with zones of sand) in tip of 15 siltier material (-1.20% no plast sampler. Thin 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) 1" thicR for heave. 20 brown silt loose in sample. (M1,1 o Adding water to hole while pull- ing samples from S-4, on. b-lb-14 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, upper 8" sand (as above) slough? 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? at 28' 30 S roadsde gravel up to(JMtg jy REV 11/82 FORM D1586 PROJECT NUMBER BORING NUMBER ® S21810.J1 PB1 SHEET 2 QF 3 �a SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 12' N/0 7.5' W/0 Pier 3 ELEVATION N 15 DRILLING CONTRACTOR Kring T)rillinq CIO-, TnG_ DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 Nordwell Trac WATER LEVEL AND DATE 15'-1 7' S./26/P7 START 12:30 p.m. FINISH LOGGER J.G. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O W -j O ¢ RESULTS NAME. GRADATION OR PLASTICITY, _U DEPTH OF CASING, U < Z Q w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE, w j F O LL ¢ w m p 6"-6"6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. Uj w w� y 2 w (NI OR CONSISTENCY, SOIL STRUCTURE. 2 0 TESTS AND w a min Z Z a: MINERALOGY,USCS GROUP SYMBOL tin JO INSTRUMENTATION 30 Sand, fine to medium grained In tip: gravelly sand 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, 40 dense black. (Sp) o Had heave n-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) o Heave in sample S-9. S10 18" 19-50/4" Sand, fine to medium, poorly o Heave in sample graded sand, black, wet, dense. S-10 filled spoon (SP) & suspected to give erroneous blow S-11 18" 16-30-25 Upper 12" sand as above. counts- (55)Lower 4" silty sand with occasion 1 50 gravel, fine to medium poorly o Wiii mud here to graded sand with 20-25% low plast silt, occasional small gravel, minimize heave. 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% laq plast. silt, gray,wet,dense. (GW-G ) S-13 10" 29-38-45 Sandy gravel as above. (GW- ) 60 (83 REV 11 82 FORM D1586 PROJECT NUMBER BORING NUMBER ® S21810.J1 PB1 SHEET 3 OF 3 ® SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 12' N/O 7.5' W/O Pier 3 ELEVATION 15 DRILLING CONTRACTOR Kring Drilling Co. , Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 Nordwell Trac WATER LEVEL AND DATE 1 5'-17' 5/26/87 START 12:30 P-M- FINISH LOGGER J.G. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O w O ¢ RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING, U a W j PARTICLE SIZE DISTRIBUTION,COLOR, DRILLING RATE, j p3 LL ¢ w m O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w OR CONSISTENCY, SOIL STRUCTURE, 0 TESTS AND w O m V) Z Z ¢ (N1 MINERALOGY,USCS GROUP SYMBOL h INSTRUMENTATION 60 Sandy gravel, well graded gravels, rounded to 1" maximum in well Gravelly at 62'-64' 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' S-15 10" 25-49-40 Top 4": sand, fine to medium grai (89) ed, poorly graded sand, gray, wet 70 dense (SP) 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%M) (GW-GM) Observation well installed to 30' 80 85 REV 11 62 FORM D15F` - PROJECT NUMBER BORING NUMBER S21810.J1 PB2 SHEET 1 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 11' E/0 8' S/0 West Central Pier S/Bridge ELEVATION ' 16 DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EOUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE START FINISH LOGGER JAD SAMPLE STANDARD SOIL DESCRIPTION COMMENTS ENETRATION Z TEST O RESULTS NAME, GRADATION OR PLASTICITY, V DEPTH OF CASING. =3 j <W > PARTICLE SIZE DISTRIBUTION,COLOR. JO DRILLING RATE, > F 0 LL ¢ w m O 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a a w a 2 U IN) OR CONSISTENCY. SOIL STRUCTURE. O TESTS AND w p m v'i ? Z ¢ MINERALOGY,USCS GROUP SYMBOL vi OJ INSTRUMENTATION Zones of cleaner sand Silty sand, fine grained poorly graded and silt at—1" thick. S-1 18" 3-3-5 sand with 40-50% low plant. silt, zones (8) of silt also present, brown with rust mottle, loose, (SM) 5 Sand, fine grained, poorly graded with Brown silty sand at S-2 11" 2-3-6 trace of silt, wet, gray/black, loose, top of sample (9) (SP) .Road Grade 10 Water table at 12' Sand, (as above), fine-grained poorly graded with layers of organics at 1/4" thick wood layer S-3 12" 3-6-9 at 12.5' (15) 1/8"-thick, gray/black, wet, loose to medium dense (SP) 15 Sand, (as above), fined-grained poorly S-4 18 5-16-25 graded with— 5% no plant. silt and (41) occasional gravel, gray, wet, medium dense to dense (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, dense (SP-SM) N 5' heave. filling 25 augers with water and spinning. Reduced to 5" heave. Getting denser 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 11,182 FORM D1586 PROJECT NUMBER BORING NUMBER S21810.J1 PB2 . 7 SHEET 2 of 3 e� SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 11' E/O 8' S/O West Central Pier S/Bridge ELEVATION N 16 DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobil e B61 WATER LEVEL AND DATE 12 5-29-87 START FINISH JAD LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w O CrRESULTS NAME. GRADATION OR PLASTICITY, _U DEPTH OF CASING, U Q w w PARTICLE SIZE DISTRIBUTION, COLOR, _j DRILLING RATE, a s 3 a > m > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY O > 1,- 0 LL w w J ?�? a U (Ni OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w a,s � I ¢ MINERALOGY,USCS GROUP SYMBOL - ::- Sandy gravel , well graded gravel in well S-7 12" 42-50/3" graded sand matrix, with 5-10% no plast S-7 Gravels to 1" silt, gray, wet , very dense (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" 1 43-32-29 with 10-15% low plast. silt, 1" thick (61) sandy silt layer with 1/8" thick organic' 15" heave in S-8 lense noted at 38.5' , gray, wet, very Added mud and dropped dense (SW-SM) it out of auger before 4-V sampling. Upper 4" = Gravelley sand (as above) (SW-SM) S-9 13" 12-40-50/5 Lower 9": Silty sand, fine to medium Organic layer black, grained poorly graded sand with 20-25% no plast. silt, gray, wet, dense (SM) sandy, organic layer occasional small gravel noted at 43.3' . 4; Sand, poorly graded fine to medium sand with occasional small gravels, S-10 14" 50/5" 5% no plast silt, wet, gray, dense (SP-SM) Gravels at 50' 50 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, dense (GP-GM) Large gravels may 5� influence N-value I I Top 7" sand, poorly graded fine to S-12 11" 22-50/3 medium sand, gray, wet,dense (SP) Gravelly tip Bottom 4" gravelly sand, poorly graded medium sand with well graded rounded gravels, to 1" size, gray, wet, dense "A little" gravelly (SP) through 59'-62' . D`��b PROJECT NUMBER BORING NUMBER S21810.J1 PB2 SHEET 3 of 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 11' E/O 8' S/O West Central Pier S/Bridge ELEVATION ---' 16 DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 12' 5-29-87 START FINISH JAD LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST C w O ccRESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING, F U <Cr w PARTICLE SIZE DISTRIBUTION. COLOR, DRILLING RATE. 13 a ccm > 6"6"-6" MOISTURE CONTENT RELATIVE DENSITY w , m DRILLING FLUID LOSS, w ° CCa (N1 OR CONSISTENCY. SOIL STRUCTURE. O TESTS AND w O m vi Z Z Uj ¢ MINERALOGY,USCS GROUP SYMBOL y OJ INSTRUMENTATION l00 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 112" thick, S-13B gray, wet, dense (SP) Bottom 7" sandy gravel, well graded gravel to 3/4" in well graded sand matrix, 5% no plast.silt, 70% gravel , 25-30% sand, gray, wet, dense (GM-GM) Top 3" subrounded gravel , well graded S-14 7" 50/5 112" to 1 1/2" diameter Bottom 3+" same as above but with more Gravels from 67'-72' sand, with 5-15% low plasticity silt, �o gray, wet, dense, (GW-GM) S-15 4" 50/3" Sandy gravel , well graded gravel in ')ell graded sand matrix45% no plast. silt, gray, wet, dense (GW) EOB Observation well at 20' . I {{0 _ I RED >> 82 F 0 R Y Dt519c - PROJECT NUMBER BORING NUMBER S21810.J1 PB 3 SHEET 1 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 8' N/0 22' W/O West Central Pier ELEVATION ^ 16 DRILLING CONTRACTOR Kring Drilling CO-, Inc. N Bridge DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE r'14-4n/P' START 8:45 a.m. FINISH LOGGER J.G. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O W J O RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING, U w PARTICLE SIZE DISTRIBUTION, COLOR, -j DRILLING RATE, C =3< ¢ Q m 6"-G"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a ¢ i' a OU (N1 OR CONSISTENCY. SOIL STRUCTURE, c7 TESTS AND w O m u=i Z Z ¢ MINERALOGY.USCS GROUP SYMBOL v>-i OJ INSTRUMENTATION Upper 12' silt, low plast. silt with 20-30% fine sand, brown, moist, stiff, slightly organic (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 po 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 from fine to medium at tip, poorly graded, dark gray, 25 wet, medium dense. (S REV 11,82 FORM D1586 PROJECT NUMBER BORING NUMBER � z 21810.J1 I PB 3 SHEET2 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 8' N/0 22' W/O West Central Pier ELEVATION v 16 DRILLING CONTRACTOR Kring Drilling Cn-, TnC_ N Bridge 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 TEST O w O ¢ RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING. U a w w PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE. Q< Q w M > 6"-6"-6" MOISTURE CONTENT.RELATIVE DENSITY m DRILLING FLUID LOSS. LL w a-Q w a U IN) OR CONSISTENCY, SOIL STRUCTURE. c TESTS AND w O m M Z Z ¢ MINERALOGY,USCS GROUP SYMBOL a INSTRUMENTATION 25 Material change at 25' Gravelly sand, fine to medium, S-6 18" 4-43-50 Poorly graded sand with 30% sub= o 2' heave in hole rounded gravels, dark gray, wet, Added mud & dropped dense, 5% no plast. silt (SP-SM) it out of augers pricr- 30 to sampling. Wood fragments in sample S-6. Upper 7": Sand, fine to medium poorly graded sdnd, 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 Dropped it out. graded gravels in predominantly fine to medium poorly graded• Sample OK. 40 sand matrix with 20-25% no Alas silt, gray, wet, dense. (SW-SM) 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) REV 82 FORM D1586 ® PROJECT NUMBER BORING NUMBER ® S21810.J1 I PB 3 SHEET3 OF 3 ® SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 8' N/0 22' W/O West Central Pier ELEVATION 1� 16 DRILLING CONTRACTOR Kring Drilling Co. , Inc. N Bri ge 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 Z TEST O w < Z¢ Cr RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING, F U w PARTICLE SIZE DISTRIBUTION. COLOR, DRILLING RATE. j F 30 LL ¢ w w m >O 6"-6"-6- MOISTURE CONTENT,RELATIVE DENSITY 0 DRILLING FLUID LOSS. w a-¢ � a U fNl OR CONSISTENCY, SOIL STRUCTURE, 2 CO TESTS AND w O m u=i Z Z ¢ MINERALOGY.USCS GROUP SYMBOL H-j INSTRUMENTATION 50 Top 3"= Sand, fine to medium grained poorly graded with less than 5% no plast. silt, gray, wet dense. (SP) S-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) S-12 8" 26-50/5" Sandy gravel, well graded gravel 0 1' heave in S-12. to 1"+, well graded sand at 30- 400, no plast. silt to 10-15%, let it Picked augers to 60 gray, wet, dense. (GW-GM Sample OK. out. o Gravel in tip, S-1 Top 3": Sand, poorly graded, fine o Gravels in tip, S-13 9}" 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, den9S�_SM) S-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) S-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 11 82 FORAM D1586 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 Eas DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 rl ge WATER LEVEL AND DATE 1 l 6/3/87 START 8:15 a.m. FINISH 9:30 a.m. J. Dehner LOGGER SAMPLE STANDARD PENETRATION SOIL DESCRIPTION COMMENTS Z TEST O w ¢ w RESULTS NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING, U < Z a: a: PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE, a = a Cl a m > 6"-6"6" MOISTURE CONTENT,RELATIVE DENSITY O > O LL w w w IL w¢ r a U (N) OR CONSISTENCY, SOIL STRUCTURE, 2 O TESTS AND w O m w Z Z � MINERALOGY,USCS GROUP SYMBOL y INSTRUMENTATION Upper 2": Sand, poorly graded p' 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,J`5% Sam le coarser in (23) no plast. silt, gray, wet, loos P to low-medium dense. (SW-SM) tip of S-2. 10 Lower 6": Sand, poorly graded fine sand with 5%-10% no plast. silt, gray, wet, dense. (SP-SM) S-3 7 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) ® PROJECT NUMBER BORING NUMBER ® S21810.J1 PB4 SHEET2 OF 3 . z �® SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 15' N/n Pence orn r, 401 s/0 pile ELEVATION /-' 12 DRILLING CONTRACTOR Kring Drilling Co. , Inc. line (Far East) DRILLING METHOD AND EQUIPMENT 1 3/4" N S »C;er Mobile B61 S/bridge 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 > NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING, w � O RESULTS O Q U < Z w w PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE, 6"-6"-6" m DRILLING FLUID LOSS, < o LL ¢ w m 0 MOISTURECONTENT,RELATIVEDENSITY w a-¢ F a U (N) OR CONSISTENCY, SOIL STRUCTURE, 0 TESTS AND w O m v=i Z F Z ¢ MINERALOGY,USCS GROUP SYMBOL h INSTRUMENTATION 25 Sandy gravel with silt, well l' heave in S-7, spun graded gravels subrounded to 3/4" S-6 12" 39-50/6" in well graded sand matrix, with it out, sample OK. 10-15% no plast. silt, wet, gray, dense. (GW-GM) 30 S-7 4" 50/411 Sandy gravel (as above) , well S-7 fairly mud graded gravels, subrounded to 1", contaminated 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 82 FORM D1586 PROJECT NUMBER BORING NUMBER S21810.J1 PB4 SHEET 3 OF 3 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 15" N/0 Fence corner, 40' S/0 pile _^- 12 Kring Drilling Co. , Inc. line (Far East) ELEVATION DRILLING CONTRACTOR SjUridge. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 1" 6/3/67 START 10:50 FINISH LOGGER J. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST NAME, GRADATION OR PLASTICITY, U DEPTH OF CASING. p U ¢ Z W w RESULTS PARTICLE SIZE DISTRIBUTION.COLOR, DRILLING RATE. > 2 3 a ¢ a m > 6--6--6- MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, LL 20 w a a a U (N1 OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w O Wm(n Z Z ¢ MINERALOGY,USCS GROUP SYMBOL H INSTRUMENTATION 50 Gravel, well graded gravels toUpper 2" in 5-11: fin 1", with 20-30% w011 graded to medium sand. (SP) 5-11 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 S-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 Observation well installed to 20 ft. 75 REV 11/62 FORM D1586 - PROJECT NUMBER BORING NUMBER S21810.J1 PB 5 SHEET 1 OF 1 SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 3'1' frnn, 3' C tree, 53 ' from ELEVATION /%—, 16 DRILLING CONTRACTOR Yring Drilling Co., Inc. corner Of shed DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 on house WATER 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 TEST O w < C ClM RESULTS NAME, GRADATION OR PLASTICITY, V DEPTH OF CASING. U w PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE. =3< ¢ Q wm > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS. w a ¢ a fN1 OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND w o m V) Z Z ¢ MINERALOGY,USCS GROUP SYMBOL uYi OJ INSTRUMENTATION - Silt, with sand, low to medium I 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. S-2 18" 1-12-21 silt with 15-25% fine sand, (33) brown, with rust mottle, moist, Road Grade 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 (15) Sand with silt, fine grained 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) S-4 18" 2-7-27 Sand, fine grained, poorly (34) graded sand with less than 5% no plast. silt, dark gray/black wet, dense. (SP) 20 Sand, fine-grained, poorly Heave in S-5 S-5 15" 6-11-20 graded sand with less than 5% Added water and spun (31) no plast. silt, dark gray, wet, heave out. Sample OK. dense, (SP) EOB 25 REV 11182 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 pB 6 SHEET l OF 1 M� SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION 120' N/0 SW 16th Street, adjacen- ELEVATION 15 t DRILLING CONTRACTOR Kring Drilling Co., Inc. to creek. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE 13.51 START 5/30/87 FINISH 5/30/87 LOGGER T.Thomas/J. Dehner SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION O w 0 ¢ TEST RESULTS NAME. GRADATION OR PLASTICITY, U DEPTH OF CASING, U Q Z Q w PARTICLE SIZE DISTRIBUTION. COLOR. DRILLING RATE. a x 3 a > a m > 6"-6"-6" MOISTURE CONTENT,RELATIVE DENSITY m GRILLING FLUID LOSS, > a-j¢ w a (N1 OR CONSISTENCY. SOIL STRUCTURE. TESTS AND J w w D Y w MINERALOGY,USCS GROUP SYMBOL N INSTRUMENTATION w oleo � I-Z 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 1 Road (11) occasional small ravel, brown, I Grade g S-1 fill? moist, low-medium dense. (SM) 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 (SP-SM) . 9-3 3-41-34 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. ?t 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 I" coarser toward tip. trace silt, gray, wet, dense. EOB 20 (SW) 25 REV 11/82 FORM D1566 - PROJECT NUMBER BORING NUMBER 521810.J1 p$ 7 SHEET OF 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 5/30/87 START FINISH LOGGER SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION TEST O w O > R SU TS V DEPTH OF CASING, NAME, GRADATION OR PLASTICITY, U < z w w PARTICLE SIZE DISTRIBUTION, COLOR, JO DRILLING RATE, a x 3 a ¢ a m > 6"-6"6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a�¢ a 0 (N) OR CONSISTENCY, SOIL STRUCTURE. TESTS AND w O m LO Z F Z ¢ MINERALOGY,USCS GROUP SYMBOL H_j INSTRUMENTATION Road grade Upper 4": sandy silt, low plast. S-1 sampled SM silt, with 30-40% fine sand, S-1 8" 2-4-4 brown, wet, soft. (ML) 8 Lower 4": Silty sand, fine grained 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 _ sand interlayered with clean, Sp L with withayers 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 (35) 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) Observation well installed to 17'. 25 REV 11/82 FORM D1556 - PROJECT NUMBER BORING NUMBER - S21810.J1 PB8 SHEET 1 OF 1 . z SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION B8-Betwwen 405 & Grady Wy NW/Boring ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE START 2:40 FINISH LOGGER JA0 SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION Z TEST O W O ¢ RESULTS NAME, GRADATION OR PLASTICITY, _U DEPTH OF CASING, U a Z w w PARTICLE SIZE DISTRIBUTION,COLOR. -� DRILLING RATE. > H 30 LL ¢ W m 6--6--6- MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w n ¢ w a U (Ni OR CONSISTENCY, SOIL STRUCTURE, TESTS AND w O toV)i Z Z ¢ MINERALOGY,USCS GROUP SYMBOL y INSTRUMENTATION Road 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'. (24) moist, stiff (ML) 5 Silty sand, fine grained poorly 1" thick very dense 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 dense (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 dense 15 (SP-SM) 20 25 30 REV 11/82 FORM D1586 - PROJECT NUMBER BORING NUMBER - S21810.J1 PB9 SHEET 1 OF 1 • z SOIL BORING LOG PROJECT Oakesdale Avenue LOCATION B9 between 405 & Grady Wy East Boring. ELEVATION DRILLING CONTRACTOR Kring Drilling Co., Inc. DRILLING METHOD AND EQUIPMENT 3 3/4" H.S. Auger Mobile B61 WATER LEVEL AND DATE START 3:20 FINISH LOGGER JAD SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION O wST ¢ R SEULTS _V DEPTH OF CASING, NAME, GRADATION OR PLASTICITY, U < Z Q w PARTICLE SIZE DISTRIBUTION, COLOR, DRILLING RATE. LL ¢ w m 6--6--6" MOISTURE CONTENT,RELATIVE DENSITY m DRILLING FLUID LOSS, w a w¢ w a U (N) OR CONSISTENCY. SOIL STRUCTURE, O TESTS AND w a M(A Z Z ¢ MINERALOGY.USCS GROUP SYMBOL vYi OJ INSTRUMENTATION Upper 6" - Sandy silt , low plant. silt, fine sand, occasional roots, wet, brown Road Grade S-1 1811 1-2-8 soft (ML) S-1 sampled (SM) (10) Lower 12": Silty 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 dense (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 N7 15 <5%no plast. silt, gray,wet, medium dense (SP) S-4 7-24-15 Sand, fine to medium grained, poorly (39) graded sand with <5% no plast. silt, gray, wet, dense (SP) Observation Well to 18' 20 25 30 REV 11/82 FORM D1586 APPENDIX B LABORATORY TEST RESULTS CH2M PROJECT NUMBER ::HILL S � 7;c SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2487 PROJECT DESCRIPTION: r � MATERIALS LABORATORY: TYPE OF SAMPLE:_ SAMPLE LOCATION: 13Q il/7 13_�____ SAMPLE NO:-- DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. L.L. SAMPLE LOCATION NUMBER ( DESCRIPTION OF MATERIAL CATION W (%) W 3" 11/2" #4 #200 well 5S' Z. P-6, l w c _5� 7 - 3 W P/� rG c'I r Cf t54/7 C J �✓`t% -- Sg z.5---43 10f// 644 r Sand J/O 7 -(,4 1 w-'1Cv Nr 6o1-)d td REMARKS: _- TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 PROJECT NUMBER CH2M 5 '�i F/e-, . J-I CHILL SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2487 PROJECT DESCRIPTION: ( �/L� Q /P At/Pn � TYPE OF SAMPLE: MATERIALS LABORATORY22: _. - — -- - SAMPLE LOCATION:- new __ ___ - _ -- --_.__--------_- -- _-- SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. I ca L.L. SAMPLE LOCATION NUMBER ( DESCRIPTION OF MATERIAL CATION (%) (%) 1%1 3" 1%" #4 '-F'200 / ,3-3 w AliG dretG�ayr( w�>/��46'-nj .S3 IZ,s--l4 ,Si Z- /UL Q7 32 ;?7 (o 27 s - `y l✓r// 5 Luc% .SRnc� 5��._ - - -- lj- `7 2.5-- 4 yP/lG►z�/.�1 54 nJ �� (5w-►J /7 2 40 .5/ -S3•�` wrllG�a�►cl ScncJ Scu GZ 7 REMARKS: TESTED BY: DATF COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 PROJECT NUMBER CH2M ::HILL SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2481 PROJECT DESCRIPTION: MATERIALS LABORATORY: TYPE OF SAMPLE LOCATION: ---------.-._----_—_-- SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.ET W L.L. SAMPLE LOCATION NUMBER I I DESCRIPTION OF MATERIAL CATION (%) (%) (%1 3" 1%" 1-4 lt200 C3 - -5 ! s- "l P/ G / a/ yS / Gw-r !ov 88 43 F -5� �c `9. �� �6Cdr�tira W�" '��• c� �Cs�U��\) L _--_- S,f" �� cv</�C w(fh✓,/L/YL'h.�cx -SA — /uo G S" - - .2 •3— [v�/l �/r� n� u/dA 51•�L��lt+ve•/ -�tt) _ 144E G5 54.o c/ Si 43' J-' 6+•oo�rc� Sa ,��'{� 53-54.s �b-/y�ia�✓.1/ So.x-/ w14/, // SP-`-li - S ScnCJ Guy 4� ' eOr/ Gv.�4c✓ v�Gyo��'tc� �iw!/r Sp _ /S' 73- Tom•�' od� >< l/ �t+�v�( - /6 78'' > + REMARKS: TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P >/7a; PROJECT NUMBER cH2M s�197 a :ORIEL SOILS CLASSIFICATION AND TEST SUMMARY /� ASTM D2487 PROJECT DESCRIPTION: Jr A v e __ - - - --- --- -- -- —. - — MATERIALS LABOR ATOORY: _ — __ TYPE OF SAMPLE:__ SAMPLE LOCATION:,;' h _ SAMPLE NO: DEPTH ASTM MOISTURE_ GRADATION,%PA"INGOePi�SJv SAMPLE INTERVAL CLASSIFI- P.L. w L.L. P/-F*-3 - SAMPLE LOCATION NUMBER ( I DESCRIPTION OF MATERIAL CATION M M M 3" 1%" 4 5 Z ML 2 34- -- 13-P-4.S �e o r/ T rc T'6 3l3=,-77s vo./y cc46�c�/ S��� c1 s�--- 7 to%r c", Scn 11 45 4.75' W�// ro�rC cs,�v+1w/1h� cJ (6cv) /L 53 s�3••S"" P/��d wr�l - C�t,��) - 4S° >- P erl Gr C'_c( zcr,,z- 5 ) - 4. ` wrll µvl s E " 7, REMARKS ----- TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 PROJECT NUMBER SOILS CLASSIFICATION AND TEST SUMMARY / ASTM CJ2487 PROJECT DESCRIPTION: C/CT MATERIALS LABORATORY: TYPE OF SAMPLE: SAMPLE LOCATION - SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING D, j SAMPLE INTERVAL CLASSIFI- P.L. FW L.L. SAMPLE< LOCATION NUMBER ( ) DESCRIPTION OF MATERIAL CATION 1%) W W 3" 1'/:" 1 #4 #200 // 7.S - 2 15 1cv1- cc� �M c2l - / 72 - l4 /�Icr y �ic :?, /LL MN. 34i 51.9 5/ Igo Sao 33° }-/6 S, /� S 3 S 4 5 S 2z.5- uJPI( Gvo�JF� v�� �✓ S SG wP/l s -7 2 33X /( -,-Ocje cj 2a c/ suJ S 325-3 1( o . ( LJ -.rove-! W 5 zs- 3s- �avr/ CScc' 5/C) 47.5-4 s�` Ltl // G`4c�r ✓�G.�v • S c✓ �5 / 2• '- �1 �5 z< M 7 34 4 i s2 7 ! o�✓ cl �n c✓ cc S��L` -.5m d S / S- tJ /( �. r 1 4r7c✓ L✓ �s-o v� Slv -- /c'� 5' 2 LS w ell u �'* P c> -- 06 7,Z d REMARKS: TESTED BY: DATE: COMPV TED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 PROJECT NUMBER ::HILL SOILS CLASSIFICATION AND TEST SUMMARY `b ASTM D2487 PROJECT DESCRIPTION: MATERIALS LABORATORY: (� - ------ TYPE OF SAMPLE: _ SAMPLE LOCATION: ' )-lflp 7 A7l)-C��/ _ _ SAMPLE NO DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. w L.L. SAMPLE LOCATION NUMBER ( ) DESCRIPTION OF MATERIAL. CATION I%) (%) W 3" 1'/z" 1-,4 --t�200 I -7 S = 4 .iZ Az- Zh- 3 0 2 .S— d ��,'/ - /7 s - 14. Lc1P�( vocfrJ a tv_i/ti ��/Gdd J`� /eiv 64- 3 55^ LZS J�19,7 cJ .— -� ~ va 4G+ �- 75-- C/�Gfq✓�cJ S��,r ry ti, lob 17 S-�.> o lf;r 61-117 ZJ- REMARKS: - --- - TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487!' 7'7" PROJECT NUMBER CH2M SOILS CLASSIFICATION AND TEST SUMMARY � ��� /( ASTM 02487 PROJECT DESCRIPTION:-aa-1s_ Cf /(- A V!L-Z) �--- MATERIALS LABORATORY: ___ _ TYPE OF SAMPLE: SAMPLE LOCATION: r 11-) S 1_C- fG,- ___._ ___ --_ _---- - _-_- _ _-_-_ SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. c..w L.L. SAMPLE LOCATION NUMBER ( DESCRIPTION OF MATERIAL CATION W W M 3" 1%" --lz4 -d200 3 / - 14- wrl( --(-�-I cl 4 w.�h4 Slam' — /car. 77 4- v zv= .J 2 — eor • �7r4t1r c'�4i�c� w�fh 5�����✓s _-S --- /00 F'S 5 - - lZS'- 4- oop/ 4n - SP - - ��� 1`3 3 --- - - REMARKS: - ---__- -- TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2178 PROJECT NUMBER CH2M -sue/ o . T f CHILL - SOILS CLASSIFICATION AND TEST SUMMARY / ASTM D2487 PROJECT DESCRIPTION:. ��/c MATERIALS LABORATORY:- _-- __ - -_ __ _ _ TYPE OF SAMPLE: SAMPLE LOCATION: Sr 1.0 ,Rn L SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. W L.L. SAMPLE LOCATION NUMBER ( ) DESCRIPTION OF MATERIAL CATION (%) (%) (%) 3" 11/1" 4r4 *200 S 7-5= Gam:., �/ y �� 1,s- -1(1 .J C Gp.1 N - - ---- - SLI� L�^ � � C'YGd FC�c�Ci1Z•_W17�•S�`_ `��P-SAS - — — � /�,D p.S- S v i• -S / — �/ T G/ � ��l'� it w ell REMARKS: -- TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 PROJECT NUMBER - SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2497 PROJECT DESCRIPTION: MATERIALS LABORATORY: --- TYPE OF SAMPLE: SAMPLE LOCATION: a/� _I_`l—__._-_- - SAMPLE NO:_ DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. co L.L. SAMPLE LOCATION NUMBER ( ) DESCRIPTION OF MATERIAL CATION (%) (%) (%) 3" 1%z" �r4 #200 1 v`o I � ')� z _ cl ¢ REMARKS: TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/78 PROJECT NUMBER CH2M !;2 /p/o , J r ::HILL SOILS CLASSIFICATION AND TEST SUMMARY ASTM 02487 PROJECT DESCRIPTION: MATERIALS LABORATORY: O, TYPE OF SAMPLE: SAMPLE LOCATION: �d8/ 3 8� SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING SAMPLE INTERVAL CLASSIFI- P.L. w L.L. SAMPLE LOCATION NUMBER ( DESCRIPTION OF MATERIAL CATION M M W 3" 1'/:" #t4 #200 BISIf i z F-i r 5a '7,3-i S Cs� sw 5 z�.s -z r Sa SW 39 o 59 y2 > sw RIC, 51 a.s- s -s z 7.5- P S I -1 5w SP 55r 22,!r- SP S Slp ?},t-2 S 32.l 3 $ 3,t,>"-39 1 REMARKS: _.— TESTED BY: DATE- COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 7i7f2 PROJECT NUMBER CHzM ::HILL 5Z-Iklo .Jl SOILS CLASSIFICATION AND TEST SUMMARY ASTM D2487 PROJECT DESCRIPTION: MATERIALS LABORATORY: TYPE OF SAMPLE; SAMPLE LOCATION: SAMPLE NO: DEPTH ASTM MOISTURE GRADATION,%PASSING �r SAMPLE INTERVAL CLASSIFI- P.L. W L.L. SAMPLE LOCATION NUMBER ( ) DESCRIPTION OF MATERIAL CATION l%) (%) 1%) 3" 1%:'• #4 #200 gi} - T 2 4 - 100 100 l oo 13 , = 3`f', - 5P - - --- ---] 5 1L.: (5W '-i ✓ /V 5 G 5T 2 -Z& 58 Z S-2 SP 51 3µ s i o 39 4S s REMARKS: --.--_ TESTED BY: DATE: COMPUTED BY: DATE: CHECKED BY: DATE: LAB FORM D2487P 2/7R U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 30 40 50 100 200 Reference ASTM D 422 100 . .............. ...... 90 --v........... 80 — ................................... 70 - ........... ................ Uj 60 cc Z Lu 50— iI ............. Z 40- ............... cc Uj a- 30— ........... 4-- 20— iff 41 f ............ ................ 10 —4.....i................ 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE ICOARSd MEDIUM I FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification Coexj *-0 -r7i* SrLr- Cn46ff) 54-J) 610 Applied Geotechnology Inc. Particle Size Analysis PLATE Geotechnical Engineering Rlit/0*w)ne tht C Geology& Hydrogeology AWN JOB NUMBER APPROVED DAT REVISED UAIL U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 3040 50 100 200 Reference.ASTIVI D 422 100 t got 4 -.4-4� .... ....... 80- ........ ........1 4 ..............- _L .. ............ .......... -4� I . . . f. 70 - ......................... LU 60- .......... !h a: Z 50- ..............- Z 40- LLJ .......... Uj 30- _4-- - ............... 20 - .... ...... 10 ............. ............... w : T 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS MEDIUM FINE COBBLES COARSE FINE ICOARSd GRAVEL SILT OR CLAY I SAND I Symbol Sample Source Classification WELL &20q--0(0 440-44Z 154-D (5w) _E'14 W.'r-f-S-001ill WLLL 4061-ODCO v 1"T �f:Svwr i Applied Geotechnology Inc. Particle Size Analysis PLATE Geotechnical Engineering Geology&Hydrogeology 0_ 4-j L__/ A4A#N JOBINIUMBER APPROVED DA REVISED DATE U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 30 40 50 100 200 Reference ASTM D 422 100 ............. .......TJ 90 .............. 80— 14 .......... 0 LU 60— > a) UJI 50— Z ........... . ..... U- 17, Z 40 LU .......... ............ . ............. .............. ;4 TIN a- 30- .......... ........... 20- F t 10 ................. 7 4 T 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I FINE ICOARSd MEDIUM FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification 15--) $-1 Wul &JLAVfil_(6k/) —Tn4 %,I LT— 1=17ed R - 3 5 S"" 6"„� Applied Geotechnology Inc. Particle Site Analysis PLATE Geotechnical Engineering C"u'l-tq 6ptft"'e Geology&Hydrogeology N JOB NUMBER APPROVED D 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 422 100 ....................... 77 90 + ......... . .......- 80- i ........... t Aj� 70 - ............. .... ........1. ........... 0 60 - lll .......... ........................ .......... III ' ' � l � i � ► � T� w 50-- ........... ............. 3 ...... LL Z 40 UJI ........... d: Lu i a- t 30- . . ......... ;. _.. ..i l -- _._�.... �. �..__ _ - - 20111 10 - It ........................ _TT 1 f. I1 I ! i '! I 1 1! 0 _L_ 100 50 10 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS FINE COAR COARSE I Sd MEDIUM I FINE COBBLES SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification p-5 S-11 511,C— r,14,c, (,q"; , WGLI- &44-0(0 l"'VCL (&&,)i WV14 WIT-1 ,54 )*�r_a 4;0— GM VZ LT) 6� Applied Geotechnology Inc. Sze Particle 7e S Analysis PLATE Geotechnical Engineering _ too Geology& Hydrogeology S Dole rkr (tWN JOB NUMBER APPROVED D TE/�,�, REVISED DATE I L( qqq Of-4 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 422 100 I I 1 1 ..4.4 ............ " 90 ........... 80- FT!, 70 w 60 - ...... ................. T ...................... It Cr w 50- Z ILL ............ i . 17 V I Z 40 - T w L) a- 30-, , 14............ 20- 10 — ............ .......... ....... 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE I FINE ICOARSd MEDIUM I FINE SILT OR CLAY GRAVEL SAND Symbol Sample Source Classification 5-1 W41,6 44,&OW wct-to- rVIS Applied Geotechnology Inc. Particle Size Analysis PLATE Geotechnical Engineering jb4-,,I�i Geology&Hydrogeology I,.-/D K 4D" bRhWt+-, JOB NUMBER APPROVED DATF/ REVISED DATE 1 L1G44 Oel ¢ -I 4f_ U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 31a 4 8 16 30 40 50 100 200 Reference.ASTM D 422 100 7 TM 90 + . ........ ao 70 .......... .......... ............. 0 uj 60 — .. ............. ............. UJI 50--T ............. LL t Z 40 UJI L) ............ a: T.7+ 1 +1 LLI 30- ............. 20- 1 ........... . ...... 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE ICOARSd MEDIUM I FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification 13-T 5-3 Wfty 44"E0 $4,0 6w) &4,T'tt* Applied Geotechnology Inc. Particle Siz Analysis PLATE Geotechnical Engineering Geology&Hydrogeology COPM JOBINIUMBER APPROVED DAT REVISED DATE L(lq oel- 1 L -7-1 0 q U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 3040 50 100 200 Reference ASTM D 422 100 ............ 90 ............ .............. _41 80- T__-A. ............... 70 - F- ....... ............... LU 60 ii ............... ................... ............. cc Lu 50- ii ---t-7 Z 40- ............ LLI a: 30-1 - 4 20- LJ............. ........... 10 - . .. .................. L-1 -7 _ _ _ 0 ------- 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE I FINE ICOARSd MEDIUM I FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification GtpApplied Geotechnology Inc. Particle 31 e Analysis PLATE technical Engineering 04U Vpl� � ove Geology&Hydrogeology 7 D WN JOB NUMBER APPROVED D TE REVISED DATE L4 7� U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 31a 4 8 16 30 40 50 100 200 Reference ASTM D 422 100 4.1 . ....t, 4 go -- 41, ........4 t 80- Lf- .............t 70 - .......... 60 . ......... .............. .............. cc Lu 50 U- - 4,� z40 ................. Lli ............. ...... ................................. w —t7li 30 .............................�4 20-- I� I tt .................. ...... .. ......... V 10 - -47 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE ICOARSd MEDIUM FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification [3-8 5-L4 PIouj WL4-QFQ S4-r%o Applied Geotechnology Inc. Particle Size Analysis PLATE Geotechnical Engineering pry Geology&Hydrogeology L'IW/6maioau Ave REVISED DATE QF(AWN JOB NUMBER APPROVED DAT I L(�(fj 6tT U.S. Standard Sieve Size(in.) U.S.Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 3040 50 100 200 Reference ASTM D 422 100 1- ............. go TH . ..... -- if j .......... 80- A -1 J— 1 4 J ! 1- 70 - ,41 -4 0 UJI 60 - H71-T 50-- Z ...... .... .......... TP," U- Z40 7 ................ 7 - LU cc ....... uj 71 a- 30- 4- .......... .......... 1-1-4 20- ............... . . .................. r 10 - 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I FINE ICOARSd MEDIUM I FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification rl 14/A &4t4-.LCX- ,5p-6AA Applied Geotechnology Inc. Particle Size Analysis PLATE Geotechnical Engineering Geology&Hydrogeology JOB NUMBER APPROVED D E REVISED DATE ( 491461? 142:2 1 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 422 100 go - -7 t t 80- .................. ..........!--J 70 .......... LLJ Aso- ................... ................ '47 ED 50- Z U. ............ ............. Z 40- LU LU 30- + .. ........................... .1�......... . 1�7 20- 10 - .......... ............................. 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE ICOARSd MEDIUM FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification 3- 10 Applied Geotechnology Inc. Particle S17,Analysis PLATE Geotechnical Engineering Chi Geology&Hydrogeology JOB NUMBER APPROVED DATE REVISED U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 3040 50 100 200 Reference ASTM D 422 100 .... ...... ........ ............ q 90 - .......... ................ 80- . .... ....... ............�4 70 - 41 LU 60 > . ............ Z Uj 50- ......... LL Z 40 — LU ........... .................. ....... LU a- 30- ................. --4 ............ 20- ......................................... ........ ............ .................... L 10 - :1 ii jj� 14---1 .............. ................. ......... ..................... T 7- -1 111 0 1 1 '17 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE I FINE ICOARSd MEDIUM FINE I SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification 6 - 11 1- Ll eom,7 raftofa $4-^o WI-1 14 b-ctx (5e-5,,,) Applied Geotechnology Inc. Particle Size nallyslls PLATE Geotechnical Engineering Geology logy Hydrogeology JOB NUM ER APPROVED TE REVISED DATE U.S. Standard Sieve Size(in.) U.S.Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 3040 50 100 200 Reference.ASTIM D 422 100 t'j; ITTI 7T ; � � I I go - I I A 80- F J : 70 - F Uj 3 60 - co .... ........... ....... cr uj 50 Z - . .................. Ll- F- Z 40- LLJ w -t -� .'..... ...� i . . 30- ............ ...... ............ .... 20 -4 ............... .......... t 10 -1 ..............- 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE ICOARSd MEDIUM FINE GRAVEL SAND SILT OR CLAY Symbol Sample Source Classification -S—� wrt(4 Sctf (V— Coo-YL11 44-,,,OEO Ste^n (-5 Appllqd Geotechnology Inc. Particle Illze Analysis PLATE Geotechnical Engineering Coe-14LLL/ Geology&Hydrogeology JOB NUMBER APPROVED D TE 91 REVISED DATE 1 L(q�j U.S.Standard Sieve Size(in.) I U.S.Standard Sieve Numbers a�� Hydrometer 3 11/2 3/4 3/s 4 8 16 3040 50 100 200 Reference:ASTM D 422 100 , E r1 M_ � , . � I-t- I I i 80 ! l l i l l ! !: I I w 60 M� .� ► � j it j II l� I ! I � i I I � f I I I I I I _ _ : cc w 50 Z j �. --: Ir; --I--�- ,; Z 40 ; Ucc , wCL I I� 30 � II I } � � 1 III _ � � ► . _ 20 !t I{ I ! _ 10 JT r ITT 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COARSE FINE OARS MEDIUM FINE COBBLES GRAVEL SAND SILT OR CLAY tit Symbol Sample Source Classification j3- 1�1 S-tI �aa`i' ) CaAaEO S-10-0 Applied Geotechnology Inc. Particle Size/Analysis P` Geotechnical Engineering L1, rV1IIr_LL. f6 Geology& Hyarogeclogy PAWN JOB NUMBER APPROVED D TE REVISED DATc 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 422 100 J-17 90 - 1 ............;I 14 I 80 - ................ ...... .......... 4 70 - t4-1— --i-L-LI.............4 . ....... Li .............. ........... 60 - T............... 4 T CC Z Lu 50---. FL -4- F_ Z 40— ... ......... 7" Lu 30- .................... ................ ....... 20- 14 4 ......... ...................... 10 - 2t 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE I FINE ICOARSd MEDIUM I FINE SILT OR CLAY GRAVEL I SAND I Symbol Sample Source Classification 13 PCIC44,� 4q,11-OfO 54-0 —rT4 $TL'r & Applied Geotechnology Inc. Particle SizeA I sis PLATE Gedogy& Hydrogeology V, AV( Geotechnical Engineering JOB NUMBER APPROVED DAT REVISED DATE 1'-7 I)a-4- U.S. Standard Sieve Size(in.) U.S. Standard Sieve Numbers Hydrometer 3 11/2 3/4 3/a 4 8 16 3040 50 100 200 Reference ASTM D 422 100 7-411 1 �4 ............ 90 - ----------- 80 - 4,1 4.............. 1-14 t 70 - L-L ........ ... 60 - ..........- ......................... LT, .......... T1 cc Lu 50- Z Z 40 - ................. ...................... T-r Uj 30- .................... ...... .................. ------- 20 4 10 - .......... ...................- 0 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS COBBLES COARSE I FINE ICOARSd MEDIUM FINE SILT OR CLAY GRAVEL I SAND Symbol Sample Source Classification 5" I T 3T 0 4- 0 popuj 64.000 rr,.,tr $4-0 we w 67 Applied Geotechnology Inc. Particle Si e Analysis PLATE G e Geology&Hydrogeology Geotechnical Engineering IRAWN JOB NUMBER APPROVED 4 REVISED DATE Reference:ASTM D 423.424 A Line 70 d 60 CH -- d 50 X W Z 40 U 30 CL 20 n- M L-CL CL-ML MH or OH ` 10 , ML i ML or OL i 0 1 � 10 20 30 40 50 60 70 80 90 100 110 120 LIQUID LIMIT(%) We Symbol Source Classification Natural Liquid Plasticity % Passing y M.C. (%) Limit (%) Index (%) a200 Sieve f� 5 - 9 Plasticity Chart PLATE Hardin Lawson Assoalat�s Engineers,Geologists C�urLL 1511 S D F Alit&Geophysicists D JOB NUMBER APPROVED TE REVISED DATE i yqq oell- z F, 16a-- Reference:ASTM D 423,424 A Line 70 60 CH 50 x w 0 40 Z_ r U 30 ~ CL 20 a CL-ML ML-CL MH or OH 10 ML or OL 0 ML 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 +IF f3-L L) 3 z,S 31 to • B-�I S-'1 5-f« Q ) I"3.0 - IN'S' 31.5 3LI I + f3-S 5-3 «mrcc scLT 611r.0.) y3 5g t9 Harding Lawson Assoolatss Plasticity Chart PLATE Engineers,Geologists �1 /OA�ESO�tf ANE &Geophysicists AWN JOB NUMBER APPROVED DA E REVISED DATE ulgq 09,�- Reference:ASTM D 423,424 70 A Line 60 "I,�i — CH 50 x w 0 40 z 30 _U ~ CL J 20 a CL-ML ML-CL MH orOH 10 ML or OL 0 ML I ' 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 Harding Lawson Associates Plasticity Cha PLATE __ r Engineers,Geologists tE a Geophysicists �T�'�Cn �L�- DI�cSAn RA JOB NUMBER APPROVED DA REVISED DATE Reference.ASTM D 3080 3 �-. raj i . win i 4— ; o Lu X T' S•D q: y ^- - W -- ' r e T 3 y ' I.L. ... __..,.. ....... ,_4.. .4....i—.-r.-6. --. /,o .. - _ _ y uj �. 3.v 7 /•0 .7•• 3.0 c(.O NORMAL STRESS(psf x 1000) 2-0 TEST TYPE:Consolidated/Drained Controlled PHYSICAL TEST NO. CONDITIONS A B C d ° 0•3 Height(in) 6.11-L 6")qz HORIZONTAL a Water Content(%) IS- 6 15. o o DEFORMATION (in.) P Void Ratio y i r 3'f e z Saturation w _._ Dry Density(pcf) ,. Time for 50% z -- W Consolidation (min) _ - w Time for 95% o•o cc Consolidation(min.) CO w Void Ratio after Z - m Dry Density(pcf) v F + a Water Content z Void Ratio •qo 5 �o M Saturation /e 6,S Normal Stress(psf) 2y 1.3.6 3y?.e,o HORIZONTAL Maximum Shear(psf) ?_T82,01 3q6J.6 DEFORMATION (in.) Time to Failure(min) Sample Source C _ Classification CS Gs z 6 T' ES Mavding Lawson Associates Direct Sheaf Test Report a`AT` Engineers,Geologists e� 1:L'_ 0gv'b Pl-E 0-,6 &Geophysicists R w JOB NUMBER APPROVED DAT REVISED DATE i y9q 'S Reference:ASTM D 3080 8 t X �.6 E -- Q ... ... _ i w ... N t n o. �•5 /•a cA uj r , Z !A 6.5 -- Q W r,S _ _ ,... .... 0,5 1,5 Z-n z•5 3•u U) - o - NORMAL STRESS(psf x 1000) o•5 TEST TYPE:Consolidated/Drained Controlled PHYSICAL TEST NO. - CONDITIONS A B C Height(in) 0,14 11 o0o 0,1q5 HORIZONTAL a Water Content(%) y L1 L��, DEFORMATION (in.) a Void Ratio •33,E 1•'52-11 1 _I9 ? Saturation g11q Dry Density(pcf) 0 Time for 50% Z ._ W Consolidation (miN �_. Time for 95% o Consolidation(min.) wW Void Ratio after Z --- m Dry Density(pcf) v Water Content(%) y 41 g yS, �(5. a __ _ - z Void Ratio 1. �e 1 ~ o,, FL Saturation(%) /oo•b 9,3 9q-5 Normal Stress(psf) �i1, N 1 y 6J.-J �L193, 1 HORIZONTAL DEFORMATION (in.) �Maximum Shear(psf) 5 p oral ISSN( Time to Failure(min) Sample Source r3-s a ��.S ►4.5' Classification Gs C' = Harding LawsonAssoafatos Direct Shear Test Report PI-4j Engineers,Geologists C� �, /00tv,iyOu ,wool &Geophysicists DR= JOB NUMBER APPROVED DA REVISED DATE Reference:ASTM D 3080 V x »- ae a o X W , n. L� Cr o•4 cn w -} w _ 3 Z , G� N oa Ir Q W �,b i z cn 0•ci NORMAL STRESS(psf x 1000) o TEST TYPE: Consolidated/Drained Controlled a y PHYSICAL TEST NO. CONDITIONS q B C o'3 Height (in) t-oo(0 0 6.g9S HORIZONTAL Water Content (°./C) • DEFORMATION (in.) Q o l Void Ratio i 19$ i, zit ,, �,✓ ..... _.._ �� . z Saturation (%) �,�- 2L• z5 Dry Density(pcf) fi5 L 1-�, z•5 U � .. Time for 50"c Z Q - ro w Consolidation (min.) ......... _ w Time for 951/o U a oe m Consolidation (min.) _ �...._ O w : w Void Ratio after Z - m Dry Density(pcf) Y Water Content (°"O) 0 3 e• I 3`f �V�- a ..a. z Void RatioIi (�)� i. I�Z ti, o Fz, —o o,3 LL Saturation (%) 85.5 gL(, Normal Stress(psf) zLl-L.L( 62'l I f t 3 HORIZONTAL Maximum Shear(psf) l a0.0 q(4 DEFORMATION (in.) Time to Failure(min) Sample Source 517� sT- Classification pcc," (,. ocL) ,�w.>w S--..D (m) Gs z. N&MInO Lawson Assoolates Direct Shear Test Report P`` • Engineers,Geologists �l 141:L o►o-tc.6SDa14e r8-vf &Geophysicists N JOB NUMBER APPROVED q DATE e REVISED DATE � 1 t_1 1 t � � I i � L � � I LJ l�