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HomeMy WebLinkAboutW-4322-01 y Geotechnical Report New Structures at Renton Vocational Technical Institute Renton, Washington r 4 i �(F A 4" �}• fix.+'�. '�^+ Renton School District 403 435 Main Avenue South Renton, Washington 98055 December 1984 Ell! SHANNON & WI LSON INC. W-4322-01 �t�SHANNON&WILSON.INC. Gootschniul Caroultants Job NoV "06 North 381h SOW P.O. Box C 3030 MEMORANDUM mottle.WA WM-MP am mlow To%lk.....oT e�k�*UA.......cwoop Day-------..tlWkfir............ Dt....... ........... ........... .......Jq"111,114..... Field Report Page....... ....of..... .0 jif 5 9 W #keff ve- _1 ....................... ....... . - ..11...k ............ . ............... .... .......$Ampt.a.5.......................... ............. ....... Project:-,J44kof.....S.La, q ..0... 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C ... : : : : : : : : : : ........_.... . . . . . . . . . . . . . . . t j DEt1S� �rRl►v�f.�.r .�14M� 1 ................................+ ...........................' ...:...:...:...:...:...:. :.. _: :...:... ..:...:...:...:.. _ ». .........................:.... l...._. tv�nr CoQQcEs flRMP(FILL . . . ' . . . . . . : . . . . . . . . . . . . . . i . i NJ- /F5 5#ovjw ` 3 € i . . . . . . . . . �- ...........:...:...:...:..:...'................. :.. _»..... ... ........ ...__... i i . . . . . . . . . . . . . . . : . . . . . . . .: .: i .. .. .. :. :. :. ::..»:.... : : : : :SPfNo + 64AV�� , flWrP . . . . . : : : . . . ' .:. ..: ..: ..:.w.: ::.»:.:»............................... ............................... .............................. . . . . . . . .: : : : : . . . : . . . . . . .: . . . . . . . . . . . . . . . . . . . . . . . . . T ( . . . j . } ! : . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . ....................... ......................................� .......................•.......i....... i....... ' . . . . . . . . . . . . . . . . i tt i j i CONSULTANTS - William L.Shannon, P.E. , Stanley D.Wilson,P.E. SHANNON & WILSON, INC. Geotechnicai Consultants W-4322-01 ' Engineering and Applied Geosciences 1105 North 38th Street • P.O. Box C-30313 • Seattle, WA 98103-8067 • (206) 632-8020 • Cable: GEOSAW December 12, 1984 Renton School District 403 435 Main Avenue South Renton, Washington 98055 Attn: Mr. Wm. 0. Belmondo Director of Plant Operations Transmitted herewith are 6 copies of our geotechnical report for the planned expansion of the Renton Vocational Technical Institute. We are also transmitting 3 copies of the report directly to The Campanella Group, as requested by Mr. Belmondo. The report contains the results of our subsurface explorations at the site, as well as our recommendations for site preparation, earthwork, foundation design, and drainage for the proposed buildings. In general , the subsurface explorations indicated that the site soils are predominately dense sand, although some loose zones were encountered. These soils are suitable for supporting the proposed structures on conventional spread footings if the site preparation and earthwork recommendations in the report are implemented. We appreciate the opportunity to be of service on this project, and trust that the information in the report will be sufficient for your needs and those of The Campanella Group. Sincerely, SHANNON & WILSON, INC. TT e-6-3ore W. Vogelpmr, P.E. Senior Engineer TWV/sss Encls: As noted faaymond P. Mi'rner, P.E. George Yamane,P.E. Harvey W. Parker, P.E. Senior Vice Presider.:;&Manager Vice President Vice President O Senior Associates: H.H. Oruebert, P.E., Thomas E. Kirkland, P.E., Atef A.Azzam Associates: Allen P.B.Gifford,RE, Gordon E. Green, P.E., W. Paul Grant,P.E., Ming-Jiun Wu, P.E. Seattle Spokane Portland Fairbanks Ancnorage St.Louis ' W-4322-01 TABLE OF CONTENTS Page ' 1 .0 INTRODUCTION 1 2.0 EXISTING SITE CONDITIONS 1 3.0 PROPOSED DEVELOPMENT 2 ' 4.0 SUBSURFACE EXPLORATIONS 4 5.0 LABORATORY TESTING 6 6.0 GENERAL SUBSURFACE CONDITIONS 6 ' 6.1 Soil 6 6.2 Groundwater 8 7.0 RECOMMENDATIONS 9 ' 7.1 General 9 7.2 Site Preparation and Earthwork 10 ' 7.3 Foundation Design 12 7.4 Floor Design 13 7.5 Drainage 14 7.6 Earth Pressures on Building Walls 14 7.7 Lateral Resistance 15 7.8 Parking Lot Pavements 16 8.0 PLANS AND SPECIFICATIONS REVIEW AND CONSTRUCTION MONITORING 17 9.0 LIMITATIONS 17 LIST OF TABLES AND FIGURES 1 Table 1 Estimates of Cut and Fill Depth for Buildings Table 2 Estimates of Cut and Fill Depth for Parking Lots Table 3 Recommended Minimum Degrees of Fill Compaction ' Table 4 Recommended Active and At-Rest Earth Pressures for Walls Table 5 Recommended Passive Earth Pressures for Walls Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Subdrainage and Backfilling i CWANNnAJ A. wii Gl)AI 1"r W-4322-01 TABLE OF CONTENTS (cont.) Appendix A - Test Pit and Boring Logs and Laboratory Test Results Figures A-1 through A-15 Logs of Test Pits TP-1 through TP-16 ' Figures A-17 through A-19 Logs of Borings B-1 through B-3 Figures A-20 through A-22 Grain Size Distributions i i 1 1 1 ii r r r � •r•r�.r n •irr .-i-•u >.r� ' W-4322-01 ' GEOTECHNICAL REPORT ADDITIONS AND EXPANSION ' RENTON VOCATIONAL TECHNICAL INSTITUTE RENTON, WASHINGTON 1.0 INTRODUCTION This report presents the results of geotechnical studies performed for planned additions to the Renton Vocational Technical Institute (RVTI) in Renton, Washington. The work included accomplishing subsurface explorations and performing engineering studies to develop site preparation, earthwork, and ' foundation design recommendations. The work was performed in general accord- ance with Shannon b Wilson, Inc. ' s, proposal dated October 9, 1984, and was ' authorized by Mr. Gary Kohler of Renton School District 403 on October 18, 1984. ' 2.0 EXISTING SITE CONDITIONS The RVTI property is approximately a 30-acre tract bounded by Northeast Seventh Street, Monroe Avenue Northeast, Fourth Street Northeast, and Kirkland 1 Avenue Northeast in Renton, Washington. A Vicinity Map is shown in Figure 1, and a Site Plan in Figure 2. The southern half and the extreme northeast corner of the property are presently occupied by buildings, lawns, a driver' s education course, and ' parking lots. These areas were graded relatively flat during their development. The northern half of the site, except for the northeast corner, is undeveloped and slopes irregularly from east to west. There are several unpaved roadways and benched areas that have been cut into the sloping ground. The area is mostly overgrown with grass, brush (scotch broom), and blackberry bushes. Old sidewalks, scattered piles of trash and rubble were noted during the site reconnaissance and subsurface explorations. It was learned during a 1 ' SHANNON & WILSON, INC. ' W-4322-01 ' conversation with an engineer from the City of Renton that the site was pre- viously occupied by a housing development. 3.0 PROPOSED DEVELOPMENT ' The presently planned expansion of the RVTI includes construction of four new building units (Carpentry, Automotive, Foods, Electronics) and several parking ' lots on the undeveloped central and northern portions of the site. An addi- tion to the existing Health building located at the southern end of the site is also planned. The locations and finished floor elevations of the new buildings are indicated on the site plan, Figure 2 (except no finished floor ' elevation is noted for the Health addition) . The new Carpentry Building will be a single-story structure, but will have a floor-to-ceiling height of about 35 feet. The building will include concrete tilt-up walls bearing on strip footings, and interior columns to support a steel truss and clay or concrete tile roof. A preliminary estimate of the maximum column load by Ratti/Fossatti Associates, Project Structural Engineer, is 100 kips. Cuts up to about 15 feet deep and fills up to about 6 feet deep will be required to achieve the proposed finished floor elevation of 345 feet (see Table 1) . Information regarding type of construction, building height, and structural loads for the Automotive, Foods, and Electronics buildings were not available at the time this report was prepared. The number of floors and the planned ' floor elevations were available, and were used together with a topographic map supplied by The Campanella Group, Project Architects, to estimate the required ' cuts and fills summarized in Table 1. 2 SHANNON !4 Wff Sl)N fNr ' W-4322-01 TABLE 1 ' Estimates of Cut and Fill Depth for Proposed Buildings Planned Approximate ' Lowest Floor Approximate Maximum Building No. Floors Elevation (ft.) Maximum Cut (ft.) Fill (ft. ) Carpentry 1 345 14-15 5-6 ' Automotive 1 343 9=10 7-8 Foods 3 339 10-11 1-2 ' Electronics 3 339 -- 3-6 No information was available regarding the Health building addition. It is ' assumed that the addition will be one or two stories with a floor elevation that matches the two existing buildings to which it will be connected, which ' is abaout elevation 330 feet. New parking lots will be constructed north and east of the Carpentry and Automotive buildings, and south of the Health addition. It is assumed that the parking lot pavement will be asphalt, similar to the existing lots at the site. Preliminary grading plans indicate that cuts and fills will be required to construct the lots. The depths of cuts and fills are summarized in Table 2. 01 ' SHANNON & WILSON. INC ■ W-4322-01 TABLE 2 Estimates of Cut and Fill Depths for Proposed Parking Lots Number of Approx. Maximum Approx. Maximum Lot Location Parking Spaces Depth of Cut (ft.) Depth of Fill (ft.) North of Carpentry 48 8 - East of Carpentry/ 113 4-5 8-9 Automotive South of Health 36 (No grading information available. Assumed that cuts and fills will be 2 feet or less). 4.0 SUBSURFACE EXPLORATIONS The subsurface conditions at the site were explored by excavating 16 test pits with a backhoe and drilling three borings with a truck-mounted drill rig. The test pits were excavated to depths of about 10 feet, on the average, and the three borings were drilled to depths ranging from about 18 to 22 feet. The locations of the test pits and borings are shown on the site plan in Figure 2. Logs of the test pits and borings are included in Appendix A. The locations were determined in the field by taping and pacing from existing buildings, parking lots, power poles, etc. Inasmuch as these existing features are widely spaced, the locations should be considered approximate. The test its were excavated with a Case 580 backhoe owned and operated b an p � P Y experienced excavating contractor working under subcontract to Shannon & Wilson, Inc. A representative from Shannon & Wilson was present during the excavation to make a log of the exposed soils and notes about groundwater (if encountered), and to collect representative soil samples. The density of the soils was estimated based on the difficulty or ease with which the pits were excavated, the stability of the sides of the pits, and probing the exposed 4 0 SHANNON & WILSON, INC W-4322-01 soils with a 1/2-inch-diameter, pointed, steel T-bar. Logs of the 16 test pits are presented in Appendix A, Figures A-1 through A-16. The borings were drilled with a Mobile 8-61 drill rig mounted on a truck. A 3-3/8-inch I.D. , 9-inch O.D. hollow-stem auger was used to advance the bore- holes to pre-selected sampling depths. Sampling was accomplished by the Standard Penetration Test method, which consists of driving a standard 2-inch- diameter (O.D.) split-barrel sampler a distance of 18 inches into the soil with blows from a 140-pound hammer free-falling a distance of 30 inches. The number of blows required to drive the sampler for three 6-inch increments is recorded and the final 12 inches is termed the Standard Penetration Resistance (N-value) . An N-value of 50 or greater for 6 inches or less penetration is considered refusal and the test is terminated. N-values are used as an indication of the relative density of granular soils and relative consistency of cohesive soils. The N-values are plotted on the boring logs included in Appendix A. Groundwater observation wells were installed in the borings. The wells consisted of 3/4-inch-diameter PVC tubing slotted for a distance of 5 feet on one end and placed in the completed borehole with the slotted portion .at the bottom. The wells were backfilled with soil augered from the borings, since the soils encountered were predominantly sand and gravel . The drilling, sampling, and well installations were coordinated, observed, and logged by an experienced geologist from our firm, who classified the samples and prepared a detailed log of each boring. The boring logs are included in Appendix A, Figures A-17, A-18, and A-19. The samples from the test pits and boring s were sealed in airtight jars and returned to the Shannon & Wilson, Inc. , laboratory in Seattle for testing and review by the project engineer. 5 eWAP.)1.1nKI a UVII r.)r- W-4322-01 ' 5.0 LABORATORY TESTING ' All samples were classified by the project engineer, and the classifications were used to edit the final descriptions on the test pit and boring logs in ' Appendix A. The water content of each of the samples was determined, and the results are indicated on the respective exploration logs. Particle size analyses of eight selected samples were accomplished, and the results are plotted on Figures A-20, A-21, and A-22. 1 6.0 GENERAL SUBSURFACE CONDITIONS 6.1 Soil This discussion of general subsurface conditions is based on the soils encountered in the borings and test pits, and on published geologic informa- tion of the project area. It should be realized that the site was reportedly once occupied by a housing development, and that existing old sidewalks and unpaved roads were observed at the site. It is therefore possible that remnants of the old development (building foundations, utilities, etc. ) may be encountered in planned site excavations, although none were encountered in the borings and test pits. Old records or plans of the development, if available, may provide more information in this regard. The near surface soils in the project area generally consist of man- placed fill and glacial recessional outwash overlying glacial till . The fill was most probably placed during site grading for the housing development that previously occupied the site. The fill was encountered in local areas rather than consistently across the site. It consists primarily of silty, gravelly sand, and is probably outwash that has been excavated and replaced by man. The glacial recessional outwash is most dominant at the surface of the ' site, and was deposited by meltwater streams from the glaciers during their last retreat to the north near the end of the ice age. Most of the outwash ' 6 SHANNON & WILSON. INC. W-4322-01 was not overridden and compacted by the glacial ice; therefore, its density can vary from loose to dense. Short re-advances of the ice during the period _ i when the overall trend of the ice was to retreat may have overridden and i compacted lower portions of the outwash. The outwash consists primarily of sand, gravelly sand, and sandy gravel , although lenses and layers of silt and some cobbles were observed in the test pits. The gradation of the outwash varies significantly, as indicated by the gradation curves in Figures 20 and 21, and the soil descriptions on the boring and test pit logs. The density of the outwash encountered in the explorations characteristically varied from loose to very dense, although most was dense to very dense. Glacial till , deposited during the last major glacial advance, underlies the recessional outwash. The till was deposited at the base of the advancing glacier, and is therefore consistently dense. It is mostly granular, but typically has a much higher silt and clay. content than the outwash. The till is described as a silty, gravelly sand containing clean, uniformly graded sand seams. A grain size distribution curve for a sample of the glacial till is shown in Figure 22. The glacial till encountered in the test pits and borings was dense to very dense. The thickness of the fill and outwash overlying the glacial till varies from location to location at the site. At the Carpentry Building location, the four test pits (TP-1, TP-2, TP-4, and TP-9) and one boring (B-1) did not encounter the glacial till . The test pits were excavated to about 9 to 11 feet below the existing surface, and the boring was drilled to a depth of 21.5 feet. The upper 2 feet of soil in one of the test pits (TP-4) was fill , and the remainder (excluding topsoil ) was identified as outwash. The test pits at the Automotive Building location (TP-3, TP-5, TP-6, and TP-7) also encountered primarily fill and outwash. These pits were excavated 10 to 11 feet below the existing surface. One of the test pits encountered about 3.5 feet of fill just below the surface. All other soil was identified 7 SHANNON & WILSON, INC W-4322-01 ' as outwash, except that encountered below 10 feet in TP-6, which was iden- tified as glacial till . Test pits TP-8 and TP-13, and boring B-2 were completed at the proposed Foods Building location. The test pits encountered 2 to 3 feet of fill over- lying outwash. Both pits were excavated to a depth of about 10 feet beneath ' the existing ground surface. The boring, drilled between the two test pit locations, encountered 1.5 feet of fill and 5.5 feet of outwash overlying ' glacial till . The boring was terminated after penetrating about 6 feet into the till . ' Test pits TP-10, TP-11, and TP-12, and boring B-3, were completed at the Electronics Building location. The pits were excavated approximately 10 feet below the existing surface and encountered 1 to 2 feet of fill overlying outwash. Test pit TP-11 encountered very dense, cemented sand below 8.5 feet, ' which may be part of the upper portions of underlying glacial till . Test pit TP-12 encountered hard sandy silt below about 9.5 feet, which is believed to ' be part of the outwash. Boring B-3, drilled approximately midway between TP-10 and TP-12, encountered 8 feet of outwash over glacial till . The boring was terminated after penetrating about 10 feet into the till . Test pits TP-14, TP-15, and TP-16 were excavated near the Health Building ' addition location. The fill depth varied from about 1.5 to 6 feet. The pits were excavated 8 to 9.5 feet beneath the existing ground surface and encoun- tered fill overlying outwash. ' 6.2 Groundwater No groundwater was observed in any of the 16 test pits, nor in borings B-1 or B-2. A wet sand seam was encountered in the glacial till stratum in boring B-3. Groundwater observation wells were installed in the borings so ' that future groundwater levels can be monitored. The fill and outwash is ' 8 a 1 W 4322-01 relatively permeable, and may contain groundwater during the wettest months of the year. 1 7.0 RECOMMENDATIONS 7.1 General iSoils encountered in the test pits and borings within the depths of proposed excavations, footings, and floor slabs for the buildings consisted mainly of fill and glacial recessional outwash. The fill is typically loose and was probably placed in an uncontrolled manner; therefore, it is recom- mended that existing fill not be relied upon for support of footings and floor slabs. The glacial outwash was generally dense to very dense, although the explorations indicate that loose to medium dense zones occur at random. Such variation is characteristic of recessional outwash. The proposed buildings can be supported on conventional column and wall footings bearing in dense outwash, or in compacted structural fill placed on dense outwash. The soil conditions exposed in general excavations and each footing excavation should ibe evaluated by a qualified geotechnical engineer during construction to determine that no loose outwash or old fill is present beneath footings, floor slabs, or new structural fill . Loose outwash or old fill , if encountered at or below footing or floor slab levels, should be excavated and recompacted, or in the case of an isolated footing, the footing may be lowered so that it bears in dense native soil . The fill and outwash is primarily clean to silty, slightly gravelly to gravelly sand containing some cobbles. Planned excavations could be accom- plished with conventional excavating equipment. If the glacial till that underlies the outwash is encountered in excavations, some ripping may be required. It is recommended that prospective excavation contractors examine the site, be aware that a housing development once occupied the site, and be prepared to encounter old sidewalks and possibly utilities, foundations, etc. 9 SHANNON & WILSON. INS ' W-4322-01 The soils encountered in the test pits and borings were primarily granular, and should be suitable for use as structural fill , as long as ' earthwork is accomplished during dry weather when proper moisture control is possible. ' 7.2 Site Preparation and Earthwork k ' It is recommended that all vegetation, roots, topsoil , and soil contain- ing significant amounts of organics be stripped from the areas that will be developed. The depth of topsoil at the exploration locations was generally 6 inches or less. In local areas, soil containing roots and organics was observed to depths of about 2 feet beneath the topsoil . The amounts of roots and organics were typically not large compared to the soil mass, and may not have to be removed; however, it is recommended that stripped areas be examined by an experienced geotechnical engineer during construction, and the decision ' about whether or not to remove these soils be based on his recommendation. Cuts to attain proposed finished floor and parking lot grades range up to about 15 feet. The cuts will be primarily in fill and outwash that consist mainly of sand and gravelly sand containing some cobbles. It should be tpossible to make the cuts with conventional equipment unless the underlying glacial till is encountered. Ripping may be necessary to excavate the till . Maximum temporary excavation slopes of 1.0 Vertical on 1.5 Horizontal R.OV on 1.5H) are recommended. Flatter slopes may be required wherever loose zones of fill or outwash are encountered. Maintenance of safe excavation slopes should be the responsibility of the Contractor, since he is continually present at the site to observe slope conditions. Permanent cut slopes should be no steeper than about 1.OV on 2-OH, although flatter slopes may be desirable for maintenance purposes.. It is recommended that all cut surfaces within building and parking lot tareas, and all stripped surfaces upon which fill will be placed, be proof- rolled to confirm that they are dense and unyielding. The proofrolling should be accomplished by making several passes over the entire area with a heavy ' 10 ' W-4322-01 ' (10-ton static weight) , smooth drum, vibratory compactor. Any loose soil detected during proof-rolling should be excavated and recompacted. If the excavated soil is unsuitable for recompaction, it should be replaced with compacted granular fill . ' Fill depths to attain the proposed finished floor and parking lot grades will range up to about 8 to 9 feet. It is recommended that the fills be ' constructed during dry weather using granular soil . The dry weather generally begins around June and extends through about mid-October. Grain size analyses ' performed on samples from the explorations indicate that most of the soil excavated at the site would be suitable for use as structural fill if proper ' moisture control is maintained, which is why dry weather earthwork is recom- mended. During wet weather, compaction of some of the siltier on-site soils ' would be difficult. Imported structural fill , if required, should be well-graded sand and ' gravel with a maximum particle size of about 3 inches. It should contain no organic matter. The amount of fines (percentage by dry weight of minus ' 3/4-inch soil fraction passing the No. 200 sieve) should be limited to about 15 percent during dry weather and 5 percent or less during wet weather. The fines should be non-plastic. If wet weather earthwork is attempted, the construction area should be sloped to promote the rapid runoff of precipita- tion. The earthwork should be accomplished in small sections to minimize subgrade exposure to wet weather, and no soil should be left uncompcated to soak up water. It is recommended that all fill be placed in thin lifts (loose lift thickness of 8 inches or less) on a relatively level surface and compacted to a dense, unyielding condition with a heavy, smooth-drum, vibratory compactor. " Sloping surfaces upon which fill is to be placed should be benched so that the fill lifts are level . The moisture content of all fill should be within +2 percent of the optimum for compaction. Recommended degrees of compaction are summarized in Table 3. The maximum recommended fill slope is 1.OV on 2.OH, 11 ' SHANNON & WILSON, INC ' W-4322-01 although flatter slopes may be desirable for maintenance purposes. All fill slope surfaces should be compacted. TABLE 3 Recommended Minimum Degrees of Fill Compaction Recommended Minimum Percentage of Location of Fill Modified Proctor Maximum Dry Densityl Beneath Buildings 95 Beneath Parking Lots 95 real Landscaped A General Fill 90/ 1 1) As determined by ASTM Designation D1557-70, Method C or D. It is recommended that all site preparation and earthwork, including proofrolling, fill placement and compaction be observed and tested by a qual- ified geotechnical engineer. This is considered particularly important, since some buildings will be located partially over fill areas and partially over cut areas, which could lead to undesirable differential settlement of footings and floor slabs if the fill is not properly placed and compacted. 7.3 Foundation Design The explorations and the proposed and existing grades indicate that footings for the new buildings will bear in outwash or newly constructed fill . A maximum allowable bearing pressure under dead load plus sustained live load of 4,000 pounds per square foot (psf) is recommended for design of footings. This pressure can be increased by one-third for short-term wind or seismic loads. It is recommended that all footings be buried at least 24 inches below the lowest adjacent interior or exterior grade. Wall footings 12 SNANNON !4 WILSON. INC W-4322-01 ' should beat least 18 inches wide, and column footings at least 24 inches wide. ' The soils exposed in the footing g excavations should be evaluated by a geotechnical engineer to determine that no old fill or loose outwash is ' present beneath footing locations. If present, old fill and loose outwash should be excavated and recompacted. It is recommended that provisions be tmade in the plans, specifications, and contract payment schedule for such overexcavation and recompaction. It is also recommended that the contractor ' be responsible for suitably underpinning, bracing, or otherwise protecting the footings for the existing buildings at the Health addition location, should it be necessary to overexcavate near them. It is anticipated that about the upper 6 inches of sand and gravel in the footing excavations will be loosened by the excavating equipment. It is therefore recommended that all footing subgrade surfaces be compacted to a ' dense and unyielding condition with at least three coverages with a hand- operated vibratory compactor before reinforcing steel and concrete is placed. ' I i t s estimated that total and differential settlements of footings designed and constructed according to the aforementioned recommendations will be less than about 1-inch and 0.5-inch, respectively. The settlements are VP expected to occur as the structural loads are applied, due to the granular nature of the soils. 7.4 Floor Design The lowest floors of the buildings could be designed as slabs on grade. The floor subgrade should be dense, unyielding outwash or newly placed fill . Any loose soil detected during proofrolling or probing prior to floor construction should be recompacted or replaced with compacted granular fill . 13 SHANNON & WILSON, INC. W-4322-01 A 4- to 6-inch-thick layer of pea-gravel or washed gravel and a vapor barrier is recommended to be placed beneath any concrete slabs on grade. The vapor barrier could consist of plastic sheeting. 7.5 Drainage ' A subdrain should be placed at the footing level of building walls in all areas where interior finished floor grades are lower than planned exterior grades. Recommended subdrain details are shown in Figure 3. 7.6 Earth Pressures on Building Walls Lateral earth pressure against a basement or retaining wall is dependent on the method of backfill placement, the type of backfill , drainage provi- sions, and whether the wall is permitted to deflect laterally during or after backfill placement. It is assumed for this project that backfill and drainage will be as recommended in Figure 3. Therefore, if the walls are allowed to deflect laterally or to rotate an amount equal to about 0.001 times the height of the wall during or after backfill placement an active earth pressure condi- tion would prevail. For rigid walls that are restrained from deflecting at the top, an at-rest earth pressure condition would prevail . At-rest condi- tions are usually assumed for backfilled building (basement) walls. Recom- mended equivalent fluid weights for determining active and at-rest pressures for the cases of horizontal backfill and backfill that slopes up and away from the wall are given in Table 4. For any case where the backfill slopes down and away from the wall , it would be conservative 'to choose an equivalent fluid weight for a horizontal backfill . 14 SHANNON & WILSON, INS W-4322-01 ' TABLE 4 Recommended Active and At-Rest Earth Pressures for Walls Backfill Slope Equivalent Fluid Weight of Soil (pcf) (Up and Away From Wall ) Active Condition At-Rest Condition _ Horizontal 35 55 1V:5H 36 56 1V:4H 37 58 1V:3H 40 63 1V:2H 46 '72 The values in Table 4 do not account for surface loads near the walls, such as heavy construction machinery, building equipment, or loads from ' traffic, floor slabs, or footings placed in close proximity to the walls. A lateral pressure due to surcharge should be added to the recommended lateral earth pressures where appropriate. Uniform surcharge loads, such as from floor loading, would cause an increased lateral pressure on the wall approxi- mately equal to 0.5 times the average vertical surcharge pressure. Increased ' lateral pressures from concentrated loads should be evaluated on an individual basis. 7.7 Lateral Resistance Resistance to lateral earth pressures, wind, or seismic loads can be 1 provided by friction at the base of foundations. A frictional coefficient of 0.5 is recommended for foundations at the subject site. Lateral resistance may also be provided by passive earth pressure against buried portions of structures or retaining walls. Assuming the recommended backfill and drainage provisions on Figure 3 are implemented for this project, the passive pressure can be estimated using the equivalent fluid weights shown 15 aHAMMnM A• W11 cnN �Nt' ' W-4322-01 in Table 5. The values given are for horizontal backfill and backfill that slopes down and away from the wall , and include a factor of safety of 2. For ' any case where the backfill slopes up and away from the wall , it would be conservative to choose the value for horizontal backfill . TABLE 5 ' Recommended Passive Earth Pressures for Walls Backfill Slope (Down and Away From Wall ) Equivalent Fluid Weight of Soil (pcf) Horizontal 200 ' 1V:5H 190 1V:4H 180 ' 1V:3H 160 1V:2H 125 7.8 Parking Lot Pavements Recommendations given in Section 7.2 apply to earthwork and subgrade preparation for parking lots and roadways. If implemented, it is anticipated that a suitable subgrade for pavements would be provided, and a CBR value of 10 is recommended for flexible pavement design. , ' The depth of frost penetration in the project area is generally about 12 inches, infrequently 18 inches. A positive way to protect exterior pavements ' from damage due to frost action is to provide a pavement structure thickness consisting of at least 12 inches of pavement and clean, granular, non- frost-susceptible base and subbase. However, inasmuch as the native soils are ' primarily granular and comparable to soils considered to be of low to medium ' 16 Ct UA /0 we Pn Rl B. %A1II Cn KI IAI/ W-4322-01 ' frost susceptibility, and since little or no groundwater was observed in the test pits and borings, a lesser pavement structure thickness could probably be ' used. ' 8.0 PLANS AND SPECIFICATIONS REVIEW AND CONSTRUCTION MONITORING Shannon & Wilson, Inc. , has been retained to review the project plans and ' specifications that pertain to site preparation, earthwork, foundations and drainage, to determine that they conform to the recommendations contained in this report. The plans and specifications should be made available for review in sufficient advance of bidding so that possible suggested changes can be ' incorporated into the final bid package. Shannon & Wilson, Inc. , has also been retained to provide construction monitoring services. The work that should be evaluated is noted throughout this report, and includes: 1) Site preparation and earthwork, including proofrolling of stripped areas, fill placement, and compaction. 2) Foundation subgrade preparation. ' 3) Drainage installation. ' 9.0 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist and further assume that the borings and test pits are representative of the subsurface conditions through- out the site, i.e. , the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. If, during construction, ' subsurface conditions different from those encountered in the explorations are observed or appear to be present beneath excavations, we should be advised at ' 17 SHANNON & WILSON. INC W-4322-01 once so that we can review these conditions and reconsider our recommendations where necessary. If there is a substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed due to natural causes or construction operations at or adjacent to the site, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report was prepared for the exclusive use of the Owner and Engineer in the design of the subject facility. It should be made availble to prospective contractors and/or the Contractor for information on factual data only, and not as a warranty of subsurface conditions included in this report. Unanticipated soil conditions are commonly encountered and cannot be fully determined by merely taking soil samples from borings or test pits. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs. Sincerely, V00`tip SHANNON & WILSON, INC. p� ..«.... F� dFViAS;y AO i • L �b tom`o Theodore W. VogeWoll , P.E. '• '°�'•.""�;sT ^ •°4� Senior Engineer '��'�r•''••�•> •''""•Ok e man H. Oruebert, P.E. ���� ')F ,ra5,y OF O Senior associate { TWV/sss r ;VJ F"IaTE��� 18 SHANNON & WILSON, INS �3 EE Y }� • '"$ia`'33 i • y; 3 4 \�fAf 35 N � .......... ! • ' O ■ I r- 4 tali ` l ' y4 c ..^ ..I ■ TA tstX Y r.r ! /t ! N ^ r IAL 7 • r . . r. , cc w,w n 000.... ' a � w �MII ? p [ IYT=1 - ■ C GN. R Y .I St ID ^ `\ • I •M! HrX {T 1G EI t r GT« ST 1. IS OlOvti IT w R sI 1 Y )I ND- 11' 5 tit o r... i « }TX t^ ,•. «I , L w rY '' I - ftrr SST , •'` -IS IaIIN 11,i ' •`• r i X ar \ -r. lz SIT.IT r JG ON OU .S : 'tH t\ O r tK I7TX • T �s rJ `~ X[ « InX cc I PEa f i [ '�[ • pt d I i d 't'ro� •[ II,« R t i X ' ST tx'JI111M R l ISa117,r j 1 •+v' t 69 IUTX� y •I uM R X r[ rorN •' � :...-., x INTN it.,LIMP jT - o of roM a, J Jy t i7a;n n«Lr i x INTr c7T • 4 w ' —— n.M R... _` - : + • •«Ya. _! .. ..— ——' SE naT"—------ T o-o-- It _i W 2 ,111.,) ♦T�, : •'1•ha `� •1 �L��7_'_ y z . u MTX.T I ii x IIITNoIT tX ST * 20 I: f,Iti 11' < «f L TY.,•.' @ 9ra. I i _ 1 1 X aL f •,N ' !1 = «ITl« IT n + W.. _1T i Y rsrN it ow Tic d „« = • r,,; �•ia PROJECT LOCATION r ATN I N t I ■ T [ '_. ... _ -.-. ..�.. ..- N •loN --' .. .. 1 x INTM IT 1 m b w,ofor w11i 1 1 x IMTk IT sr •..•� s•`ry ow = I .�� vi Y't7•T« tT It: ! 'I n� 1 .Y e 4 III ST 1 7 >I 11 = '^N _ I Y 1?eD it __ f-►i F r x I1Fp T If 177+p - Irby nST d - I ' C p 6 TV- 'X� 17y r �' R , -J7tiR � D S 1 i« -- .- --1--- I-------� of - s _ �`� i It TV-- .A-. ■. T _= 177 `►LUC— Q1J1f •T �! •7O {• ' ` it 1rr«R x t7[T /�L o Z d �1t u wTX s, •N r IIT It - S IS .,L., -t I.wa1R G Y WI1>I fT 'pl Alaevood t.' lu x c c N Golfl,, i .. '- i N L v wT«n •-� 1 ' NOTE: THIS MAP TAKEN FROM MAP 35, RENTON VOCATIONAL KING COUNTY SECTION, 1984 TECHNICAL INSTITUTE EDITION OF THOMAS BROS. MAPS. VICINITY MAP DECEMBER 1984 W-4322-01 SHANNON & WILSON, INC. FIG. Gootechnical Consultants, MONROE AVENUE WIDENED A ( 1 1 i F I I ALONG MONROE AVENUE • ; FOR ADDITIONAL DRIVING LANE I x_ �e I i I � j I•K I I 20'SETBACK L !L' L ` i I I W +J �► s '� I - - - 1 -ieoa.00►«t-- - _- . /] — _ �, �; <� _ r .? :�41 _ �,;.' Monroe venue Northeast _ J.- - - -,.-> - - Y �-�•'--_ �. -- _ 67506 toot- -- - - - - --\ ' ` l _- -- __ � r•• .. ... ......... .... ...... _cic_+:—_ --' N -- _ \ -.-... — ` • �._may,",.+.. +�.l...e. d _�.r �(---— I. r EXISTINCLPARKWG— --- ,��WERZME-EASEAIERT _ 'ram ` RAN Y2 '0 '+'o N��l PARKING. ' ra a �\ , O 'o=-y�- - _ \. - EXISTI,OS -150 ARKiNG EXISTING PARKING 13 EHTRANC \ _O /j LL EE .420 IL �P 8 g_y TP-13 _ _ LpotEr-1 ! - �._:_ r_ _ ,�- EXISTNCipARKING ( I LINEa OFOODS V ___EMENT j I O ,, 132 —� J / Ilnlillllll I j I lot FLOOR ELEV 339.0 - — j l 355.0 — I(n, ' •TIHC► i.`s,/ ' - ,TP-3 / 3rd fIOOR ELEV 370 0 •i 11{1T Exls i P-6 I - FLJTE�RE I Li EXISTINGg-1 . 1 ; ,BUILDTNGn� AUTO VECAR NTRY/ANEW.-.rFLOOR LE V 343.0 11 1; FLOOR�[EV -34s.0 f /' I TP-11 _I I / EXISTING I OI _�_ D 0 y v NEW PA-KING I J ` \ _ ELECTRONICSlot =XISTW. +� �O •o -�/ a 2nd FLOOR ELEV 353Q ` - , -�- -- i d ' TP-7 DTP-4 TP-10 —_ NEW SIDEWALK, —._ - 3rd FLOOLEV 370.0 - 1 EXISTING TP-5 •e TP-12 -- - �� — CURB, A GUTTER \ --- -i-\ - - — NCT FIRE ACCESS 3 - _ - _ �� r: �- \ Y i ' I Jr_ E.MERGE a N ALONG SEVENTH STREET - � V _ �" _ / 1542.87 feat � _ - _ � --- I -- --- - — - - - — �� --� - — , - --- - - - - / `EXISTING PARKING r ��`- Ii - I O I Kirkland v _ T--I — 3t, i-ITT 1F /� � �'�- _r�- - - - ` �. - — ( EXISTING --- • __— ; NEW FENCE I - _ { \\ i TP-14 �o I __— -- °�---�- 1 �• �' /�r NEW CURB i GUTTER ALONG j _ A KtaKLAND AND JEFFERSON AVENUES ALONG KIRKLAND AND JEFFERSON AVENUES 1 1 I 20'SETBACK \ ?eo HEALTH \ \ 1 ! ,\ , ADDITION EMERGENCY FIRE ACCESS I � I , �� ,' Z\ \ 20'SETBACK TP-15 r aao,�J -- ' B-1 LEWEND NOTES INDICATES ALPPROXIMATE TRUCK BORING LOC/ATION i , �• `��\\ � �i � 1 i- RENTON VOCATIONAL 1. THIS PLAN BASED ON AN UNDATED SITE DEVELOPMENT TP-1 TECHNICAL INSTITUTE PLAN PROVIDED BY THE GAMPANELLA GROUP, INC. � INDICATES ALPPROXIMATE TEST PIT / \\ C� TP- 16 v l 2. ELEVATION DATUM: CITY OF RENTON BENCHMARK NO. 514, LOCATION - �,' _ �IEW-PARkryt� ELEV. 323.52, NATIONAL GEODETIC VERTICAL DATUM. � \-�-_ 36- t I SITE & EXPLORATION PLAN 0 100 200 300 g• :` \��,. tsa Ss t~1 DECEMBER 1984 W-4322-01 SCALE IN FEET _ �`- /1 ��• I SHANNON & WILSON, INC. FIG. 2 Geotechnical Consultants ON SLOPED TO DRAIN AWAY FROM STRUCTURE EXTERIOR WALL PAVEMENT OR S" DAMP PROOFING IMPERVIOUS SOIL .ONdIJE SOIL DRAINAGE SAND a 10RAVEL (SEE NOTE 2) OR WASHED PEA GRAVEL MIN. WEEP HOLES EXCAVATION SLOPE i, CONTRACTOR'S (SEE NOTE.1) VAPOR RESPONSIBILITY • BARRIER qr i 12" MIN. COVER OF PEA GRAVEL i i.� - ,'• i�•�. ��.��. 16°MIM. �•!'.� (6" MIN.ON SIDES OF PIPE) 6"MIN. SUBDRAIN PIPE 4" WASHED PEA GRAVEL NOT TO SCALE MATERIALS NOTES DRAINAGE SAND i GRAVEL WITH THE 1. DRAINAGE GRAVEL BENEATH FLOOR FOLLOWING SPECIFICATIONS: SLAB SHOULD BE HYDRAULICALLY ' PERCENT CONNECTED TO SUBDRAIN PIPE. USE OF SIEVE SIZE PASSING BY WEIGHT 2" DIA. WEEP HOLES AS SHOWN IS ONE APPLICABLE METHOD. 1-1/2" 100 2. IF WET CONDITIONS RENDER ON4ITE SOIL -3/4" 90 TO 100 UNSUITABLE FOR COMPACTION BACKFILL- THE ZONE SHOWN ABOVE WITH FREE- - 1/4" 75 TO 100 DRAINING GRANULAR SOIL WITH NOT MORE NO.S 65 TO 92 THAN 5% (BY WEIGHT BASED ON MINUS 3/4"PORTION) PASSING NO. 200.SIEVE :0.30 20 TO 65 (BY WET SIEVINGI WITH NO PLASTIC FINES. NO.50 5 TO 20 3. BACKFILL WITHIN 16"OF WALL SHOULD BE COMPACTED WITH HAND-OPERATED NO. 100 0 TO 2 EQUIPMENT. HEAVY EQUIPMENT SHOULD Iby wet sieving) (non-plastic) NOT BE USED FOR BACKFILL,AS SUCH EQUIPMENT OPERATED NEAR THE WALL COULD INCREASE LATERAL EARTH PRESSURES AND POSSIBLY DAMAGE THE WALL. 4. ALL BACKFILL SHOULD BE PLACED IN LAYERS NOT EXCEEDING 6"LOOSE THICKNESS AND DENSELY COMPACTED. SUBDRAIN PIPE BENEATH PAVED OR SIDEWALK AREAS, COMPACT TO AT LEAST 95% MODIFIED 4" MINIMUM DIAMETER PERFORATED.OR PRbCTOR MAXIMUM DENSITY (ASTM: D1557, SLOTTED,CONCRETE„METAL,ASBESTOS- METHOD C). OTHERWISE COMPACT TO 90% CEMENT OR PLASTIC PIPE;TIGHT JOINTS; MINIMUM. SLOPED TO DRAIN (4—/100'MIN.SLOPE); PROVIDE CLEAN-OUTS. PERFORATED PIPE HOLES (3/16"TO 1/4" DIA.) TO BE IN LOWER HALF OF THE PIPE WITH LOWER QUARTER SEGMENT UNPERFORATED FOR WATER FLOW. SLOTTED PIPE TO HAVE 1/6"MAXIMUM WIDTH SLOTf, RENTON VOCATIONAL TECHNICAL INSTITUTE SUBDRAINAGE & BACKFILLING C' DECEMBER 1984 W-4322-01 SHANNON 6 WILSON.INC. FIG. 3 G eotechn•rcal Consultants W-4322-01 APPENDIX A LOGS OF TEST PITS AND BORINGS LABORATORY TEST RESULTS SHANNON & WILSON, INC M IM mom M IM M M M SHANNON 6 WILSON. INC. JOB. NO. W-4322-01 DATE 10-30-84 LOCATION SEE PLAN GEOTECHNICAL CONSULTANTS LOG OF TEST PIT TP-1 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE W =W SKETCH OF WEST PIT SIDE SURFACE ELEVATION APPROX. 346 FT. SOIL DESCRIPTION d d a : �., HORIZONTAL DISTANCE IN FEET xu y a= 0 2 4 6 B 10 12 1O O GRASS & TOPSOIL OZ Dense, light brown, clean to slightly 12.2 S-1 4 silty, fine SAND; dry . . . . . . . . . 3f3 . . . . . . . . . . . . . . . . . . ODense, light brown to gray-brown, 2 .». ................. ....». ..»: :....»:... t 2. :» » slightly silty to clean, fine SAND; moist O Dense, light brown, slightly silty, fine ; ; : ; ; ; ; ; ; ; ; ; ; ; ; ; ; f SAND with trace of medium sand; 4 ; ;» moist . . . . . . . . . . : : . . : . . : : : : : . . : : . . : . . . . . . . . . . . . . . . . . . . . 7.8 S•2 : . . : . : . : . : . : : : . : � : . . : : . : . : : : . : . . . . . . . : . . ! . . . . . . . . . . . . . . . . . : . . . , . . . . . . . . . . . . . . . . . - -- . . . . . . . . . . . : : : : : : : : : : : : : . . . . . o . . . . . : : . . . . . . . . . . . . . . . . . . o ................. _ _,...»..............: .........j.»... .....»..»...»-..�»:.. .. : : : : : : : : : : : : : -� : : : D 14.1 S-3 . . . . : : . : : : . . . . . . . . . . . . . . . . . . . . : . . . . . . . . : . : : . . : . . . : MM M / SNANNON i . INN. OEOIECNMICAL JOB. NO. W-4322.01 DATE 10.30-84 LOCATION SEE PLAN CONSULTANTS LOG OF TEST PIT TP-2 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE W =W SKETCH OF WEST PIT SIDE SURFACE ELEVATION APPROX. 3" FT. SOIL DESCRIPTION ;e 1 W HORIZONTAL DISTANCE IN FEET y �= 0 2 4 6 11 10 11 10 TOPSOIL . . . : : : : : : : : : : . : : : O2 Dense, brown, gravelly, silty, fine to medium SAND with trace of coarse sand; moist 1 ..»»:.... :... ..:............. .» . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Dense, brown, silty to slightly silty, . . : . . . : : : : : : : : : . . . . . . . . . . . fine SAND with trace of medium sand; 9.7 3.1 moist; becomes gray-brown with depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4O Dense, gray, clean, fine to medium 4 . . . . . . ... . . . . . . . . . . . . . . SAND; moist «:.«» ««.. ».«..» :«....:»..«. .».......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.0 2-2 : : : : : : : : : � : : : : : : : : : . . . . . . : : : . . . . . . 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 .......»»............» i ..«»»_...»........»...« � ...«««» ....«. « . • . . . . O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 »....«.«...»« .«..».» ».... . . . . . . • . . . . . N 5.9 3-3 : : : : : : : : : : : : : : : . . . . . : : . . . : : : : : : : : : : : : : : : : • SHANNON i WILSON, INC. JOB. NO. w-4322-01 DATE 10-30-84 LOCATION SEE PLAN i[OTECNNICAL CONSULTANTS I PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE I LOG OF TEST PIT TP-3 or W = SKETCH OF WEST PIT SIDE SURFACE ELEVATION APPROX. 351 FT. SOIL DESCRIPTION w3 J .-W � i W� HORIZONTAL DISTANCE IN FEET xU y oZ 0 4 B 11 10 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 Loose, red-brown. silty, fine SAND . . . . . . . . . . . with medium to coarse sand and scattered gravel; moist,lFILL1 0 Dense, brown-pray, clean, gravelly, fine 12.2 S-1 2 -. :•�-- - _- _- •--- -•�~-•• - to medium SAND with coarse sand; dry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ® Dense, gray-brown, slightly silty to . . ; . . . . : : clean with depth, fine SAND; moist ; ; ; • • • • • • • • • 4.1 S-2 4 :_. . _ _ w.: . :. : :... w . . 6 :_... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : : : . : : : : : : 11.4 S-3 ..... ........._...' �M : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 ...................._...... _._ . _.._.. ....._.._ _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D 8.5 S-4 12 SHANNON a ■ILSON. INC. JOB. NO. W-4322.01 DATE 10-30.84. LOCATION SEE PLAN GEOTECHNICAL CONSULTANTS LOG OF TEST PIT TP-4 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE W =W SKETCH OF WEST PIT SIDE SURFACE ELEVATION APPROX. 340 FT. SOIL DESCRIPTION ;c HORIZONTAL DISTANCE IN FEET xU 0 4 6 B 10 12 O . . . . . . . . . . . . . . . . � . 1 . . . . . . . . . . . . . . . . . . . . . (D TOPSOIL & GRASS 2 Loose, dark brown, silty, fine to : : : : . : : : : i : •L`J : : : . : • • • • l • • • 13.4 S-1 . . . . . . . . . . . . . . . . . . . . medium SAND with coarse sand and 2 . . . . . organics; moist (FILL) »» ......... ...............»............ ......................... O Loose, brown-orange, slightly gravelly, : : : : : . . : : : : : : : : : : : : : : : : : : : : : : : : : ! : : : : : : : : ' ' : : : : : ; I siity, fineSANDwithmediumto � coarse sand and some fine roots � : : : . : . : Dense, gray-brown, clean, fine to 10.9 S-2 4 »»»» . ......... :.. ..»........_................. »..... .... ..».» .................. ....._ » » medium SAND with scattered gravel; : : : : : : : : '• : : : : : : : : : : : ; ; : : : : : : : : : : : : dry �5 . Very dense, gray to light brown, . . . . . . . . . 3 . . . . . . . . . . . . . . . . . . . . . . . . . . slightly silty, fine SAND (thinly bedded); : : : : : : : : . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . moist 4.0 S-3 6 :».:._:...:»....:... ..:.. .. ... . . . . . »:.. ..» : : : . . . . . . . . . . . . : : : 10 »_»......» ._ _ ._ _ ...»»..._..... _».»».. ..._._. _ _ _ 12.8 S-4 . . . . . . . . 12 . . . . . . . . . . . . . . . . . . . . . . . . . . M M M M M M -r SHANNON i ■ILSON, INC. JOB. NO. W-4322-01 DATE 10-30-84 LOCATION SEE PLAN OEOiECNNICAI CONSULTANT! PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE LOG OF TEST PIT TP'S 4 r W =W SKETCH OF EAST PIT SIDE SURFACE ELEVATION .APPROX. 337 FT. k SOIL DESCRIPTION ;c ; W" HORIZONTAL DISTANCE IN FEET e x0 y �= 0 4 B 11 10 12 1 . . . . . . . . . . . . . . O1 TOPSOIL & GRASS : : : : : : : : : : : : : : : : : : : : : : : : : : : : : ®2 Loose, orange-brown, silty, fine SAND 12.8 S-1 : : : : : : : : : : : : : : : : : :O : : : : : : : . . . . . . . : : : : . . . : : : with occasional fine roots; moist . . . . . . . . . . . . . . . . . . . 2 ....»..... ...»... ... ... .. ... O3 Medium dense, gray-brown, slightly silty, fine SAND 7.8 S•2 . . . . . . . 4 Very dense, gray, gravelly, clean, fine : : : : : : : : : : : : : : : : : : : : : : : : : : : : . . . . . . to medium SAND with scattered cobbles; dry 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ® Very dense, gray, gravelly, medium to 4.8 S-3 . . . . . . . . . . . . . .. . . . . . . . . . : coarse SAND; dry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41 : : ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.8 S-4 : : : : . . . . . . . . . . . . . . . . . . . . . . . . 10 ....... . ._.. _. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . rr rr rr r Ir rr rr ® rr r rr rr +r r rr r rr SHANNON A WILSON. INC. JOB. NO. W-4322-01 DATE 10.30-84 LOCATION SEE PLAN {EOTSCNNICAL CONSULTANTS LOG OF TEST PIT TP-6 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE 11•~ SKETCH OF EAST PIT SIDE SURFACE ELEVATION APPROX. 345 PT. SOIL DESCRIPTION HORIZONTAL DISTANCE IN FEET 00 y oZ 0 4 8 11 10 12 ; 1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (D TOPSOIL : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : . . . . . . . . . . . O10.4 S-1 2 Loose, orange-brown, silty, fine SAND O with trace of medium to coarse sand and occasional fine roots; moist 2 .»:«.......... �3 Dense, gray-brown, slightly silty, fine . . . . - - SAND with scattered gravel; dry 4.3 S-2 : : : . . . : . . : : . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Very dens., gray, gravelly, silty, fine : : : : : : : : : : : : : : : : : : : : : : : : : : : . . . . . . . . . . . . . . : : : to medium SAND with chunks of gray 4 : :«........... ...: silt . . . r�5 Very dense, gray, silty, fine SAND with scattered fine gravel (TILL) ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; , ; ; ; ; ; , , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 «:.«:. .�«.» ... :.......:..� .» ..: «�»� :» . . . . . . . 8 ....:«...............«:..... « «:..�»:».: «: » w . . . . . . . . 12.7 S-3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 ».».........................« .».»... ..................... .............»«.........« ....«...«. T .� . . Q 15.5 S-4 . f I SHANNON i ■ILSON. INC. JOB. NO. W-4322.01 DATE 10-30.84 LOCATION SEE PLAN iEOTECRNICAL CONSULTANTS 4 LOG OF TEST PIT TP-7 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE W =W SKETCH OF WEST PIT SIDE SURFACE ELEVATION APPROX. 337 FT. SOIL DESCRIPTION ;e W LL HORIZONTAL DISTANCE IN FEET x� y CM= 0 4 6 8 10 12 1O TOPSOIL 9.0 S-1 .O . Loose, orange-brown, slightly gravelly, : . : : • • . • . . • • . . . . . . • . • . . . . : : : : : : : • • • . . . . : silty, fine SAND with trace of medium " " .. ' . . . . . . . . . to coarse sand and occasional fine 2 » :... ....» roots; moist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Dense, grey-brown, slightly silty, fine 6.3 S•2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' . . . . . . . SAND; dry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 - .:. :.- . » .. » : :_» .. »_ ..» _» Very dense, pray, clean, gravelly, fine 4 to coarse SAND; dry O5 Very dense, gray, gravelly, silty, fine . . . . . . . . : . . . . 3 . . . . . . . . . . . . . . . . . . . . . . . . SAND with scattered cobbles; moist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 ».. _ .. NOTE: LENSES OF SILT AND . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . GRAVEL THROUGHOUT. : : : : . : : : : : : : : : : : : . . . . . . . : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.7 S-3 : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 ...... ..- ».... ..--.--..-- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . "^ 13.2 S-4 : : : : : : : : : : : : : : : . 6 . . . . . . . Ili �81 � � � � � ® � itli I• � � � SHANNON JG WILSON, INC. 106, NO, W-4322-01 DATE 10-3044 LOCATION SEE PLAN G[OTECNNICAL CONSULTANTS PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE LOG OF TEST PIT TP-8 01C W =W SKETCH OF NORTH -PIT SIDE SURFACE ELEVATION APPROX. 346 FT. f SOIL DESCRIPTION ;e i W j, HORIZONTAL DISTANCE IN FEET f xu y �= 0 , 6 IO 12 . t •GROUND•S RFACE . . ©1 Medium dense, brown, silty. gravelly, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . fine to motilsim $AND with trace of . . . . . . . . . coarse sand; moist (FILL) • • • • • • 1 . O Dense, light brown, slightly silty, 9.5 3-1 ._. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' . . . . . . . . . . . . 2 gravelly, fine SAND with trace of medium sand; dry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O3 Very dense, gray, gravelly, fine to : : : : : : : : : : : : : : : : medium sum SAND with scattered cobbles; 4.7 S-2 . . . . . . . . . . . . . . . . . . . . . . . 2 . . . . . . . . . . . . . . . . . . . . . . . . . 4 _........ ......_. __. ............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.3 S-3 6 : .. .. . . . » . . . . _. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . e .... ......._: �..:..�.. ..:...�..:.. �.:..� �_� . . . . . . . . . . : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 :._ _.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 1, 1 . . . . . . . . . . . . . . . . . . I . . . . . . . . . JHANNON 6 WILSON, INC. JOB. NO. W-4322-01 DATE 10.31-84 LOCATION SEE PLAN OTECHNICAL CONSULTANTS PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE LOG OF TEST PIT TP-9 OC W =W SKETCH OF WEST PIT SIDE SURFACE ELEVATION APPROX. 352 FT. SOIL DESCRIPTION ;c = CL W" HORIZONTAL DISTANCE IN FEET 0 2 6 B 10 12 O1 TOPSOIL . . . . . . : Loose, light brown, silty. fine to 8.8 3.1 medium SAND with scattered gravel; moist 2 ............. �J Dense, brown, slightly silty, slightly gravelly, fine to medium SAND; dry . . . . . . . . . . . . . . . . . . . . . . . . . O Dense, brown, silty, fine SAND; moist . . . . . . 4 ; ; ; ........-....... .. _ .. ._. . : .:_ . . ... .... : : : ... ..._ : : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NOTES 1. PIT CAVED AT A DEPTH OF 4.5 FEET. 6.6 S-2 2. SOILS BECOMING DENSER AT 5.0FEET. . . . .: : : : : : B ................................. »» » .. . i........»....... ........ ..� 19.2 S-3 : : : : : : : : : : : : : : : : : : : : . . . . . . : : : : : : : : : . . . . . . . . . . : : : : : : : : : 10 . .. . . . . . . . . . . D 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SHANNON i /ILSON, INC. JOB. NO. W-4322.01 DATE 10-31.84 LOCATION SEE PLAN O[OTECNNICAL CONSULTANTS LOG OF TEST PIT TP-10 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE �° W =W SKETCH OF EAST PIT SIDE SURFACE ELEVATION : APPROX. gas FT. SOIL DESCRIPTION ;c : W HORIZONTAL DISTANCE IN FEET xu H CM= 0 4 B 11 10 12 1O Loose, dark brown, gravelly, silty, fine : : : : : : : : : : . . . . . . . . . ; to medium SAND with trace of coarse . , . . , . . . , , , , , • 1 sand and with organics; moist (FILL) • • • • • • • li.l1 8-1 . : : : : : : : : . . . . . . . . �2 Dense, red-brown, slightly silty, gravelly 2 . . . . . . . . . . . . . . . . . . . . . . . . . . • • • SAND; dry Very dense, light brown, sandy . . . . . . GRAVEL with numerous cobbles; dry; . . . . . . . . . . . . . . . . . . . . . . . . becomes gray-brown SAND & GRAVEL • • • • • • • • • • • • • • with depth : : : : : . . . . . . OVery dense, light gray, clean, fine . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . j - SAND with medium sand and scattered : : . : : : : : : : : : : : . . . . . . . . . gravel; dry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . g 3.4 3-3 : : : : : : : : : : : . . . . . . : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 . ... .». . .,. • .. . . .... . . ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D . . . . . . . . . . . . . . . . . . . 12 . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . R ` E SHANNON i MILSON. INC. 10B. NO, W-4322-01 DATE 10-31.84 LOCATION SEE PLAN QEOTECHNICAL CONSULTANTS ' LOG OF TEST PIT TP-» PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE f SKETCH OF NORTH PIT SIDE SURFACE ELEVATION APPROX. 335 FT. SOIL DESCRIPTION ;c = Uj HORIZONTAL DISTANCE IN FEET I x� y o= 0 4 8 . . . . . . 10 12 . . . 1 U1 TOPSOIL : : : : : : : : : : : : : : : : : : . : .1`J : : : : : : : : : : : : : : : : : : : : : : : : : : : O Loose, gray, silty, gravelly, fine SAND; moist (FILL) 11.1 8-1 . . . . . . . . . . . . . . . . . . 2 O3 Loose. orange-brown, silty, fine SAND 17.6 S-2 with medium sand and scattered gravel; moist . . . . . 10.6 S-3 . . . . . . . . . . . . . . : Medium dense, dark brown, gravelly, silty, fine to medium SAND with 3.7 9-4 , - - -�• organics; moist . . . . . . . . . . ® Medium dense, orange-brown, slightly gravelly, silty, fine to medium SAND; . . . . . . . . . moist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . jO6 Very dense, gray, gravelly, clean, fins 6 : .,_; .... . ... :. .�� » _ _w. t to coarse SAND with scattered cobbles; dry : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : . . . . . . . . O7 Very dense, gray, clean, fine to : : : : : : : : : : : . . . . . : . . . . . . . . 7 . . . . . . . . . . . . . . . . . . . . . . . . . medium SAND with trace of coarse " " . . . . . . sand and scattered gravel; dry 8 ...: . .:...:... ..: :.� .:. :.. . _.. : . w . . . . . . . . 4.1 S-6 ® Very dense, gray, slightly silty to clean, . . . . . . • • . . • . . . . . . . fine SAND with trace of medium sand; cemented, dry . . . . . . . . : . . . . . . Y8 . . 7.1 S-6 : : : : : : : : : : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . G� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . rr ■r ® rr r rr rr rr r rr rlrr r r r rr rr SHANNON t WILSON, INC. 108. NO. W-4322-01 DATE 10.31.84 LOCATION SEE PLAN QEOTECNNICAI CONSULTANTS PROTECT RENTON VOCATIONAL TECHNICAL INSTITUTE LOG OF TEST PIT TP-12 WEST "PROX. 334 FT. SKETCH OF PIT SIDE SURFACE ELEVATION � � SOIL DESCRIPTION ;r = W U. HORIZONTAL DISTANCE IN FEET x� y o= 0 4 6 10 12 1 . . . . . . . . . . . . . . . . . . O TOPSOIL O2 Loose, orange-brown, silty, fine SAND/ . . . . . : : : : : : : . . . . . . . . . . . . . . . . : : : : : : : : : . . . . . . . fine, sandy SILT with occasional : : . : : . 2 : organics; moist 16.6 S-1 2 .. :..._ - : ODense, gray, cyan, gravelly, fins to . . . . . . : . . . . . . . . . . . . . . . . . . • " . . . . . . . . . . . . . . . . . . . . . . . . coarse SAND; dry . . . . : : : . . . . . . . . . . . . . . . . . . O Hard, light brown, fine, sandy SILT with minor iron oxide stains; moist 2.7 S-2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28.0 S-3 10 . :...: „.:.. :._:� _ �. : . . . . . . . . . . . . . . .D . . . . . . . . . . . . : : : : : : : : : : : : : : : : : : . . . . . . . N 1. 12 . . . . . . . . . . . . . . . SHANNON a WILSON, INC. JOB. NO. w-4322.01 DATE 10.31.84 LOCATION SEE PLAN CEOTECNNICAL CONSULTANTS PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE LOG OF TEST PIT TP-13 W =W SKETCH OF SOUTH PIT SIDE SURFACE ELEVATION : APPROX. 339 FT. Uj SOIL DESCRIPTION c d IL.LL HORIZONTAL DISTANCE IN FEET xci H �= 0 2 , B 8 10 12 1O Loose, brown and dark brown, silty, gravelly, fine to medium SAND with • • • • • coarse sand and roots throughout; 16.2 S-1 moist (FILL! 2.» » . » .:» .» .�.. »f..». : _ ». . . O2 Loose, orange-brown, slightly silty to ; ; ; ; • ; . . . . . ; ; ; ; silty, fine to medium SAND with trace . . . . . . . . . . . . . . . . . of coarse sand; moist • • • . . . . . . Medium dense, gray, clean, gravelly, fine to coarse SAND; dry 4 . . . . . . . . . . . . . . . . . . . . 2 ! . . . . . . . ® Medium dense, gray, clean, medium 3.2 S-3 ; ; . . . . . . . . . . . . . . SAND with slight iron oxide staining and scattered gravel; moist; becomes gravelly with depth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.2 S-4 6 »...............»...........» ».....» ». .»...... ................................. ............................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 p »..........._»........ .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . t . . . . y � . . . . . . . . . . . . . . . . to 11 : : : : . . . . . M IMI �■ FSHANNON WILSON, INC. JOB. NO. w-4322-01 DATE 10-31-84 LOCATION SEE ►LAN AL COMfULTANTfPROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE TEST PIT TP-14 •� W =W SKETCH OF NORTH PIT SIDE SURFACE ELEVATION APPROX. 330 FT. $OIL DESCRIPTION ;c HORIZONTAL DISTANCE IN FEET xu y �= 0 4 6 10 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1D TOPSOIL d GRASS 2O Medium dense, gray, slightly gravelly, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . silty, fine to medium SAND; moist (FILL) 2 ... ._ 8.1 3-1 O3 Very dense, brown, slightly silty, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . gravelly, fine to coarse SAND to SAND ``J . . . . . . . . A GRAVEL; moist : : : : : : : : : : : : : : . : : : : : : : : : : : : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SHANNON i WILSON, INC. JOB. NO. W-4322-01 DATE 10.31-84 LOCATION SEE PLAN QEOTECNNICAL CONSULTANTS LOG OF TEST PIT TP-15 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE SKETCH OF NORTH PIT SIDE SURFACE ELEVATION Arrnox. 329 FT. SOIL DESCRIPTION ;c a W, HORIZONTAL DISTANCE IN FEET x� y �= 0 4 6 8 10 12 1 . . . . . . . t�1 GRASS iTr, TOPSOIL : : : : : : : : : : OLoose, dark brown, gravelly, silty, fine 8.0 S-1 ; ; ; ; ; ; ; ; ' ' ' ' ' ' . ' ' ' ' ' ' ' ' ' ' to coarse SAND (FILL) • • • • . . . . . . . . . . ... .. ... .. � Medium dents todense, gray, sandy ; . . . . . . .. . . : . . . . . . . . . . . . . . . . . . . . . . . . ' . . . . , . . ' . GRAVEL to SAND & GRAVEL with scattered cobbles; gravel layer in upper 2.8 S-2 . . . . . . . . ; ' . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 inches; moist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 ....:...» .»..»..:......: . . :�».» : � :_ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . AG : : : : : : : : : : : : : : : : : : : : . . . . . : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.7 S-3 8 : :. :. » :...»..»..: » » : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 :�:...:..�...:...».. : » : _: .: _» _ .. . . . . . . . . . . . T D 12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . rr ® r r r� rr rr rr r� rr r rr rr rr r �r r� rr r SHANNON A ■ILSON. INC. JOB. NO. W•4322.01 DATE 10-31-84 LOCATION SEE PLAN CEOTECNNICAL CONSULTANTS LOG OF TEST PIT TP-16 PROJECT RENTON VOCATIONAL TECHNICAL INSTITUTE «° W =W SKETCH OF SOUTH PIT SIDE SURFACE ELEVATION APPROX. 326 FT. SOIL DESCRIPTION ;c W LL HORIZONTAL DISTANCE IN FEET 0 2 4 B 11 10 12 0 . . . . . . . . . . . . . . . . . 1 . . O1 GRASS do TOPSOIL . . . . . . . . . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Loose, dark brown, gravelly, silty, fine 9.8 3-1 to coarse SAND; moist (FILL) 2 O 2 Medium dense, gray, clean, gravelly, . .�. »».' . . . . . . . fine to coarse SAND to SAND & . . . . . . GRAVEL with numerous cobbles; moist 3.9 S-2 . . • • • • • . . . . . . . . : . . . . . . . . . . . . . . . . . o O Dense, gray, clean, fine to- medium : : : : : : : : : : : : : . . . . . . . . . . . . . . . . . SAND with scattered gravel and cobbles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.0 S-3 .................: . . : : : : : : : : : : : : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' SOIL DESCRIPTION w C t[ Standard Penetration Resistance O = 1140 lb, weight, 30"drop) Surface Elevation: Approx. 356 feet W Q tC Q Blows per foot c y O; 0 0 20 40 60 ' 0 0 Medium dense, gray-brown, clean to slightly silty, fine to coarse SAND with scattered gravel; moist C7 • • • • ,I • _.._ _..._.._._».._.._...... Q 5 .._..._.__..._._.__._...._..._..._...... _. 2 . . . . . . . . ! . . . . . 8.5 =I 10. . . . : . . . . . . : . : Dense to very dense, gray to gray-brown, silty fine G SAND; moist 10 .._....._.._ ___._ ;._......_.._._..-_......__ ._...._._._ ..._.. C . . . . . . : . . . . . . . W Q 31 : . . Very dense, gray to gray-brown, thinly interbedded, 41 . . silty fine SAND and clean to slightly silty, fine to 1 W • . • • �. medium SAND; moist T OW . . . . . . . . . . . . . . . . 1 5 . . : . . . . Very dense, gray-brown to gray, clean, fine to medium T 20 ----.-.-•---i•------ - --- - SAND 6 21.5 . . . . . . . . . i . . . . . . . BOTTOM OF BORING : : : : : COMPLETED 11-27.84 • ; } 25 .................................._;.._.....__ ................................._...' _.....----_... LEGEND 0 20 40 60 ' I 2"O.D.split spoon sample Impervious seal % Water content II 3"O.D. thin-wall sample Water level ' Piezometer tip •Sample not recovered P Sample pushed RENTON VOCATIONAL Atterberg Limits: TECHNICAL INSTITUTE -�—�s-Liquid limit ' Natural water content LOG OF BORING B-1 Plastiy limit DECEMBER 1984 W-4322-01 ' NOTE; The stratification lines represent the approximate boundaries SHANNON l� WtLSON, INC. between soil types and the transition may be gradual. G eotec FIG. A-�7 hnical Consultants ' SOIL DESCRIPTION a' W QC Standard Penetration Resistance ' S�'_ I=. (140 lb. weight, 30"drop) Surface Elevation: Approx. 340 feet 04 W Blows per foot C O; O 0 20 40 60 ' Gray-brown, silty, gravelly SAND (FILL) 0 C9 0 1.5 = Medium dense to dense, gray-brown, fine to medium J SAND with scattered gravel; moist 1� 2 = 5 ......______.__._. . ......_.;._._._..__._._........ : : 7 cc Very dense, gray, silty, gravelly SAND (Glacial Till) 31 O � ; 50/5". ty j 4= W .i 10 ....... _ _...._. .... _ . . . . . . . ' . . . . . . . 13.2 5= p . . . . . . . . . i 50/3" IL BOTTOM OF BORING . • • • ` • • . • • • ' '• COMPLETED 11.27-84 = _;_._ � : : : : : W 15 ..... Z . . . . . . . . .. ' .. . . . . . . . . . . . Q Z . . . . . . . . . . . . . . . . j . . . . . . . . . . . . . . . . : . . . . . . . . . . . . i ....................._......... _.;. ..._.__ .............._._..............._.}..._.__.___.._._.* ............__ LEGEND 0 20 40 60 I 2"O.D.split spoon sample Impervious seal % Water content II 3"O.D.thin-wall sample Water level Piezometer tip •Sample not recovered P Sample pushed RENTON VOCATIONAL Atterberp Limits: TECHNICAL. INSTITUTE )---Q— •—Liquid limit Natural water content LOG OF BORING B-2 Plastic limit DECEMBER 1984 W-4322-01 NOTE; The stratification lines represent the approximste boundaries SHANNON fig WILSON, iNC. be%ween soil types and the transition may be gradual. Geoteehnical Consultants FIG• A-18 SOIL DESCRIPTION W t]cc Standard Penetration Resistance - H = (140 lb.weight, 30"drop) Surface Elevation: Approx. 334 feet W Q �; Blows per foot O N O 0 20 40 60 0 0 Dense, gray and brown, gravelly SAND and sandy GRAVEL; dry to moist 1= 50/6"—► IL : : : .(POSSIBLY ON GRAVEL) 5 ........-_--- :.:�_.:_ : . . . . . . . Dense to very dense, moist, gray-brown, silty, gravelly SAND (Glacial Till) with medium, clean, wet SAND 10 W _.-......._..__... I ...__...- - -- . . seams and partings 4 '_.. . ' • � : : : : 77� . . . : . . . . . . . . . i . . . 69 . . . . . . . . . . . . . . . . .......... �.....__._. .-----.............. .._...._...__ I 15 _i +WET SAND 6 : :SEAM) 18.2 7= • e 5.0/4:' BOTTOM OF BORING . . . . . . COMPLETED 11-27.84 20 ------+�-- . . . . ... : j : : : : : : . : : i : : : : : : : : : : . . . . . . i . . . . . . - 1� ........................ } NOTE: WET SAND SEAM AT 16 FEET. . . . ' NO WATER MEASURED IN OBSERVATION WELL AFTER . • • • • DRILLING. . . . . . . : ........... _._._._ LEGEND 0 20 40 60 2"O.D.split spoon sample Impervious seal % Water content II 3"O.D.thin-wall sample Water level Piezometer tip *Sample not recovered P Sample pushed RENTON VOCATIONAL Atterberg Limits: TECHNICAL INSTITUTE )--40- 4 —Liquid limit ��— —Natural water content LOG OF BORING B-3 \— Plastic limit of DECEMBER 1984 W-4322.01 NOTE; The stratification lines represent the approximate boundaries SHANNON & WILSON. INC. between soil typts and the transition may be gradual. Geotechnical Consultants I Flu. A-19 SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE Or OPENING IN INCHES I HUMMER Or MESH PER INCH. Y.S. STANDARD I GRAIN SIZE IN MM p0 �D p >= M to !1 ' .• MT t3 f lV S $ 8 Q o g Q 8 O 100 i� 0 10 90 _ _ 20 30- ------- -- - _ ---- -. S-2_. - - ---- --- - - - - — _ Z so --. "� ' - i _ _ ------- TP-6. �—,. __ _ — - _ - - - — - so ca W Z 40 --1--' — S-3 — - - — - - - -- W --- - -- — - — ---- -- cr _-- 60 a -- -- — ---- — - - - -- 30 .. -_L_ --_ ____ _t. f so — — --I -- — t- �— so _. 10 -�--I -- - �_��__ _. -- -_ - 0 100 8 8 8m 2 VA R o � � . � N - gym � �; nZak= 8 'q " $ tr GRAIN SIZE IN MILLIMETERS 4 4 . COBBLES COARSE I FINE COARSE MEDIUM FINE FINES GRAVEL SAND SAMPLE DEPTH-FT. U.S.C. CLASSIFICATION NAT. LL PL PI No. W.C. RENTON VOCATIONAL TP-6 2.7 Sp-SM Gray-brown, slightly silty, slightly gravelly 4.6 TECHNICAL INSTITUTE S-2 SAND. TP-8 3.5 SM Brown, slightly gravelly, g y g y, silty SAND. 4.7 GRAIN SIZE DISTRIBUTION S-2 TP-15 8.0 GW Gray-brown, sandy GRAVEL. 3. 3 S-3 ;f a-3 5 .0- GW Gray-brown, sandy GRAVEL. 3, 3 DEC 1984 W-4 22-01 $-2 6. 5 FIG SHANNON 6 WILSON, INC, . 20 Gaotachnical Consultants �■ �r rr ■r• rr r r rr r r r rr r r rr r ® ® r SIEVE ANALYSIS HYDROMETER ANALYSIS SI2! OF OPENING IN INCHES NUMBER Or MESH PER INCH. U.S. STANDARD I GRAIN size IN MM 0 too - _- to 90 -- —- - - -- --- - - - -- - - - so 20 B-1 70 -- --- —-- -= - - _S-3 30 -- - - _ so --- -- --TP-2 ; - I__ - ---- - - - - - - W 60 cr — -- yy ul 60 _ - -- --- — - - —q- - -- . 1. .__ - � - p v - - - - - -- - - - - - w cc U d -- - - -- - :- -- - - -- - - - To oar 30 20 - -i---F . y 10 o L o I g g 100 8 8 8 m 2 4 8 o m V, n Itr, N GRAIN SIZE IN MILLIMETERS COBBLES COARSEGRAVEL FINE COARSE MEDIUMSAND FINE FINES SAMPLE DEPTH-FT. U.S.C. CLASSIFICATION yy . LL FL PI RENTON VOCATIONAL TP-2 2.9 SP Gray-brown, gravelly SAND. 9.7 TECHNICAL INSTITUTE S-1 TP-9 6.6 SP Gray-brown SAND. 6.4 GRAIN SIZE DISTRIBUTION S-2 B-1 12.5- SP Brown, slightly silty SAND. 7.0 S-3 14.o DEC 1984 w-4322-01 SHANNON & WILSON. INC, FIG. 21 Gaotaehnleal Consultants SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE Of OPENING IN INCHES NUMBER OF MESH PER INCH. U.S. STANDARD GRAIN SIZE IN MM N � g m 8 SR o 8 8 8ci 0 100 to 90 20 so 30 70 - -- - - - - -- — - -- — ,o BO _ ---- -- --- - - -—_—;_ --- - — -- -- _ --_ cr 6O -- �— ---t_ - _--' - -- ----�_ - - -- 60 h wjj - -- —- --- -- - -- - - - - -- - - --- cr LL Z - __— 60 - - - Lu - 40 1- _ I - cr uj IL TO --- 20 90 o too 8 8 80 0 g8 r 000 q m N agIo . 1? ci > 40 $ GRAIN SIZE IN MILLIMETERS COBBLES COARSEFINE I COARSE I MEDIUM S FINE FINES GRAVEL AND SAMPLE DEPTH-FT' U.S.C. CLASSIFICATION w c% LL PL PI RENTON VOCATIONAL B-3 10.0- SM Brown, slightly gravelly, silty SAND (TILL) 10.5 TECHNICAL INSTITUTE S-4 1 1 .5 GRAIN SIZE DISTRIBUTION t , DEC 1984 W-4322-01 SHANNON d WILSON. INC, Gaotaehnical Consultants FIG' 22