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HomeMy WebLinkAboutSWP272838 4 Zipper Zeman Associates, Inc. D ._ Geotechnical and Environmental Consultants - --- J-388-02 October 22, 1999 Seattle Packaging c/o Mithun Partners, Inc. 2 j 191 99 414 Olive Way, Suite 500 Seattle, Washington 98101 Attention: Mr. Jay Pickering, AIA Subject: Summary of Geotechnical Evaluation a •" ,I a Proposed SEd PACK Centre Addition—Phase 3 ''" 1000 SW 43`d Street JAN 0 6 2000 Renton, Washington +ieq y Dear Mr. Pickering: In accordance with your request, this letter presents a summary of the geologic conditions encountered at the site, to date, during our subsurface exploration program. To date, three Dutch cone probes have been completed. A fourth cone probe and a single mud-rotary boring is scheduled for completion the week of October 25, 1999. The subsurface conditions encountered at the site are, in our opinion, representative of the local geologic conditions in the project vicinity. In general, the Dutch cone probes encountered approximately 1 to 2 feet of dense, man-placed structural fill over native soil deposits. The native soils consisted of interbedded, unconsolidated, flood-plain deposits consisting of variations of clay, silt,.hand and peat. The fine-grained silts and clays ranged from very soft to medium stiff while the granular silty sands and sands ranged from loose to medium dense. At the time of completing the cone probes, groundwater was encountered at a depth of about 11 feet below existing grades. We anticipate that groundwater levels will fluctuate throughout the year due to seasonal variations in rainfall. Preliminarily, it is our opinion that the addition could be supported on shallow, spread and continuous footings provided the site is preloaded and all foundation elements are supported on minimum 2 foot thick prisms of structural or controlled-density fill. In order to preconsolidate the native soils, a preload surcharge on the order of 6 to 8 feet high would be necessary for a duration of 60 to 90 days. The prisms of structural or controlled-density fill would need to be completed prior to construction of the preload. During the preload period, we estimate that settlement on the order of 2 to 4 inches could be realized. Net additional static settlement after construction could be on the order of 1 to 2 inches. We estimate that seismically induced, total and differential settlements from a design earthquake with a Richter magnitude of 6.5, could be as much as 6 inches. Once laboratory testing is completed on the samples collected in our boring, we can provide a design document with specific recommendations regarding shallow foundations, preloading, and associated settlements. 19231 36`h Avenue W., Suite B201 Lvnnwood,Washington 98036 (425)771-3304 " r SEAPACK Warehouse Addition J-388-02 Renton, Washington October 22, 1999 Page 2 We hope this letter meets your current needs. If you have any questions, please do not hesitate to contact us. Respectfully submitted, Zipper Zeman Associates, Inc. Thomas A. Jones, P.E. Associate /� wo Inc ry Alvin R. Zeman, P.E. "`°U% Principal �ssloNA FXPtAES Distribution: Mr. Jay Pickering— 1 copy Zipper Zeman Associates, Inc. 19231 36`h Avenue W., Suite B201 Lynnwood, Washington 98036 (425)771-3304 ' .�i��er Zeman AC�n�iiattP��.�t Geotechnical and Environmental Consulting J-3R8 9 June 1999 Seattle Packaging C/o Edifice Construction Company, Inc. 1417—31at Avenue South Seattle, Waslungton 98144-3909 Attention: Mr. Ed Fisher Subject: Foundation Preloading/Supplemental Findings Seattle Packying—3+3 Printer 1000 SW 43 Street Renton, Washington Dear Mr. Fisher: This letter is ,issued as a supplement to our original report on the 3+3 color printer foundation which Seattle Packaging will install at their facility on 43`d Street in Renton, Washington. In addition, we performed a visual reconnaissance of the structure at your request to ascertain if the condition of the building was consistent with the settlements estimated in the original site geotcchnical study performed in 1978. 3+3 PRINTER FOUNDATION As discussed in our report of 20 May 1999, a variety of foundation options were considered for the settlement sensitive 3+3 color printer foundation. Based on information that the printer tracks could actually be relevelled in the event of differential settlement, it was concluded that a thinner mat on a preloaded foundation would be the most cost effective design approach. Utilizing this approach, the floor slab was saw cut around the foundation so as to not transfer load to surrounding areas of the slab. The saw cut foundation area was then loaded with 85 "Eco Blocks" weighing 4320 pounds for a total loading of 367,200 pounds. Loading of the area was completed oolor about May 17, 1999. The floor area immediately north of the foundation site is currently loaded with double drums of paper which impart a floor load on the order of 350-400 psf. On site personnel indicated that the foundation area had not been used previously for paper storage but the history of Door loading since 1978 could not be documented. Initial settlement readings by Edifice indicated that some portions of the preloaded slab initially settled by approximately '/4 of an inch. As of June l (approximately 14 days) there was no indication that additional settlement was taking place and the preload was scheduled for removal. 19231 36"Avenuc W,Suite B201 Lyunwuud,Washington 98036 (425)771-3304 Seattle Packaging Go Edifice Construction Company,Inc. J-388 3+3 Printer Foundation 9 June1999 Renton,Washington Page 2 Based on this data, it would be our professional opinion that the slab in the printer area more probably than not was loaded at some point in the past to a unit loading at least approaching the surcharge load. This previous loading and the surcharging load will at the least. tend to dampen out future differential settlements and reduce the need to relevel the tracks. Deeper seated settlements from longterm loading of the machine will occur over a broader area with reduced differential settlements. BUILDING PERFORMANCE As part of our study we were asked to perform a visual reconnaissance of the structure to see if there were any indications that the building had indeed realized the settlements estimated Dames & Moore had estimated that post- in the Dames & Moore report of March 1979. construction settlement of the dock height fill and structure would be on the order of 2 inches with the possibility of an additional S to 8 inches of total settlement if the slab were uniformly loaded to 500.psf. Although the exact magnitude of settlement cannot be ascertained on the basis of a visual examination, it definitely appears that the structure has been subjected to settlement on the order of magnitude that was'predicted. Around the structure, the pavement slopes toward the building by what appears to be several inches even though the drain locations indicate the pavement was designed to drain away from the building. Additionally, there is obvious spalling around a great number of the"smooth bar"panel clips which tie the panels to the pilasters. This is typical of tilt up structures on soft alluvial deposits in the Renton/Kent area and is a clear indication that the building has been subjected to some long-term differential settlement. The dock height fill appears to have settled in a comparatively uniform manner since the floor slab, while gently undulating, is not severely cracked or distressed. We believe it would be prudent to have the building checked by a structural engineer to ascertain if any of the spalled panel clips need repair or strengthening. Although most show only modest spalling typical of this type of site, severe spalling was noted at one location along the east building line, in the vicinity of the exit door. At this location,the wall panel appears to have moved out by about one inch. Near the southwest terminus of the railroad spur, there is another panel where it appears that the panel clips were installed on the wrong side of the panel and thus i never connected. In summary, it appears that the building has performed in a manner consistent with the original settlement predictions. Based on the machine pad preload, it is apparent that at least portions of the floor have previously received substantial floor loads and additional settlements should be nominal under similar loads. A case in point is the current paper storage area north of the machine foundation which shows no signs of obvious distress under comparatively heavy load. At the same time, there=y be areas of the warehouse which have not been heavily loaded and it would be prudent to spread loads out as much as possible when utilizing new areas so as to minimize differential settlements. ZJollyrZeman Associates In 19231-36'Avenue W..Suite B2O1 Lynnwood,wasbiaeun 9SO36 (425)77] •331a4 — . Seattle Packaging Uo Edifice Construction Company,Inc. J-388 3+3 Printer Foundation 9 JunCI999 Renton, Washington Page 3 We appreciate this opportunity to be of service. Should you have further questions, please do not hesitate to call. Respectfully submitted, Zipper Zeman Associates,Inc. :1OT Alvin R. Zeman, P. E. Principal +1 i 1 . Ziuoor Zeman As■odatO.nc- t9231—36"Areaue W.,Sum B201 Lynowuud,Wuhingum 98036 (425)771•3304 Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting } n J-388 REC D Ni i. 0 May 1999 l Seattle Packaging Tl';jP-�- c/o Edifice Construction Company, Inc. ia 140�k -7!" 0 1417—31St Avenue South ; ��A5 `�r� c `ao Seattle, Washington 98144-3909 �; -zc�c, s (s©ccxo Attention: Mr. Ed Fisher � ` Subject: Results of Geotechnical Studies 1 Seattle Packaing—6 Color Printer Foundation m 5�02 1000 SW 43` Street E� c� Renton, Washington Dear Mr. Fisher: Submitted herewith at your request are the results of our geotechnical studies related to foundation design and construction for relocation of the 6-color printer and associated equipment. Authorization to proceed with this study was provided by Edifice Construction Company, Inc. The purpose of this. study was to establish general subsurface conditions within the existing warehouse building so that conclusions and recommendations regarding foundation design and construction could be formulated. The scope of our services consisted of subsurface explorations, geotechnical studies and preparation of this report. Our scope of services did not include sampling or testing of soil or water for regulated environmental contaminants. SITE AND PROJECT DESCRIPTION The project site is a large existing warehouse structure located at 1000 SW 43`d Street in Renton, Washington. Reportedly, the structure was constructed in about 1978. A recently received geotechnical report for the building (Dames & Moore 3/15/78) indicates that insufficient time was available for surcharging prior to original construction. Dames & Moore estimated that settlements due to placement of the dock height fill would range between 8 and 11 inches, although only about 2 inches was anticipated at the completion of construction. An additional 5 to 8 inches of settlement was predicted under an assumed floor loading of 500 pounds per square foot. Depending on the actual pattern of floor loading, post construction differential settlements of 1 to 3 inches were estimated due to the maximum assumed loading. Based on visual examination, it appears that the structure has settled several inches since construction as evidenced by the sloping pavement in the truck dock areas. 19231—36d Avenue W,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Seattle Packaging J-388 6-Color Printer Foundation 20 May 1999 Renton,Washington Page 2 Although the building has been in place for more than 20 years, the history of floor loading is unknown at this time. The concrete floor slab is in good condition and there are no obvious signs of excessive differential settlement. At the same time, there is no practical way of determining whether floor loads ever approached 500 psf in the proposed machine location. Currently, double rolls of paper with an estimated floor loading of 350 psf are stacked north of the proposed machine area, but we understand they have never been stacked at the area under consideration. Current plans call for the relocation of a 6-color printing machine which we understand weighs approximately 155,000 pounds. The machine apparently travels back and forth on rails over a distance of approximately 40 feet. Initially, the manufacturer and installer indicated that the machine could only tolerate 0.040 inches of differential settlement. Subsequent information indicates that although not simple or convenient, the rails can be shimmed or otherwise adjusted in the event of differential settlement. In addition to the rail-mounted printer, an overhead structure referred to as a "festoon" will be located near the printer. Although this structure is apparently settlement sensitive, we understand that shimming or settlement adjustment of the base is possible. The dead load on the foundations for this project are estimated at 600 psf on footings which are approximately 5'/z feet by 5'/2 feet. Subsurface Exploration The subsurface .exploration consisted of advancing one boring at the approximate location shown on Figure 1. The exploration was located where the 6-color printer is to be placed. The soil descriptions provided in this report are based upon the subsurface conditions encountered at the boring completed at the project site, and review of the Dames & Moore report. The Preliminary Geologic Map of Seattle and Vicinity, Washington, by Waldron, Howard H., et. al, describes the site as being underlain by alluvium. The alluvium is described as "chiefly sand and silt but includes clay and peat." South of Renton and Tukwila these fine alluvium sediments are 15 to 25 feet thick and overlie alluvial sand and gravel. Alluvium may contain interbedded peat and muck and has a high groundwater table. The soil unit "may settle excessively and irregularly because of layers of compressible organic material," according to the published data. Based on the borings performed prior to construction, the alluvium at this location is in excess of 100 feet thick. The explorations disclosed both the fine grained fractions of the alluvium as well as fill material. Fill material was encountered in boring B-1 to a depth.of approximately 6.5 feet below the slab bottom. The fill consisted of medium dense to dense, gray sand with gravel. Drilling action suggested the potential presence of cobble-size material, such as quarry spalls, at the base of the fill. The fill material was underlain by soft to medium stiff, moist to wet, gray silt with fine sand to the termination depth of the boring at 16.5 feet below the slab bottom. Thus, even after 20 years of use,the underlying alluvium remains in a soft state below the dock height fill. Zipper Zeman Associates,Inc. 19231—36i°Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Seattle Packaging J-388 6-Color Printer Foundation 20 May 1999 Renton,Washington Page 3 Design Considerations Based on the results of our subsurface boring at the proposed machine location, together with subsurface data contained in the original geotechnical report for the structure, the following conclusions and recommendations are presented with regard to the required foundation: 1. The building was apparently constructed in 1978, reportedly without surcharging because of schedule constraints. Based on our boring in the machine area, the dense sand and gravel fill beneath the floor slab extends to a depth of approximately 6V2 feet below the slab. Some drilling difficulty below the base of the fill leads us to believe that a layer of quarry spalls may have been placed on the original ground surface to facilitate filling. Beneath the fill, extending to approximately 16 feet below the slab, our test boring encountered soft to medium gray silt with fine sand. 2. The test borings completed in 1978 for the three building complex of which this building is a part encountered highly variable soil conditions on the parcel ranging from soft organic clayey silts to soft sandy silts and loose to medium dense sand and silty sand horizons. These soft and loose to medium dense zones generally extended to great depths. Dames & Moore boring B-2, located in the southwest corner of the subject building, encountered soft silts from 56 to 77 feet and medium dense sands and silts to 100 feet. Groundwater was encountered at approximately 13.5 feet in our boring, although the groundwater level may fluctuate seasonally. 3. Considering the site is underlain by soft or loose to medium dense soils to depths of 100 feet or more, it is not possible to design a settlement-free machine foundation without resorting to heroic measures such as end bearing pipe piles extending to depths in excess of 100 feet. Barring such an approach, our reco mmendations have been formulated to reduce the potential for differential foundation settlement as much as feasible, assuming that some releveling may be needed in the future. 4. Several alternative foundation approaches were considered to minimize differential settlement of the foundation. Initially, the structural engineers considered a 2-foot wide by 2-foot deep reinforced concrete foundation beneath each rail. However, this resulted in relatively high soil bearing pressures and the potential for sizeable total and differential settlements. In order to reduce bearing pressures, we recommended that a mat foundation be considered using a modulus of subgrade reaction of 7 pci to account for the soft soils beneath the structural fill underlying the floor. Assuming surcharging of the soils underlying the foundation, we estimate that total settlement of the foundation could approach inch. Zipper Zeman Associates,Inc. 19231—36t°Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Seattle Packaging J-388 6-Color Printer Foundation 20 May 1999 Renton, Washington Page 4 Ultimately, Swenson Say Faget prepared two alternate designs based on the above criteria. One consisted of a mat approximately 14 inches thick and the other a mat 5 feet thick, 70 feet long and 16 feet wide. Based on the original information that differential settlements had to be negligible, we recommend that the thicker mat be selected with the possibility of adding piles to further reduce potential settlements. Based on the recent.information that releveling of the foundation racks is indeed possible, we have modified our original recommendation and now recommend that consideration be given to the far less costly shallow mat foundation. Although subject to more deflection, the shallower mat is substantially lighter and will be higher up in dense granular fill material beneath the floor. 5. If the floor in the proposed machine location was actually loaded to the originally assumed 500 psf, the proposed machine foundation would experience relatively minor settlements when completed. However, since there is no way to verify previous loading conditions, we recommend surcharging the floor slab prior to construction. Successful surcharging is a function of soil types, .load, and time. Since we understand that time is critical and the length of time available for surcharging is 30 days or less,.we recommend the surcharge load be equal to 150% of the final machine loading. The most critical area will be the location where the machine normally sits, since we understand the remainder of the mat will be subject to transient loading. Settlement markers should be placed at several locations on the floor so that the actual rate and magnitude of settlement can be ascertained. 6. Surcharging can be provided by either placing temporary surcharge weight on the slab prior to foundation excavation, or by placing temporary weight on the completed foundations prior to grouting the rails. We recommend that surcharging prior to foundation excavation be considered; settlement monitoring during the surcharge period would allow refinement of the settlement estimates presented in this report. The slab should be sawcut prior to surcharging. If at all possible, we also recommend that the are adjacent to and immediately south of the foundation line be used for double roll paper storage. Although we understand that the paper is rapidly rotated, this would aid in the surcharging program by helping to accelerate deep-seated soil settlement. 7. Tentatively, the surcharging would be preformed using concrete ecology blocks. By analyzing the time rate of settlement of the various settlement monitoring points, the length of time required and the anticipated post-construction settlement potential can be refined. Zipper Zeman Associates,Inc. 19231—36th Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Seattle Packaging J-388 6-Color Printer Foundation 20 May 1999 Renton,Washington Page 5 8. The soft soils beneath the machine foundation are susceptible to strain or loss of strength during seismic events. The effects of ground shaking during a seismic event would cause several inches of settlement but the only feasible way to eliminate this possibility would be to found the machine on extremely long end bearing piles. However, even this option would create additional.problems as the surrounding floor slab would likely continue to settle with time (without a seismic event), creating a difference in elevation. 9. Since we understand that the "festoon" is also settlement-sensitive, we also recommend surcharging these foundations. As currently envisioned, the dead load will be approximately 700 psf and we again recommend a surcharge load equal to 150% of'the design load. If possible, we would also recommend that the foundations be constructed so that some adjustment can be made in the event of long-term settlement. 10. We understand that time is critical with regard to foundation construction and machine installation. Our best estimate is that a 30 day surcharging period would be prudent for this settlement-sensitive unit. In the event that 30 days is not available, it may be possible to achieve the desired end result by increasing the load and thus decreasing the time. We are available to work with your consultants should additional engineering be required. We appreciate this opportunity to be of service and look forward to working with you on this project. Should you have further questions,please do not hesitate to call. Respectfully submitted, Zipper Zeman Associates, In R•• Zvi waskr z Alvin R.Zeman, P. E. Id �, x Principal Qrs �SSI�NALE�� EXPIRES John E. Zipper, P. E. , President . Attachments: Figure 1 —Site and Exploration Plan x Log of Boring B-1 b . ' J-388:ARZ✓das EXPRF_S 1 i Zipper Zeman Associates,Inc. 19231—36"Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 ' I SW 41ST I I I lW D z z B-1 � � N IA " d I.O I I I SW 43RD EXPLANATION B-1 --- -- - BORING NUMBER AND APPROXIMATE LOCATION NOT TO SCALE ZIPPER ZEMAN ASSOCIATES,INC. PROJECT No. J-388 PROJECT NAME: - -- -- DATE:May 1999 SEATTLE PACKAGING GEOTECHNICAL AND ENVIRONMENTAL, DRAWN BY: JLW RENTON, WASHINGTON CONSULTING FIGURE 1 -SITE AND EXPLORATION - -- - PLAN PROJECT: Seattle Packaging JOB NO. J-388 BORING B-I PAGE 1 OF 1 Location: Renton,Washington Approximate Elevation:Bottom of floor slab 'Soil Description 0 �o Penetration Resistance ec � .. a Standard Blows per foot Other 10 20 30 40 Dense grading to medium dense,dam to brown, S-1 i•••••••f---.- P,gray ..t.......{.......�.......;�,...i.......i.......i... SAND with some gravel and silt(Fill) ............... ....... ....... ....... ........j........j.......i..... ' S-2 5 -Very hard,choppy drilling 5 to 6.5 feet,possible cobbles '• i E �./ .... .... .......i.......f.......{....... ....... .......•....i i i /i........j....... ........ ...... ...... S-3 .......i....... ........ .....;.......;..... ......;... ........................................................... i S-4 i.......i.......�...... � Soft to sti$moist to wet gray SILT with some black fine ; .i"' yy•• ••• sand i i , ;.......;.. .... .... - .......i.......i........j....I.. .......{.......4....... ....... ....... ........ X .... ... .......i..:;,PAi.......i.......{............... ........i.......{........f........ 10 . S-5 ...... ..... ..... .......{.......t........i.......4...............{.......i........i........ .............. ....... ..............i....... ....... ........i.......�.......�.......i........ .............. ..........\i.......�......., T...... S 6 ..L i.......i�....i....... .......i.......t.......;.......4.......4........ .+rim•. ... ... ATD .... .......i /i.......i.......i.......i.......4.......4.......4....... ........ .............. .......i.......i.......;.......�.......i....... ....... .............. .......{.......t....... ....... ....... .......i.......�.......�.......�........ Total depth=16.5 feet .............. ;.......i....... ....... E 20 i....... .......i.......i.......�.......�........ f.......f.......i....... .......4.......4.......4.......i.......4........ .......i....... ....---.j....... i.......i....... ....... ....... ........j........ .............. ........j.......4....... .......4.......{........i.......i.......�........j........ ....... ....... ....... .......4....... .......+...............4.......4........ 1.......4.......f.......�.......i...............t.......i.......�....:... EXPLANATION 0 20 40 60 80 100 Y 2-inch O.D.split spoon sample Moisture Content 34nch I.D.Shelby tube sample Plastic Limit Natural Liquid Limit Groundwater level at time of drilling ATD or date of measurement Zipper Zeman Associates,Inc. Geotechnical&Environmental Consultants ' t Zipper Zeman Associates; Inc. Geotechnical and Environmental Consultants J-388-02 November 22, 1999 Seattle Packaging 3701 South Norfolk Street Seattle, Washington 98118-5639 Attention: Mr. Jack Alkire Subject: Subsurface Exploration and Geotechnical Engineering Evaluation Proposed Office Expansion for Seattle Packaging 1000 S.W. 43rd Street Renton, Washington Dear Mr. Alkire: This report presents the results of our subsurface exploration and geotechnical engineering evaluation for the above-referenced project. The scope of services for this project consisted of our field exploration program, laboratory testing, geotechnical engineering analyses, and preparation of this report. The scope of work for this report was performed in accordance with our Recommended Scope of Work and Estimated Cost proposal dated August 4, 1999. Written authorization to proceed with this project was subsequently provided by Seattle Packaging before the initiation of our fieldwork. The purpose of this evaluation was to establish general subsurface conditions at the site from which conclusions and recommendations for foundation design, floor slab design, and general earthwork construction recommendations for the project could be formulated. In the event that there are any changes in the nature, design, elevation, or location of the proposed structure, the conclusions and recommendations contained in this report should be reviewed by Zipper Zeman Associates, Inc. (ZZA) and modified, as necessary, to reflect those changes. This report has been prepared in accordance with generally accepted geotechnical engineering practice for the exclusive use of Seattle Packaging, and their agents, for specific application to this project. SUMMARY The proposed project is considered feasible from a geotechnical standpoint with respect to the subsurface conditions encountered at the site. However, the site is underlain by soft and compressible cohesive soils and loose, saturated, granular soils that pose long-term consolidation and settlement concerns and liquefaction risks during a credible design earthquake. A brief summary of project geotechnical considerations is presented below: Subsurface Conditions • The subsurface evaluation consisted of completing one hollow-stem auger and mud rotary boring and four electronic Dutch cone probes. In general, the borings and probes completed within the building pad encountered layered deposits of very soft to soft silt, clayey silt, silty clay, organic silt and very loose to loose, fine to medium sand with varying proportions of silt 19231 36`h Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 r Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 2 to depths of 100 feet below existing grades. Our boring exploration encountered 18 inches of undocumented, man-placed fill soil beneath approximately 3%2 inches of existing asphalt pavement. The fill soil encountered in boring B-1 consisted of approximately 6 inches of crushed gravel base over approximately 12 inches silty gravelly sand (pit-run). These generalizations should be used in conjunction with the attached exploration logs. • Groundwater was encountered at approximately 11 feet at the Dutch cone locations completed for this project. Groundwater was not observed in the boring due to the mud rotary method of drilling that was used to complete the boring. Groundwater depths observed by Dames and Moore in February 1978 varied from about 5 to 7 feet below the fill soils that had been placed at that time. Groundwater levels, including quantity and duration of flow, should be expected to fluctuate throughout the year due to seasonal precipitation and other on- and off-site factors. Site Preparation • Site preparation will include removing existing asphalt, landscaping, and utilities from the proposed building pad. In lieu of removing existing utilities, grouting the utilities in place would reduce the amount of site disturbance and reduce the amount of potential import materials needed to backfill the trenches with compacted structural fill. To reduce site disturbance, the asphalt could be left in place during the preloading process. • Our explorations encountered near-surface silty and clayey soils that are considered to be moisture sensitive.' The fine-grained soils could be easily disturbed and would not be compactible at the current moisture content. Excavations completed in the fine-grained soils for foundations or utilities should be completed using smooth-edged buckets to reduce disturbance of wet soils. • Due to the relative consistency of the near-surface soft soils within the building pad, the soft soils will consolidate over time, the magnitude of which will be dependent on the foundation loads and fill thickness of the pad. The conditions encountered will necessitate a combination of overexcavating and replacing soft clayey soils, as well as preloading, to reduce the total and differential settlements to within tolerable limits. A preload fill embankment should be a minimum of 4 to 6 feet in height above finish floor subgrade elevation and extend at least 5 feet beyond the limits of the proposed structure. The preload should be left in place approximately four weeks. Settlement should be monitored on a weekly basis. • Due to the compressible nature of the native soils and the proximity of adjacent buildings, we recommend that the ground floor of the proposed structure be established within approximately one foot of existing grade. • In general, weather conditions in southwest Washington are relatively wet between November and May. Therefore, extended dry weather or dry site conditions are less likely except during the dry summer months. The near-surface soils on the project site are fine grained and extremely sensitive to elevated moisture conditions. If soil moisture Zipper Zeman Associates,Inc. 19231 36`h Avenue W., Suite B201 Lynnwood,Washington 98036 (425)771-3304 ' Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 3 conditions are elevated, the likelihood of disturbance increases and additional remedial work or possible import of alternative materials may be necessary. • Depending on the time of year that construction takes place and the depth of excavations, dewatering measures may be necessary. Surface water control is expected to be feasible using temporary asphalt berms to divert parking lot runoff to existing catch basins and pumped sumps during construction within the building pad. It should be noted that preloading can cause a temporary rise in the water table as the soils consolidate under load. Structural Fill • All fill used for structural fill applications should be compacted to a minimum of 90 percent of the modified Proctor dry density. It is our opinion that the near-surface, fine- grained soils will not be suitable for reuse as structural fill. Building Foundations • Based upon the soil conditions encountered, it is our opinion that the proposed building could be supported on conventional shallow foundations. Shallow foundations must be supported on prisms of geotextile-reinforced structural fill that are a minimum of 3 feet thick and extend a minimum of 3 feet horizontally beyond the edges of the foundation elements. Under these conditions, we estimate that long-term, static, total and differential settlements below the footings could approach 1%Z inches. By extending the preload period for an additional four weeks (approximately eight weeks total), we estimate that long-term settlements can be reduced to approximately 1 inch. Of this, approximately one-half of the anticipated settlement will take place during construction so settlement- sensitive finishes should be applied as late in the construction sequence as possible. • Liquefaction analysis using a design earthquake of Richter magnitude 7.5 and a horizontal ground acceleration of 0.3g, we estimate that there is a high probability,that liquefaction will occur within the upper 30 feet of granular soils. Seismic induced differential settlement could approach 5 to 6 inches across the narrow dimension of the building. Building Floor Slab • The structure could utilize a slab-on-grade floor provided it is supported on a minimum of 12 inches of compacted structural fill and the entire building area is preloaded with a minimum 4-foot high surcharge. We estimate that the surcharge would be left in place on the order of 4 weeks and that settlement would be on the order of several inches. At least 9 settlement plates should be installed prior to placing any fill in the building pad area. As per our recent discussions, additional preloading time would improve the post- construction settlement performance. • We recommend that slab-on-grade floors be underlain by a minimum 6-inch thick capillary break layer of free-draining aggregate as well as a vapor barrier. Zipper Zeman Associates,Inc. 19231 36ffi Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 4 Drainage • A perimeter footing drain system is recommended around the proposed structure. This summary is presented for introductory purposes only, and should be used in conjunction with the full text of this report. The project description, site conditions, and our specific geotechnical design recommendations are presented in the following report sections. The field exploration procedures and boring logs are presented in Appendix A. Laboratory testing procedures and results are included in Appendix B. SITE AND PROJECT DESCRIPTION The project site is located at the northeast corner of the intersection of S.W. 43rd Street and Oaksdale Avenue S.W. in Renton, Washington. The proposed site is situated on the south side of the existing Seattle Packaging building and is currently utilized as an asphalt covered driveway and parking area. Topographically, the project site is essentially flat. The site is bordered to the north by the Seattle Packaging building, to the west by Oaksdale Avenue S.W., to the south by S.W. 43`d Street, and to the east by other commercial development. The site will be developed with a two-story, office building having approximately 25,000 square feet of space per floor. We understand the building will be approximately 50 by 250 feet in plan dimension and will be situated about 5 feet away from the existing building. The location of the proposed building, as well as the approximate locations of the explorations completed for this evaluation, are presented on the Figure 1, the Site and Exploration Plan. We recommend that ZZA be allowed to review the project plans once they are available in order to determine that the recommendations presented herein have been correctly interpreted and if our recommendations require modification based upon the proposed design. For purposes of preparing this report, we have assumed the following approximate structural loads: Interior column gravity load 50 kips Estimated maximum gravity load due to severe live loading 125 kips Exterior column gravity load 40 kips Exterior load-bearing wall gravity loads 4 kips/lineal foot Maximum uniform floor slab live load 125 psf Maximum floor slab concentrated load 2 kips SUBSURFACE EVALUATION In October, 1999, four electric Dutch cone probes and one mud rotary boring were completed within the proposed building pad. Dutch cone probes CPT-1 through CPT-4 were completed to depths of 100 feet and boring B-1 was completed to a depth of approximately 61%z feet. The Dutch cone probes provided the most detailed profile of the subsurface conditions because the method provides the most detailed stratigraphic information on a continuous basis. In general, the borings encountered layered deposits of very soft to soft silt, clayey silt, silty clay, and organic silt, and very loose to medium dense, fine to medium sand with varying proportions of silt. Surficially, the native soils are overlain by approximately 3'/2 inches of asphalt, 6 inches of crushed gravel base course, and 12 inches of silty pit-run sand and gravel subbase fill. The Zipper Zeman Associates Inc 19231 36`h Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43rd Street November 22, 1999 Renton,Washington Page 5 underlying native soils consisted of very soft to soft, interbedded clayey silt, silty clay, organic silt and fine sandy silt that extended to depths of about 11 to 13 feet below existing grade. Beneath this zone of mostly fine-grained compressible soils, our explorations encountered interbedded, very loose to medium dense, fine sandy silt and silty fine sand to a depth of approximately 21 to 24 feet. Underlying this zone, the explorations encountered a medium dense to dense, fine to medium sand that typically extended to a depth of approximately 28 feet. Between approximately 28 and 42 feet, the explorations encountered interbedded very soft organic silt, clayey silt, and silty clay, and very loose to loose fine sandy silt. From approximately 42 to 48 feet, a medium dense silty sand was encountered. This graded to interbedded loose fine sandy silt and silty fine sand to a depth of about 53 feet. At this depth, all of the explorations quickly graded to soft silty clay and clayey silt that extended to the full depths explored. The explorations did not encounter suitably thick deposits of dense soil adequate for direct support of shallow foundations or deep, high-capacity pile foundations. The approximate locations of the explorations completed for this evaluation are presented on Figure 1, the Site and Exploration Plan. The United States Department of Agriculture Soil Survey for King County, Washington (1973) indicates that the shallow native soil underlying the site is the Woodinville silt loam. The soil is described by the USDA to have the following general characteristics: Woodinville Silt Loam: • Moderate grading to low (at 3 feet) shrink-swell potential, • pH range of 4.5 —6.5, • Slow permeability of less than 0.2 to 0.6 in/hr in the upper 3 feet, • Soil Hydrologic Group D, • Slow runoff potential, • Slight erosion hazard, • Depth to seasonal high groundwater: 0 to 1 foot below top of native soils, • Risk of corrosion to uncoated steel and concrete is high and moderate, respectively, and • Unified Soil Classification System designation: CL grading to ML below 3 feet. Groundwater Groundwater was not observed in our boring due to the mud rotary method of drilling used on this project. The Soil Conservation Service Manual indicates that groundwater levels typically approach native ground surface elevations in the winter and Dames and Moore observed groundwater at a depth of about 5 feet during their original evaluation of the project site. Soil moisture conditions and groundwater levels should be expected to vary throughout the year according to season, precipitation trends, and other on- and off-site factors. CONCLUSIONS AND RECOMMENDATIONS In our opinion, development as proposed is feasible from a geotechnical engineering standpoint. However, deep deposits of soft compressible silts and clays yielding excessive total and differential settlements when subjected to new foundation or fill loads, as well as very loose Zipper Zeman Associates,Inc. 19231 36`h Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 6 to loose sands and silty sands that are susceptible to liquefaction during a design seismic event underlie the site. As typical of the Renton/Kent Valley area, the saturated sandy soils have a high potential for seismically-induced shear strength reductions and could provide significant performance risk of conventional shallow foundation systems with respect to liquefaction induced settlements without remedial efforts. In our opinion, geotextile-reinforced prisms of structural fill and preconstruction preloading are thus necessary to support foundation loads for the new building in order to reduce the risk of excessive post-construction settlement. The site soils are not considered suitable for reuse as structural fill due to their fine-grained nature and moisture content. Seismic Criteria According the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, the project site lies within Seismic Risk Zone 3. Based on soil conditions encountered at the site, we interpret the subsurface site conditions to correspond to a seismic soil profile type SE, as defined by Table 16-J of the 1997 Uniform Building Code. Soil Profile type SE applies to a profile with average soil properties for the top 100 feet that consist of soft soils with a Standard Penetration Test blow count of less than 15, a shear wave velocity of less than 600 feet per second (fps), and an undrained shear strength of less than 1,000 pounds per square foot (psf). Shear wave velocity tests were completed at one meter intervals during the completion of Dutch cone probe CPT-4. Shear wave velocities varied from about 200 to 650 fps and averaged about 450 fps. The results of the shear wave velocity test are presented in appendix A. Liquefaction Analysis As part of this study, we performed a site-specific and detailed liquefaction analysis for the soil conditions revealed in our explorations. Liquefaction may be described as a sudden loss of shear strength due to the sudden increase in porewater pressure caused by shear waves associated with earthquakes. Based on our liquefaction analysis, we estimate that there is a risk that liquefaction would occur between depths ranging from approximately 11 up to a maximum of 40 feet below the existing ground surface during a design level earthquake event within sand, silty sand, and sandy silt zones, as discussed below. Laboratory testing was completed as a part of this liquefaction analysis, the results of which are attached or indicated on the boring logs, as appropriate. Based on the Uniform Building Code (UBC) guidelines, seismic analysis should be based on an event having a return period of approximately 500 years. According to available historical data, this return period within the Seattle-Portland area would be associated with an earthquake of approximate Richter magnitude 7.5. The peak ground surface acceleration produced by an earthquake of this magnitude was assumed to be 0.30g at the subject site, corresponding to the locally accepted acceleration values for alluvial material. Using these seismic parameters, we computed safety factors against liquefaction for the various soil layers below the water table using an analysis method developed by Seed and Idriss. Our analyses revealed a high probability of liquefaction (safety factors ranging from <1 to 1.25) within the silty sand and sand layers between approximately 11 and 40 feet in depth. Zipper Zeman Associates,Inc. 1923136 Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W. 43`d Street November 22, 1999 Renton,Washington Page 7 Based on our liquefaction analysis, there appears to be a high risk of liquefaction occurring within the loose, saturated, silty sands and sands. Liquefaction within these soils could produce surface disturbance in the form of lateral spreading, subsidence, fissuring, or heaving of the ground surface, which could result in cracking, settling, or tilting of the building or other structures. Volumetric strain on the order of 2 percent could be possible which correlates to potential settlements of about 4 to 6 inches, depending on the thickness of liquefiable soils. Site Preparation Based upon the existing conditions at the site, we anticipate that site preparation activities will be relatively limited. Prior to removing asphalt and landscaping, provisions should be made to intercept and route surface water runoff away from the construction area, including maintaining any existing storm water management features in working order to the greatest extent possible. All utility work, including demolition or decommissioning, should be performed in accordance with applicable Federal, State, or local regulations. Soils that become disturbed due to the removal of buried utilities or other items should be considered unsuitable for reuse as structural backfill unless soils can be dried by aeration during the summer months. Once the asphalt pavement has been removed from the building pad, the exposed soils will likely consist of crushed sand and gravel base course. We recommend that this material be left in place except for those areas that will require overexcavation to replace deeper, unsuitable, compressible soils. In those areas, the surficial granular fill should be stockpiled and protected for possible reuse as structural fill. The native soils below the existing granular fill have a high silt and clay content (fines content) and are therefore considered to be highly moisture sensitive. The silty clay soils are highly prone to disturbance when wet. To reduce site disturbance, the contractor should minimize activities above the exposed subgrade areas. Earthwork during wet site conditions may result in the disturbance of the fine-grained soils and may require excavations deeper than anticipated. We recommend that exposed subgrades be covered the same day if freezing conditions are anticipated in order to limit delays due to frozen subgrades. If subgrade soils become frozen, we recommend that the exposed subgrade be allowed to thaw and be recompacted prior to placing subsequent lifts of structural fill or the frozen soils should be removed and replaced with structural backfill. Preload Fill Without remedial treatment, the soft soils encountered in our explorations would tend to consolidate under the weight of the building. Our settlement analysis is based on the assumption that the top of slab elevation will be within one foot of existing grades. Without preloading and using an allowable bearing pressure of 1,500 psf, we estimate that the resulting consolidation could be on the order of 3 to 4 inches. In order to reduce post-construction settlement, we recommend that the building pad be preloaded prior to construction. Preloading would involve placement of a temporary surcharge load above the structural fill pad in the form of imported fill materials. The temporary surcharge fill weight is used to preconsolidate the soft soils below the foundations in order to reduce the post-construction settlements to within tolerable limits. Zipper Zeman Associates,Inc. 19231 36`i'Avenue W., Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43rd Street November 22, 1999 Renton,Washington Page 8 The effectiveness of the preload depends on the imposed surcharge pressure and the amount of time that it is allowed to remain in place. Assuming a unit weight of preload fill material is equal to 110 pounds per cubic foot, we recommend a preload fill height of 4 feet on the north side of the building pad increasing to 6 feet in height on the south side of the pad. The reason for the varying height is that the dock height fill of the existing warehouse has already caused some deep-seated consolidation of the soils on the north side of the proposed building site. The height of the preload should be measured from the proposed finish floor elevation. The top of the preload should extend out a minimum of 5 feet beyond the limits of the building and be sloped down at a maximum angle angle of 1'/2H:1 V. Prior to placing any structural fill or preload material, we recommend that a minimum of 9 settlement plates (3 rows of 3 plates) be installed and their elevations determined by a qualified surveyor to the nearest 0.01 foot. We recommend that the preload remain in place approximately 4 weeks following the completion of constructing the preload. As discussed, a longer preload time would be advisable if time permits. However, the eventual preload period will be a function of the settlement plate survey data. We estimate that the preload could settle on the order of 2 to 4 inches during the preload period. Settlement elevations should be measured on a twice-weekly basis during and after construction of the fill pad and preload. All settlement plate elevation data should be forwarded to ZZA for review and to determine when the preload can be removed. When the preloading is completed, the material could be used for pavement subbase, provided it meets the recommended gradation in the Asphalt Pavement section of this report. The preload will impose a reduced surcharge on soils underlying the southern portion of the existing Seattle Packing building. As such, the south wall of the existing structure should be expected to settle. We estimate that settlement on the order of 1 to 2 inches could be experienced. We recommend a minimum of 3 settlement monitoring points be established by a qualified surveyor on the exterior side of the south wall in order to monitor the actual magnitude of settlement. It may also be prudent to temporarily sever some of the panel connections during preloading to prevent damage to the wall panels. We understand this is currently being reviewed by the Project Structural Engineer. Structural Fill All structural fill placed in the building area as well as under parking and sidewalk areas, and for backfill of subsurface utility trenches should be placed in accordance with the recommendations herein for structural fill. Prior to the placement of structural fill, all surfaces to receive fill should be prepared as previously recommended. Structural fill should be placed in lifts not exceeding 8 inches in loose thickness. Individual lifts should be compacted such that a density of at least 90 percent of the modified Proctor maximum dry density is achieved. We recommend that a representative from our firm be present during the placement of structural fill to observe the work and perform a representative number of in place density tests. In this way, the adequacy of earthwork may be evaluated as grading progresses. Due to the conditions of the soils encountered within the proposed building pad, we recommend that a mat of structural fill be constructed beneath all slab-on-grade floors in order to provide more uniform support. The mat of structural fill should be a minimum of 1 foot in thickness and consist of pit-run sand and gravel or crushed recycled concrete which can be compacted to a minimum of 90 percent of the modified Proctor maximum dry density. Zipper Zeman Associates.Inc. 1923136 Avenue W., Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 9 In our opinion, the existing granular fill soils are suitable for reuse as structural fill provided the moisture can be adjusted for compaction to a minimum of 90 percent of their modified Proctor maximum dry density. The reusable site soils would become more difficult to use for structural fill during extended wet weather periods of the year when the moisture content is difficult to control. Even during the summer, delays in grading can occur due to excessively high or low moisture conditions of the soils or due to precipitation. Scarifying and watering or drying of the soils may be required for filling with the site soils. If wet weather occurs, the upper wetted portion of the site soils may need to be scarified and allowed to dry prior to further earthwork. Soil used for structural fill should contain no particles greater than 6 inches in diameter and be free of organics and other deleterious materials. The suitability of soils used for structural fill depends primarily on the gradation and moisture content of the soil when it is placed. As the fines content (that portion passing the U.S. No. 200 sieve) or a soil increases, it becomes increasingly sensitive to small changes in moisture content, and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines by weight, such as the native site soils, cannot be consistently compacted to the recommended degree when moisture content is more than approximately 2 percent above or below optimum. Drying of the site soils may only be accomplished during favorable dry weather. We therefore recommend that grading on this site be scheduled for the driest time of year, if at all possible. We also recommend that the contractor anticipate significant, but unavoidable commitment of effort to adjust the moisture content of site soils for reuse in compacted fills. If it is not possible to complete the earthwork during dry weather, the design team and general contractor should anticipate that a significant portion of the site soils in existing fill areas will not be available for reuse as structural fill for utility trench backfill or mass grading. When moisture conditioning of the soils is required, we recommend that the soils be blended to provide a uniform moisture content throughout the affected soils. Utility Trenching and Backfilling We recommend that utility trenching, installation, and backfilling ,conform to all applicable Federal, State, and local regulations such as WISHA and OSHA regulations for open excavations. In order to maintain the function of any exiting utilities, we recommend that temporary excavations do not encroach upon the bearing splay of existing utilities. Likewise, utility excavation should not encroach on the bearing splay of existing building footings. This bearing splay should be considered to begin 3 feet away from the widest point of the pipe or foundation and extending downward at a 1H:1V slope. If, due to space constraints, an open excavation cannot be completed without encroaching on an existing footing or utility, we recommend shoring the new utility excavation with a slip box or other suitable equipment. We recommend that all utility subgrades be firm and unyielding and free of all soils that are loose, disturbed or pumping. Such soils should be removed and replaced, if necessary. All structural fill used to replace overexcavation soils should be compacted as recommended in the structural fill section of this report. Zipper Zeman Associates,Inc. 19231 36`f'Avenue W., Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 10 We anticipate that some of the excavations for underground utilities would be within wet soils of varying composition and relative density. Consequently, most of the soils will not likely be suitable for reuse as structural fill due to their composition and/or moisture content. Structures such as manholes and catch basins which extend into soft soils should be underlain by 12 inches of granular fill soil compacted to 95 percent of the modified Proctor maximum dry density. This granular material could consist of either crushed rock, sand and gravel pit run, quarry spalls, or coarse crushed concrete. Where water is encountered in the excavations, it should be removed prior to fill placement. Alternatively, quarry spalls or pea gravel could be used until above the water level. It may be necessary to place a geotextile fabric over the native subgrade soils if they are too soft, to provide a separation between the bedding and subgrade soils. Moderate groundwater seepage with associated soil caving should be anticipated for excavations extending into the wet fill and native soils. Dewatering should be designed and maintained by the contractor. Temporary dewatering appears necessary for deeper excavations. Depending on the season of the work, groundwater seepage elevations may be higher than those described in this report. During winter and spring, it is likely that pumped sumps or well points will be necessary for most excavations. After firm subgrades have been achieved, we recommend that a minimum of 6 inches of bedding material be placed in the trench bottom. Bedding material for rigid and flexible pipe conform with Sections 9-03.15 and 9-03.16, respectively, of the 1998 WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction. All trenches should be wide enough to allow for compaction around the haunches of the pipe. Otherwise, materials such as controlled density fill or pea gravel could be used to eliminate the compaction required. Backfilling the remainder of the trenches could be completed utilizing select granular fill. Compaction of backfill material should be accomplished with soils within t2 percent of their optimum moisture content in order to achieve the minimum compaction levels recommended within this report. In addition, we recommend that a representative of ZZA be allowed to perform field inspections and density tests on all backfill to verify compliance with the recommendations contained within this report. Foundations We recommend that foundations for the new building be supported on a system of geotextile-reinforced structural fill prisms. This is due to the occurrence of soft, compressible soils beneath portions of the proposed building, the susceptibility of loose, saturated sands to liquefaction during a design earthquake, and the general variability of the soils across the site. Slab-on-grade floors can be supported on site soils with proper remedial preparation. In order to achieve post-construction total and differential settlements of less than 1 inch, we recommend that the foundations be supported on a preloaded building pad with prisms of foundation bearing soils compacted to a minimum of 90 percent of the modified Proctor maximum dry density. The prisms of compacted structural fill should be a minimum of 3 feet deep below all footings. The replacement structural fill should consist of"select" structural fill, extending 3 feet laterally beyond each side of the footing elements. The structural fill material should meet the criteria presented in the 1998 WSDOT Standard Specifications, Section 9- Zipper Zeman Associates,Inc. 19231 36`h Avenue W., Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`a Street November 22, 1999 Renton,Washington Page 11 03.14(1), "Gravel Borrow" or 9-03.11, Recycled Portland Cement Concrete Rubble. Recycled concrete should have a grain-size distribution meeting that of"Gravel Borrow". We recommend that a sample of the proposed import be submitted to ZZA for laboratory testing to determine the adequacy of the product for the intended use. All structural fill beneath foundations should be compacted to a minimum of 90 percent of the modified Proctor maximum dry density within±2 percent of optimum in accordance with the Structural Fill section of this report. Prior to placing structural fill over exposed native soils, we recommend that a geotextile with strength characteristics similar to Mirafi 600X or Amoco 2006 be placed across the base and up the sides of all excavations prior to constructing the structural fill prisms. The initial lift or two of structural fill should be compacted with non-vibratory methods in order to reduce the magnitude of disturbance to the underlying, soft, native soils. Such compaction methods will necessitate thinner lift thicknesses (as thin as 4 to 6 inches). After one foot of fill has been placed, we recommend that a second layer of woven geotextile be installed and the remaining structural fill be placed and compacted. Continuous or column footings cast atop native soils or structural fill prisms compacted to a minimum of 90 percent of the modified Proctor maximum dry density may be designed for a maximum allowable, net, bearing pressure of 1,500 psf. A one-third increase of the bearing pressure may be used for short-term dynamic loads such as wind and seismic forces. We recommend using an ultimate base friction coefficient of 0.40 and a maximum allowable passive earth pressure of 250 pcf for that portion of foundation elements embedded at least 18 inches below surrounding finish grade. Shallow, continuous and interior spread footings should be a minimum of 18 and 24 inches wide, respectively, bear on reinforced structural fill pads. Foundations should be designed with a minimum embedment depth of 18 inches below the lowest adjacent finished exterior grade for frost protection. We recommend that interior footings be placed at least 12 inches below finished subgrade elevations. All footings must be protected against weather damage both during and after construction, and must be supported by suitable bearing materials as recommended herein. Foundation settlement is oftentimes the function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris or water prior to pouring concrete. If disturbed or soft soils are left beneath the footing area prior to concrete placement, future settlements may be greatly increased. For that reason, we recommend that the footing subgrade soils be observed by a qualified geotechnical engineer prior to pouring footing concrete to document that the condition of the bearing soils is consistent with the recommendations contained in this report. Provided the foundation bearing soils are prepared as recommended and the foundations are supported on the recommended bearing soils, we estimate that settlements will be within the tolerances specified. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. Zipper Zeman Associates,Inc. 19231 36`h Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 12 Slab-On-Grade Floors Slab-on-grade floors should be constructed above a minimum 12-inch thick layer of compacted granular structural fill placed above preloaded native soils. Slab-on-grade floors should be founded on compacted structural fill constructed in accordance with our recommendations outlined in the Structural Fill section of this report. To minimize post- construction settlement of a slab-on-grade floor, we recommend placing an additional 4 to 6 feet of temporary surcharge fill in order to preconsolidate the load-sensitive soils encountered in our explorations. Surcharge soils should be left in place a minimum of 4 weeks and be monitored by a qualified surveyor. Once the surcharge fill is removed, we recommend that 6 inches of free-draining granular material be placed over the building pad to serve as a capillary break. The fines content of the capillary break material should be limited to 3 percent or less, by weight, when measured on that portion passing the U.S. No. 4 sieve. We further recommend that at least 50 percent of the capillary break material be retained on the No. 4 sieve. Aggregates similar to those specified in WSDOT 1998 Standard Specifications, listed under specifications 9-03.12(4), 9-03.15 or 9-03.16 can be used for capillary break material provided they are modified to meet the fines content recommendation. A vapor barrier between the capillary break and floor slab is also recommended. Backfilled Walls and Retaining Structures The lateral soil pressure acting on backfilled walls will primarily depend on the degree of compaction and the amount of lateral movement permitted at the top of the wall during backfilling operations. If the wall is free to yield at the top an amount equal to at least 0.1 percent of the height of the wall, the soil pressure will be less than if the wall structurally restrained from lateral movement at the top. We recommend that an equivalent active fluid pressure of 35 pcf be used for yielding walls and an at-rest equivalent fluid pressure of 55 pcf be used for non-yielding backfilled walls. These equivalent fluid pressures assume the backfill is compacted to approximately 90 percent of its modified Proctor maximum dry density. The above equivalent fluid pressures are based on the assumption of a uniform horizontal backfill and no buildup of hydrostatic pressure behind the wall. Surcharge pressures due to sloping ground, adjacent footings, vehicles, construction equipment, etc. must be added to these values. For loading docks, surcharge loading on the floor slab above the dock will result in a horizontal, uniformly distributed surcharge on the wall equal to 40-percent of the distributed vertical loading. We can provide surcharge criteria for other loading conditions behind the loading dock wall, if requested. We recommend a minimum width of 2 feet of clean, granular, free-draining material should extend from footing drains at the base of the wall to the ground surface, to prevent the buildup of hydrostatic forces. It should be realized that the primary purpose of the free draining material is reduction in hydrostatic pressures. Some potential for moisture to contact the back face in the wall may exist even with this treatment, which may require more extensive water proofing be specified for walls which require interior moisture sensitive finishes. Zipper Zeman Associates,Inc. 19231 36`h Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 1 J Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 13 Care should be taken where utilities penetrate through backfilled walls. Minor settlement of the wall backfill soils can impart significant soil loading on utilities, and some form of flexible connection may be appropriate at backfilled wall penetrations. Drainage Considerations The site soils have a high silt content and are therefore highly susceptible to disturbance when wet. Any accumulated surface water on the site should be routed away from the construction and building areas as much as possible before construction takes place. Surface runoff should be collected and routed to a suitable discharge point or detention basin. Deeper excavations on the site, such as for deeper utilities, may encounter groundwater seepage. Due to the granular nature of some the subsurface soils, seepage into deep excavations will likely be accompanied by heaving excavation bases and caving of excavation sidewalls. We recommend that any excavations below groundwater seepage depths be undertaken only when suitable dewatering equipment and temporary excavation shoring, such as sump pumps and trench slip boxes are available. All applicable safety regulations regarding shoring and sloping of excavations when worker access is necessary should be followed. Deep excavations should be kept free of water and kept open no longer than required to complete the foundation or utility work at hand. We recommend that the building be provided with a perimeter footing drain system consisting of a 4-inch diameter perforated PVC or ADS pipe, fully enveloped in pea gravel or washed round drain rock. This pipe should be placed at the footing subgrade elevation or below the lowest subfloor utilities which might be affected if seepage comes in contact with them and should drain by gravity to a suitable discharge location. Runoff generated from the roof of the building and from paved surfaces should not be routed into the footing drain system. Instead, it should be routed via tightline to a suitable discharge location. We recommend that finished grades around the site route surface drainage away from the building. Temporary and Permanent Slopes Slope stability during excavation is a function of many factors, including the presence and abundance of surface and groundwater; type and density of various soil strata; the depth of the cut; surcharge loading adjacent to the excavation; and the length of time the excavation; and the length of time the excavation remains open. Consequently, it is exceeding difficult to preestablish safe and maintenance free temporary slope angles. Temporary slope stability should be made the responsibility of the contractor, who is continuously on the job site and able to observe changes in the site soil and groundwater conditions and monitor the performance of the excavation. We recommend that excavations be adequately sloped or braced to prevent injury of workmen form local sloughing and spalling. All cuts should be completed in accordance with applicable Federal, State, and local safety provisions and codes. According to Chapter 296-155 of the Washington Administrative Code (WAC), the soils encountered at the site would be classified as Type C soils. Temporary slopes in Type C soils should be constructed at angles no greater than B H:1V according to the WAC. Because of the variables involved, these slope angles should be considered preliminary values for the project planning only. If loose fills, caving conditions, groundwater seepage, or surface water runoff are present on the slopes, flatter slopes may be necessary. Zipper Zeman Associates.Inc. 19231 36`h Avenue W., Suite B201 Lynnwood,Washington 98036 (425)771-3304 t Proposed Seattle Packaging Office Addition J-388-02 1000 S.W.43`d Street November 22, 1999 Renton,Washington Page 14 CLOSURE The recommendations contained in this report are based on information gathered during our field studies and on preliminary design information provided to ZZA. In order to correlate soil data with the actual soil conditions encountered during construction, and to check for construction conformance to our report, we recommend that ZZA be retained for construction observation services during site preparation, foundation excavating and other soils related portions of this project. At the time this report was written, project planning was in progress, and complete plans and specifications were not available. We recommend that we be provided an opportunity to review the final plans and specifications when they are completed, to ensure that our recommendations have been adequately interpreted and incorporated into the final project documents. We appreciate the opportunity to have been of service to you on this project. Please do not hesitate to contact our office if you have any questions or comments regarding the contents of this report. Respectfully submitted, Zipper Zeman Associates, Inc. Thomas A. Jones, P. E. Associate of `iAs.-- Alvin R. Zeman, 00 41 ill Principal Enclosures: Figure 1 — Site and Exploration Plan Figure 2—Settlement Plate Detail Appendix A—Boring Log B-1, Dutch Cone Logs CPT-1 through CPT-4, and Shear Wave Velocity Test Results Appendix B —Laboratory Test Procedures and Results Zipper Zeman Associates,Inc. 19231 36`h Avenue W.,Suite B201 Lynnwood,Washington 98036 (425)771-3304 GQ (� n 0 io) n z i3 is a it 11 is t zc O z2 z I I I I I I I I I I I I I I I I I I I I i I I I I i I I I I I I I I I I I I I I I I I I I I I I i I I I f I I I I I I I I I I I I I ( I I I I I I I I I ,.a I I i i I' it i i i t i i i I I ti _CON�R ' I HALE PT STOMGECOP"! C i -- -Q I NCC7 CP sp. SALES 0N ACCOUNT CCOUN7 F iIC OPEN OFFICE --- I L085Y, - compm ROOM tB IT 1/7 r -- -- ' -- - -- CPT-2 - ------ HALL or Ice O CPT-4CPT-3C ROOP CCN[R[h[ P^N BON O!N F1 E ORoO[PCC PKOPPlC[ PIC[[CK — O — C0 T — ---------------- P_ ------E---_.— _-----___-----__ -- L--------------�--------------1--- ov_enaANe AaoHe----------------�--------- --1-----�1 `�7"`�J a.t 5. ..ur-� � V LI' �' �� �noa• V' 13 1.:.7' �Y � � � us.o•t� � � � � I N [a f12._a. I FIRST LEVEL PLAN SCALE -� EXPLANATION 0 20 40 80 BORING NUMBER AND APPROXIMATE LOCATION B-1 DUTCH CONE PROBE NUMBER AND APPROXIMATE LOCATION CPT-2 PROPOSED SEAPACK CENTRE 1000 SW 43'STREET ZIPPER ZEMAN ASSOCIATES,INC. RENTON,WASHINGTON 19231 36TH AVENUE W., SUITE B201 JOB NO: J-388-02 LYNNWOOD,WASHINGTON 98036 DRAWING DEVELOPED FROM FIRST LEVEL PLAN BY MITHUN ARCHITECTS DATED OCTOBER 25,1999 NOVEMBER 22, 1999 ADDITIONAL PIPE AND COUPLING AS REQUIRED INSTALL PLATE AND 5' PIPE RISER TO THIS POINT BEFORE PLACING FILL SE= DETAIL BELOW EXISTING GROUND SURFACE 6' t CLEAN SAND 2' STANDARD PIPE PIPE COUPLING WELD ALL AROUND 2' X 2' X 1/4' PLATE i 4 - 1/4' HOLES FIGURE 2 ZIPPER ZEMAN ASSOCIATES,INC. SEATTLE PACKAGING ADDITION 19231 36`h Avenue West, Suite B201 RENTON, WASHINGTON Lynnwood, Washington 98036 JOB NO: J-388-2 APPENDIX A FIELD EXPLORATION PROCEDURES AND LOGS FIELD EXPLORATION PROCEDURES AND LOGS J-388-2 On October 26, 1999, four electronic Dutch cone probes were completed to depths of 100 feet within the proposed building pad. Subsequently, one additional mud rotary boring was completed within the proposed building pad on October 27, 1999. Approximate exploration locations are shown on the Site and Exploration Plan, Figure 1. Exploration locations were determined by measuring distances from existing site features with a tape measure. As such, the exploration locations should be considered accurate to the degree implied by the measurement method. The following sections describe our procedures associated with the exploration. Descriptive logs of the explorations are enclosed in this appendix. Soil Boring Procedures Our exploratory boring was advanced using a truck-mounted drill rig operated by an independent drilling firm working under subcontract to our firm. The boring was completed utilizing hollow-stem auger and mud rotary drilling methods. An experienced geotechnical engineer from our firm continuously observed the boring, logged the subsurface conditions encountered, and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further visual classification and testing. After the boring was completed, the borehole was backfilled with soil cuttings and bentonite clay. Throughout the drilling operations, soil samples were obtained at 2.5- to 5-foot depth intervals by means of the Standard Penetration Test (ASTM: D-1586). This testing and sampling procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "blow count" (N value). If a total of 50 blows is struck within any 6-inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring log describes the vertical sequence of soils and materials encountered in the boring, based primarily upon our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our log indicates the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our log also graphically indicates the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the boring, as well as any laboratory tests performed on these soil samples. If any groundwater was encountered in a borehole, the approximate groundwater depth, and date of observation, is depicted on the log. Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted portion of the drilling rods, the water level measured in the borehole after the auger has been extracted, or through the use of an observation well. The boring log presented in this appendix is based upon the drilling action, observation of the samples secured, laboratory test results, and field logs. The various types of soils are indicated as well as the depth where the soils or characteristics of the soils changed. It should be noted that these changes may have been gradual, and if the changes occurred between samples intervals, they were inferred. Electric Dutch Cone Penetrometer Probes Four electric cone penetrometer probes, also knows as Dutch cone tests, were performed for this project by a local exploration company under subcontract to our firm. The equipment used for this test consists of a cone and friction sleeve which are advanced hydraulically by rods reacting against a drill truck. The electric cone penetration test is performed as follows: 1) the cone is pushed down by an inner rod and the point resistance is recorded; 2) the cone and the sleeve are then pushed together and their combined resistance is measured; 3) the cone resistance is subtracted from the total resistance to provide the frictional resistance. A direct correlation between point resistance and the bearing capacity of the soils is obtained. The relative density or consistency of the soil probed is empirically related to the cone resistance. Comparing the cone bearing capacity and the friction ratio (sleeve friction/cone bearing) provide an interpretive soil classification based on the Dutch Cone Soil Classification Chart prepared by J.J. Schmertman, 1969. The descriptive soil interpretations presented on the electric cone penetrometer probe logs have been developed by using this classification chart as a guideline. (Modifications to the classifications were developed according to correlations of soil types disclosed in the adjacent borings performed on the site and careful interpretation of the probe results.) The detailed interpretive logs of the static cone penetrometer probes accomplished for this study are presented subsequently. PROJECT:Seattle Packaging, Renton,Washington JOB NO. J-388-02 BORING B-1 PAGE 1 OF 3 Location: See Site And Exploration Plan, Figure 1. Approximate Elevation: Unknown Soil Description m a Penetration Resistance rn m c 0 d of r ECL E E 0 io c C f- Standard Blows per foot Other j Z f— 0 10 20 30 40 Z 3 1/2 inches asphalt pavement over approx.6 inches crushed sand and gravel base course over approx.12 , ______________ L _ _ L _ inches of silt,sand,and gravel.(Fill) ; ----------------------------------------------- f S-1 Very soft,wet,gray,SILT with trace clay(ML) 2 5 ST-1 2 S2 * i i r r Grades to clayey SILT with trace sand(CL-ML) 10 ---------------------------------------------- - S-3 1 - -- - - --- - - ------ --- --- Very soft,wet,gray to brown,organic SILT with fine , , pieces of organics. -------------- -'--r - -r--r - - T- -T - -T - -, -- , --, -- -------------- `-L -- L-- L -- L- -L --L--! - , ---------------------------------------------- , .1' L--L-- L - - L--L - -L - -L- -L --' -- 15 I , Very loose,saturated,gray,organic SILTwith sand 3 -----T------ - --- -- - - - - -- 7 ---------- ----- ---------- 20 Very loose,saturated,brown and dark gray,organic S-5 �' 3 SILT with sand -- . r T - -T--T- - T- --- I L __ L\�\_ L-------------- r r-' i -- T--T ''1 '-1 25 ;\ ; Explanation 0 10 20 30 40 50 Monitoring Well Key I2-inch O.D.split spoon sample = Clean Sand Moisture Content H3-inch I.D Shelby tube sample V/7,1 Cuttings Plastic Limit Natural Liquid Limit ® No Recovery ® Bentonite I �V Groundwater level at time of drilling Grout ATD or date of measurement B Screened Casing Zipper Zeman Associates,Inc. BORING LOG Geotechnical&Environmental Consultants Figure A-1 i t PROJECT:Seattle Packaging, Renton,Washington JOB NO. J-388-02 BORING B-1 PAGE 2 OF 3 Location: See Site And Exploration Plan, Figure 1. Approximate Elevation: Unknown Soil Description m " Penetration Resistance y C> 0 c `- Gl to CL a a 3 c G3 Standard Blows per foot Other > Z F— 0 10 20 30 40 Z 8_6 Medium dense,saturated,dark gray,silty SAND - -- -- A' 28 Very soft,light brown,saturated,organic SILT 30 S 7 1 r r � r ; 0 Stiff,saturated,dark gray,fine to medium sandy SILT - _ 35 Very soft,saturated,dark gray,fine sandy SILT ___ _ r r r r r r r r L_ _L_ _ L_ _ L__1__L__ 1 __1 __1 __. r r i ' ______________ 40 Very soft,saturated,gray,silty CLAY(CL) S 9 r r r r r ------------- r r 45 i Medium dense,saturated,dark gray,fine SAND with S-10 r some silt * _ 19 r , ---------- --- - ---- --- r r r r r r r r _ _L _ Interbedded,loose,saturated,dark gray,fine sandy r r r SILT and silty fine SAND -------------- r r r r r 50 Explanation 0 10 20 30 40 50 I Monitoring Well Key 2-inch O.D. split spoon sample Clean Sand Moisture Content 3-inch I.D Shelby tube sample ® Cuttings Plastic Limit Natural Liquid Limit ® No Recovery ® Bentonite I �Groundwater level at time of drilling Grout ATD or date of measurement EE3 Screened Casinq Zipper Zeman Associates,Inc. BORING LOG Geotechnical&Environmental Consultants Figure A-1 kP PROJECT:Seattle Packaging, Renton,Washington JOB NO. J-388-02 BORING B-1 PAGE 3 OF 3 Location: See Site And Exploration Plan, Figure 1. Approximate Elevation: Unknown Soil Description Penetration Resistance rn = n a Q..0 c m E E E 0 f° Standard Blows per foot Other m N > ar 0 10 20 30 40 Z Interbedded,loose,saturated,dark gray,fine sandy S-11 10 SILT and silty fine SAND with trace clay ______________ r_ _ r 55 ; Interbedded,very loose,saturated,dark gray,fine S_12 2 , sandy SILT and silty fine SAND , ------------------- 60 Very soft,saturated,dark gray,SILT with some clay and trace fine sand 0 S-13 ------------- Boring terminated at 61 1/2 feet on 10/27/99, Groundwater level not observed due to mud rotary drilling method. ______________ - _ .- L __ L_ _ L_-L 65 ; ------------- 70 --------------- 75 ; Explanation o 10 20 30 40 50 Monitoring Well Key I2-inch O.D.split spoon sample = Clean Sand Moisture Content TF3-inch I.D Shelby tube sample ® Cuttings Plastic Limit Natural Liquid Limit ® No Recovery Bentonite I 1 ® ® Grout Groundwater level at time of drilling ATD or date of measurement EHE Screened Casinq Zipper Zeman Associates,Inc. BORING LOG Geotechnical&Environmental Consultants Figure A-1 Cone Penetration Test - CPT-01 Test Date:Oct 18,1999 Operator :Northwest Cone Exploration Ground Surf.Elev.:0.00 Location :Seattle Packaging Water Table Depth:12.00 Qt(tso Fr. Ratio (%) PWP (tst) Ic N1(60)(blows/ft) 0 60 120 180 240 300 0 1 2 3 4 5 -1 0 1 2 3 4 1.0 1.5 2.0 2.5 3.0 3.5 0 10 20 30 40 50 0 10 — 20 — — 30 — 40 be m 50 — r CL 0 60 70 80 F- 90 — 100 Qt nonnoliud for Fr Ratio=100-F/(Qt-Sig.—) After Jef ries and Davies(1991) After Jeffeues and Davies(1993) unequal eral area.Mcts Gamma=110.1 pef Ic<1.25-Gravelly sends 1.25<le<1.90-Clean to silty sand 1.90<Ic<2.54-Silty serul to sandy silt 2.54<lc<2.82-Clayey silt to silty day 2.82<1c<3.22-Clays PROJECT NO.J-388 DATE:October 26,1999 DRAWN BY:Keith Brown Zipper Zeman &Associates Cone Penetration Test - CPT-02 Test Date:Oct 20,1999 Operator :Northwest Cone Exploration Ground Surf.Elev.:0.00 Location :Seattle Packaging Water Table Depth:12.00 Qt(tso Fr. Ratio (%) PWP (tso Ic N1(60)(blows/ft) a 0 60 120 180 240 300 0 1 2 3 4 5 -1 1 3 5 7 9 1.0 1.5 2.0 2.5 3.0 3.5 0 10 20 30 40 50 10 — 20 30 — 40 00 n m L a 0 60 70 L I— go 90 — 100 Qt normalized for Fr Ratio=100*F/(Qbffipnav) After]efferiee and Davies(1991) After I.Mries and Davies(1993) unequal end area effects Gamma=110.1 pcf Ic<1.25-Gravelly sands 1.25<lc<1.90-Clean to silty sand 1.90<le<2.54-Mty sand to sandy silt 2.54<lc<2.82-Clayey silt to silty clay 2.82<lc<3.22-Clays PROJECT NO.J-388 DATE:October 26,1999 DRAWN BY:Keith Brown Zipper Zeman &Associates Cone Penetration Test - CPT-03 Test Date:10/3/9 1 Operator :Northwest Cone Exploration Ground Surf.Elev.:0.00 Location :Seattle Packaging Water Table Depth:12.00 Qt(tso Fr. Ratio (%) PWP (tsfl Ic N1(60)(blows/ft) 0 60 120 180 240 300 0 1 2 3 4 5 -1 1 3 5 7 9 1.0 1.5 2.0 2.5 3.0 3.5 0 10 20 30 40 50 0 -— C— INC 10 XW 20 - - 30 40 — - oa n a� c 50 - t a 0 60 70 - 80 - — - 90 100 Qt normalized for Fr Ratio=100'F/(Qt-Sigmav) After Jefferiee and Davies(1991) After JeQBues and Davies(1993) unequal end area effects Gamma=110.1 pef Ic<1.25-anvelly sand. 1.25<lc<1.90-Clean to silty sand 1.90<Ic<2.54-Silty send to sandy silt 2.54<Ic<2.82-Clayey silt to Oty day 2.82<to<3.22-Clays PROJECT NO.J-388 DATE:October26,1999 DRAWN BY:Keith Brown Zipper Zeman &Associates i Cone Penetration Test - CPT-04 Test Date:Oct 18,1999 Operator :Northwest Cone Exploration Ground Surf.Elev.:0.00 Location :Seattle Packaging Water Table Depth:12.00 Qt(tst Fr. Ratio (°/D) PWP (tso Ic N1(60)(blows/ft) 0 60 120 180 240 300 0 1 2 3 4 5 -1 1 3 5 7 9 1.0 1.5 2.0 2.5 3.0 3.5 0 10 20 30 40 50 0 10 20 30 40 0oP. n m 50 L a 0 60 70 80 90 — 100 Qt normalized for Fr Ratio=I00'F/(Qt-Sigmav) After ffe atui Jedes Davies(1991) After 1eQeries and Davies(1993) m unequal end area effects Gama=11D.1 Pcf Ic<1.25-Gravelly sands 1.25<lc<1.90-Clean to saty sand 1.90<1c<2.54-Silty sand to sandy sat 2.54<lc<2.82-Clayey silt to silty clay 2,82<lc<3.22-Gaya PROJECT NO.J-388 DATE:October 26,1999 DRAWN BY:Keith Brown Zipper Zeman &Associates Qc & Shear Wave Velocity 300 — _ - ----- - - -- --- -------- -- ---- -- - - - - -- - _ _ 1200 f 250 1000 I � c 200 - 800 Q m fA d w N 600 r QC (tsf 150 I Vs (fUsec) Cf 100 400 m U 50 200 I 1 0 0 0 10 20 30 40 50 60 70 80 90 100 Depth (feet) w h APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS J-388-2 LABORATORY TESTING PROCEDURES A series of laboratory tests were performed during the course of the this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with the Unified Soil Classification system. Visual soil classification includes evaluation of color, relative moisture content, soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM: D-2216. The results are shown on the exploration logs in Appendix A. Atterberg Limits Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid and plastic limits are two of the five Atterberg limits and are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. Liquid and plastic limits were established for selected samples in general accordance with ASTM: D-423 and ASTM: D-424, respectively. The results of the Atterberg limits are presented on a plasticity chart in this appendix where the plasticity index (liquid limit minus plastic limit) is related to the liquid limit. The plastic limits and liquid limits are also presented adjacent to appropriate samples on the exploration logs in Appendix A. Consolidation Test A one-dimensional consolidation test was performed in general accordance with ASTM:D-2435 on a selected sample of the site soils to provide data for developing settlement estimates. The undisturbed soil sample was carefully trimmed and fit into a rigid ring. Porous stones were placed on both the top and bottom of the sample to allow drainage. After seating loads were applied, the sample was inundated and the swell was measured. Vertical loads were then applied to the sample incrementally in such a way that the sample was allowed to consolidate under each load increment over time. The rebound of the sample during unloading was also measured. PLASTICITY CHART ASTM D 4318 60 50 i I I i 40 I � x y m = 30 ow p asti inorganic an si y soi ;e as is si s;organic si s, clays,and silt siltv cla s >+ Medium .t:! - clays plastic UF 20 aSilty clays. clayey sits MH 10 7 -------- ---- - . 4 an as 14 1 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit% Symbol Sample USCS Description Natural Liquid Plastic Plasticity M.C. (%) Limit (%) Limit (%) Index (%) B-1, S-1 ML 44 37 27 10 B-1, S-3 CL - ML 43 40 26 14 B-11 S-9 CL 45 37 23 14 B-1, ST-1 ML 37 38 32 6 ZIPPER ZEMAN ASSOCIATES, INC PROJECT NO: J-388-02 PROJECT NAME: GEOTECHNICAL AND ENVIRONMENTAL DATE OF TESTING: 11/12/99 Seattle Packaging CONSULTING GRAIN SIZE DISTRIBUTION ASTM D422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2' 3/4" 3/8" 4 10 20 40 60 100 200 100 i it i 9 X = 80 C� W 70 m Q�W 6 Z U. Z 5 W U IX 4 W a 30 I 2 1 I I I 1000.00 100.00 10.00 1.00 0.10 0.01 0.00 GRAIN SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture(%) Fines (%) Description 8-1 S-6 15-16.5 Feet 27.9 19.7 Silty Fine To Coarse Sand ZIPPER ZEMAN ASSOCIATES, INC PROJECT NO: J-388-02 PROJECT NAME: GEOTECHNICAL AND ENVIRONMENTAL DATE OF TESTING: 11/8199 Seattle Packaging CONSULTING K ' - GRAIN SIZE DISTRIBUTION ASTM D422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36' 12" 6" 3" 1 1/2' 3/4' 3/8' 4 10 20 40 60 100 200 10 9 = 80 C� W 70 m � 6 W Z LL L W CU W 4 W a 30 2 1 I 1000.00 100.00 10.00 1.00 0.10 0.01 0.00 GRAIN SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Exploration Sample Depth (feet) Moisture(%) Fines (%) Description B-1 S-7 30-31.5 Feet 36.1 63.9 Fine To Medium Sandy Silt ZIPPER ZEMAN ASSOCIATES, INC PROJECT NO: J-388-02 PROJECT NAME: GEOTECHNICAL AND ENVIRONMENTAL DATE OF TESTING: 1118/99 Seattle Packaging CONSULTING 4 i 0 .. .... ..._.............. ........ ... ..................................................... .... ...._:...t.»i.. : : : ............_....}....}.. _.f...t._ ................i........... l........L.........«.p...y..l..y'............_..._ «... ................ .. ..i... ..?..i.. 0.02 ' ._.....__. ......... ..... ...?_. - .................._ .._. _ ..................}............ y........}....•1_.._i....1...{__.y............... ..............i.. ........................... . ..�.....4....i...}..i.»i...» i ii... »4..._.....i...�..;...i.._.._.....__._. ._...«.._i......«j.....4..«4....y...r..1.. 0.04 I - ........... - - -C «...............?«...._...E.�.»!»...............?.�_..«...Y..» -----• - .... i U I L _..._..... r_ t--------«�........i. .i..�_..;...*_i--- ----».__..��_ i t �- 0.06 t 1 C i i O ...__ .. ................. ..... .. - _ _ «.. ........... t i 0.08 _ t -2 l i : ..«__.«.._...y.-..M_.I«..._I_..{«_-i._j... .1... ........»-...j_..........i._.._.;.....1«_.j...:--.i._i.. .._«._..«..i«_......./.._«.i..._.;.«.I....i..{..t-. S t = ...-.._.. ..'. _ _ .__... ._.. 0.1 i ..._...5_._..i-....i.._ «.i...f..-i.......»._._ ..i....._.__y_.....i.r.2-._.1...1-i...l... ...._. ._.i........_.{.....«.i......'y.__7.«5--4..2.. ._....._.. _...._........j........ ._.i.....:.i..«_}_..7.._.y..i..t-. 0.12 a. a 0.1 1 10 100 H Pressure (psf 1000) 8 O2 BORING SAMPLE SOIL INITIAL INITIAL DRY E2 NUMBER DEPTH CLASSIFICATION MOISTURE DENSITY (FEET) CONTENT (LBS/FTC) .n id m B-2 4.5-6.5 Gray sift(ML) 39 83 0 4 Zipper Zeman Associates.Inc 19231 36`hAvenue W.,Suite B20100 CONSOLIDATION TEST RESULTS Lynnwood,Washington 98036 FIGURE# SIEVE # 200 WASH RESULTS EXPLORATION SAMPLE DEPTH MOISTURE PERCENT NUMBER NUMBER IN FEET CONTENT IN PASSING#200 PERCENT SIEVE B-1 S-4 15-16.5 71 85 B-I S-5 20-21.5 70 77 B-1 S-8 35-36.5 74 81 PROJECT: Seattle Packaging ZIPPER ZEMAN ASSOCIATES,INC. PROJECT NO.: J-388-02 DATE: 11-08-99 GEOTECHNICAL AND ENVIRONMENTAL CONSULTING r Ce/41NAC PE;0ae r- REPORT OF SOILS INVESTIGATION PROPOSED WAREHOUSE BUILDINGS RENTON, WASHINGTON for the JACK A. BENAROYA COMPANY DAMES & MOORE March 15, 1978 04368-031-05 DE VC%> MANTA B-BARA ' RBANKS SEATTLE CONSULTANTS IN THE ENVIRONMENTAL AND APPLIED EARTH SCIENCES I•IE;BOURNE TORONTO NO LION WASHISRACUSE - VANCOUVER,B.C. HOVSTON WASMINGTO NOD.C. LEXINGTON,KY WHITE PLAINS SUITE 500,NORTHGATE EXECUTIVE CENTER 155 N.E.100?H STREET CABLE DAMEMORE SEATTLE,WASHINGTON 98125 (206) 523-0560 : TWX: 910.444-2021 March 15, 1978 Jack A. Benaroya Company 5950 Sixth Avenue South Seattle, Washington 98108 Attention: Mr. Robert Fehnel Gentlemen: We submit herewith six copies of our "Report of Soils Investigation, Proposed Warehouse Buildings, Renton, Washington." The purpose and scope of our investigation was outlined in our confirming proposal dated. February 22, 1978. Our findings and preliminary conclusions have been discussed with Mr. Fehnel and Mr. Richard Janke of Engineers Northwest during the progress of the- investigation. We have recommended that the buildings be supported on spread footings. Significant settlements can be expected due to fill and building loads because of the compressible nature of some of the underlying soils. Since it is desired to proceed with. construction without surcharging the building areas, postconstruction settlements of several inches, both total and differential, are anticipated. Thus, the potential for some structural distress will exist. This can be minimized by design of wall panel connections to accommodate larger differential movements but little can be done to reduce possible differential movements across floor areas. We appreciate the opportunity to serve you on this project. Should any questions arise concerning our findings or evaluations, we will 'be pleased to confer with you at any time. Yours very truly, DAME MOORE By Pck K. Tuttle Partner JKT:JRF:mb REPORT OF SOILS INVESTIGATION PROPOSED WAREHOUSE BUILDINGS RENTON, WASHINGTON i i FOR THE i JACK A. BENAROYA COMPANY i I INTRODUCTION We present in this report the results of our soils investigation at the site of three ro p posed warehouse buildings to be built in Renton, Washington. The building site is located in an undeveloped area to the north of Southwest 43rd Street between Longacres Parkway and Lind Avenue. The ro p posed building locations are shown on Plate 1, Plot Plan. The proposed buildings will be approximately 690 by 544 feet in plan dimensions and will be of concrete, tilt-up construction. It is our understanding that the buildings will have dock-high floor slabs, with a jl rail slot into the interior of the buildings. Design floor loads of about II 500 pounds per square foot are anticipated. it li ji We also understand that the building schedule does not allow for i preloading the site and that the subfloor fill will be placed and allowed to set 2 to 3 weeks before footing construction is started. ti Also, due to the size of the buildings and floor loads, it has Ibeen I� determined by the owner that it is not economical to support the building frame and floor slab on pile or pier foundations. PURPOSE AND SCOPE The u p rpose of this investigation is to explore the subsurface soil and ground water conditions at the site and provide design criteria for foundation support for the proposed structure. More specifically, the scope of our work includes: - OgMES L' MOORE 1. Recommendations for allowable soil bearing pressures -to be used in the design of spread or continuous footings. I 2. Estimates of the magnitude and rate .of settlement which will occur under the imposed fill and building loads. ' 3. Recommendations for floor slab support. I 4. Comments regarding site preparation as may be Y appropriate. Particular consideration was to be given to the evaluation of whether or not it will be practical to construct the warehouses without completing a surcharging program to reduce postconstruction settlements. i i To accomplish the purposes of the investigation, we have completed a program of field exploration, laboratory testing, and engineering analyses. The field investigation included drilling eight borings. Various laboratory tests were performed on representative samples to provide the basis for engineering analysis. !' The details and results of our field exploration and laboratory testing programs are presented in the appendix to this report. Our recommendations, based on site observations and engineering analysis, are II presented in the followin g sections tions of this report. SITE CONDITIONS SURFACE CONDITIONS I The site is relatively flat with sparse grass on the fill surface. Drainage is not well developed as some surface water was present during our field investigation. Southwest 43rd Street is in existence; however, the other streets and railroad spurs are not yet constructed. The surface of the compacted fill which covers the property was soft but could support light vehicles. a ,� -2 DAMES 8 MOORE j SUBSURFACE CONDITIONS I I The subsurface conditions at the site were investigated by drilling eight test borings to depths ranging from 50 to 110 feet at the locations shown on Plate 1. The logs of the borings along with the results of our laboratory tests are presented in the appendix to this report--Field Exploration and Laboratory Tests. Five soil units were encountered by our test borings. A description of these units in order of increasing depth is as follows. Unit 1. Unit 1 is fill consisting of brown silty sand with gravel j and some organics, especially near the surface. The fill is 3 to 4 feet i, thick. Unit 2. Unit 2 is the original surface soil which consists of interlayered brown and gray silts with sand layers and compressible organics. The thickness of this unit is from 5 to 15 feet with the thinnest section in the middle of the site. I� Unit 3. Beneath Unit 2 is a zone of interlayered medium dense gray fine sand, silty sand, and sandy silt. This unit varies from approximately 20 keet thick on the eastern part of the site to 40 feet on the western part of the site. Unit 4. Unit 4 is a soft clayey silt. This silt is also highly compressible and does not appear to have significant continuous sand layering. Some organic material and sea shells were observed in this i soil. This unit was only penetrated by the two deep borings, but it i appears that the layer is thicker on the eastern part of the site as I! !j Boring l encountered approximately 50 feet of the material. Boring 2, on the western part of the site, encountered only 20 feet. n Unit S. Unit 5 consists of medium dense to dense sand. The thickness { of this layer was not measured. II II !i I' DAMES 8 MOORE -3- GROUND WATER CONDITIONS It was difficult to measure .the ground water conditions during our field activities because the test holes caved when the hollow-stem auger i was removed: However, in several borings water was measured at a depth of about 5 feet while, or, immediately after drilling. This depth seems reasonable based on our past ex perience xperience in the area. Some fluctuation in the ground water can be expected with the highest levels during and after periods of heavy precipitation. !; CONCLUSIONS AND RECOMMENDATIONS GENERAL I� �' The fill which has been placed to grade the site will provide support for shallow spread footings designed using a low bearing pressure. Considerable settlement is anticipated, p primarily from the loads to be imposed by fill to establish floor grades and from storage loads on the I1floor. It would be 'desirable to reduce postconstruction settlements by surcharging the buildingwith areas excess fill in advance of .construction. We understand that your time schedule as well as the costs involved have been the reasons for deciding to proceed without a surcharging program. We have evaluated the probable consequences of this procedure and believe it is generally practical. However, the potential for differential settlements which would cause some structural stress cannot be I discounted. This can occur as the result of irregular loading gu g patterns within the building, a situation which is difficult to control or predict. Our detailed conclusions and recommendations are presented below. SITE GRADING AND FILL PLACEMENT II All fill placed on the site which is to establish floor or yard area i grades should be compacted to 95 percent of the maximum dry density as determined by AASHTO Compaction Test Procedure T-180. Fill in any other areas may be compacted to 90 percent of maximum density. We recommend -4- i DAMES 8 MOORE i that all fill placed at the site consist of clean, granular soil. If the fill is to be placed in wet weather, the percentage of fines (particles passing the No. 200 sieve) should not exceed 5 percent. In P dry weather, ' fill with less than 10 percent fines could be used. We recommend that if a soil with more than 5 percent fines is used as fill, a 4- to 6-inch crushed rock base be placed beneath the floor slabs and footings. All i fill should be placed in layers of approximately 8 to 10 inches in loose i thickness and rolled with appropriate compaction equipment. Soil containin roots or other organic material should be excluded from the fill. g .. j Prior to placing any new fill, the existing fill surface should be thoroughly proof rolled with a heavilyloaded aded truck or a large pneumatic- .. I tired roller. Any soft or loose spots which cannot be compacted should be excavated. The fill areas should be graded to prevent ponding of water. Since substantial settlement is anticipated, it may be desirable to adjust ij grading plans to allow for this movement. The gradients of any y gravity !� flow utility lines should also be established taking into consideration settlements in and around building areas. I� FOUNDATION SUPPORT We conclude that the proposed structures can be su pported,on I shallow footings founded within the fill that exists on the site. A design bearing pressure of 1,500 pounds P per square foot may be used to proportion footings for dead plus long-term live load conditions. This value may be increased by one-third when considering short-term live loading due to wind, seismic, snow, or other transient loadings. Grades i for exterior footings should be held as hi II gh as Possible in the existing fill, preferably with a confinement of no more than 18 inches and no less i than 12 inches. A minimum footing width of .18 inches should be used. Interior column i footings should be established as high gh in the dock-height fill as practical.P We recommend that the exposed bearing surface for all I� exterior footings be thoroughly compacted. This activity should be �{ observed by a soils engineer who would advise on whether or not any zones ,i require excavation and replacement. DAMES 8 MOORE Settlements of footings so designed are expected to be on the order Of 1 to 1-1/2 inches. These settlements relate only to the applied structural loads; the structural frame of the building will also be subjected to settlements due to the influence of fill placed to establish the dock-high floor grade and subsequently imposed floor loads. Footing I settlements are expected to occur rapidly after load application with approximately 50 percent occurring in l to 2 weeks' and 90 percent within 1 month. FILL SETTLEMENTS i We estimate that ultimate settlements which will be experienced under fill placed to establish the dock-high floor grade will be in the ! e of 8 rang to 11 inches. The I` greater amount of settlement is expected I; toward the easterly end of the site where a thicker stratum of compressible soil exists at depth. I We understand that your plans for placement of fill for the first building pad will permit a period of delay of some 2 to 3 week s between the time the filling is completed and work begins for building construction. We estimate that on the order of 50 to 60 percent of the ultimate settle- ments will occur during this period leaving a residual settlement on the order of 3 to 4 inches resulting from the continuing consolidation of the compressible strata under the influence of these fill loads. The rate at which these settlements will occur depends largely upon the extent and frequency of sand lenses within the compressible strata; thus, our time estimates must be considered approximate. We anticipate that settlements remaining due to the influence of fill loads only at the time the building i� is completed will be on the order of 2 inches. FLOOR SETTLEMENT I Additional settlement will be experienced as floor loads are imposed during building operation. The extent of these settlements is dependent upon the actual loading realized and the length of time these loads remain in place. Because of frequently changing floor-loading patterns, GAMES 8 MOORE the realization of ultimate settlements may not be experienced for a long period of time, if ever. Assuming an average floor loading over the entire building area of 500 Pounds P per square foot, we estimate that ultimate settlements due to the effects of these loads could be in the � range of 5 to 8 inches. Thus, ultimate settlement of the buildings after completion of construction due to the combined influence of fill and floor loads could be in the range of 7 to 10 inches. The pattern of loading within the building will be a major controllin factor with respect to differential settlement behavior. If localized g areas of the floor are loaded to high intensity and large areas are , differential settlements of 1 to 3 inches loaded to much lower inten sity, could be experienced over fairly short distances. If the loading pattern is fairly uniform throughout the building area, particularly along the perimeter walls, maximum differential settlements which could potentially be realized along the length of a precast wall panel, assuming 25-foot long panels, should not exceed 1 inch over the long term. This is !;i greater than is normally anticipated in design of a tilt-up structure; I therefore, consideration should be given to thes e movements in designing it the connections between panels. i INSPECTION AND MONITORING We recommend that all earthwork and foundation construction be observed by a member of our staff. Care in the placement and compaction Of fill is necessaryto develop P the required bearing capacity for support ca acit PPort of the footings and floor slab. We also recommend that settlement markers be placed on the present ground surface prior to placement. of fill. Data from these markers will j provide the basis for evaluating whether or not actual time rate and magnitudes of settlement are within the predicted ranges. The markers ;i must be read before any fill is placed. The average ground surface i elevation around each marker should be recorded with each marker reading. Readings should be taken twice weekly during the filling period and it through the delay period to start of construction. Readings should be -7- �, OAM�S 8 MOORE continued on a once-a-week basis thereafter for as long as markers can be maintained. Observation points should be established at locations on the perimeter wall and interior column points to provide continuity of � . elevation readings after the building is completed and in operation. The following plate and appendix complete this report: i Plate 1 Plot Plan Appendix Field Exploration and Laboratory Tests Respectfully submitted, DAMES MOORE i I; B y is J k R. Tuttle Partner JRT:mb I M ,(. 4368-031-05 > ��cT�z March 15, 1978 � � G of WASy � TONAL �r I, i l -8- DAMES 8 MOORE ' j PROPERTY LINE SW 41ST STREET 6 77 t I O z c� D fl r" m z � I o 4 3 < 77 z > I "' i 21 PROPOSED 5 PROPOSED 8 BUILDING N 3 PROPOSEDBUILDING N 2 BUILDING �' 1 SW 43RD STREET -- ---� KEY: PLOT PLAN N BORING LOCATION FEET g 100 0 100 200 300 400 500 REFERENCE: UNDATED SKETCH, ENTITLED "SITE PLAN" I BY JACK A. BENAROYA COMPANY. APPENDIX FIELD EXPLORATIONS AND LABORATORY TESTS FIELD EXPLORATIONS The field investigation .consisted of drilling eight test borings at the locations shown on Plate. 1, Plot Plan. The borings were drilled with truck-mounted, hollow-stem auger equipment on February 15 through 17, 1978. The operation was directed by a geotechnical engineer from our staff who classified the soils encountered in the borings, maintained a continuous log of each boring, and obtained disturbed and undisturbed soil samples for visual examination and laboratory testing. The logs of the borings are presented on Plates A-1 through A-5. The soils have been classified in accordance with the Unified Soils Classification System, which is described on Plate A-6. A description of the soil and ground water conditions is i Iincluded in the report text. j In each.! boring, soil samples were obtained at intervals of approximately y 5 feet using a Dames & Moore Type U Sampler as illustrated on Plate A-7. The sampler was driven with a weight of 300 pounds failing a distance of 30 inches. The number of blows required to drive the sampler 12 inches into the soil is shown above the sample notations on the boring logs. Observations of the ground water level were made while drilling. h However, these indicated water levels may or may not reflect the true ground water level. Our experience indicates that during wetter periods of the year, the ground water level may rise to near the natural ground surface or within 4 feet of the existing ground surface. �i LABORATORY TESTING i� Laboratory tests were performed on representative samples of soils Ii encountered in the borings to evaluate their pertinent physical character- istics. The laboratory program included sample inspection and soil classification, strength tests, consolidation tests, and moisture-density determinations. A-1 GAMES 8 MOORE The shear strengths of the soils were evaluated by means of triaxial compression tests and direct shear tests. The triaxial tests were performed under unconsolidated, undrained conditions at a relatively rapid f rate of axial deflection. The tests were recycled to zero load after reaching � the approximate yield point and then carried to failure. The direct shear tests were performed under drained conditions at a rate of shear deflection of 0.05 inches per minute. The results .of the triaxial compression tests are presented on Plate A-8, and the results of the direct shear tests on Plate A-10. The test procedures for these tests are described on Plates A-9 and A-11. ! Consolidation tests were performed on three samples to provide data IIfor estimating settlements. The consolidation test results are presented I in graphic form on Plates A-12 and A-13. The test procedure is described I� on Plate A-14. it Moisture and density test results are shown on the Log of Borings,' Plates A-1 through A-5. Vane shear strength tests were conducted on representative samples of the soft, silty soils. The results of these tests are presented on Plate A-15. 'j I� jl I II A-2 IMAMES 43 MOORE a ' BORING 0 SM BROWN SILTY SAND WITH SOME ORGANICS 55 NEAR GROUND SURFACE (FILL) OL BROWN ORGANIC SILT WITH OCCASIONAL 2 5 I ROOTS (MEDIUM SOFT) 60 ■ ML GRAY BROWN FINE VERY SANDY SILT 3 (LOOSE TO MEDIUM DENSE) ■ 2 10 OCCASIONAL LAYERS OF FINE SAND 65 ■ GROUND WATER LEVEL WHILE DRILLING 2-16-78 33.1%-79 5 ■ 2 15 53.9%-69 ■ 70 Sp DARK GRAY FINE SAND WITH SOME SILT 10 35.3%-115 - SM (MEDIUM DENSE) 3 20 ■ DARK GRAY FINE SAND (DENSE) 75 25.7%-95 39 ■25 51.0%-72 BO z 25 Z 30. ❑ c � as 0 31.7%-91 38 1 ■ OCCASIONAL LAYERS OF SILTY SAND ■ 35 _ 90 SM GRAY SILTY FINE SAND INTERLAYERED ML 6 WITH GRAY SANDY SILT (MEDIUM DENSE) SM GRAY FINE SILTY SAND INTERLAYERED WITH SANDY SILT (LOOSE TO MEDIUM 40 22.3%-101 ■ DENSE) 95 MIL DARK GRAY SANDY SILT INTERLAYERED I WITH DARK GRAY SILTY SAND(LOOSE) ■ 13 45 100 ML GRAY CLAYEY SILT WITH OCCASIONAL SP GRAY FINE TO MEDIUM SAND (DENSE) 2 SILTY SAND LENSES(SOFT) 47.3%-71 25 50 ❑. 105 59.0%-65 ■ 49 -- ` 55 26.396-98 ■ I10 BORING COMPLETED 2-17-78 KEY: MOISTURE f-BLOWS REQUIRED TO DRIVE SAMPLER ONE FOOT CONTENT, 3 WEIGHT- 300 LBS., STROKE- 30 INCHES. DRY ■INDICATES DEPTH AT WHICH UNDISTURBED DENSITY SAMPLE WAS EXTRACTED.IN PCF ® INDICATES DEPTH AT WHICH DISTURBED SAMPLE WAS EXTRACTED. ❑INDICATES DEPTH OF SAMPLING ATTEMPT WITH NO RECOVERY. NOTE: THE DISCUSSION IN THE TEXT OF THIS REPORT IS NECESSARY FOR A PROPER UNDERSTANDING OF THE NATURE OF THE SUBSURFACE MATLRIALS. J LOG OF BORINGS nAM■S 8 /NOORE BORING 2 0 SM BROWN SILTY SAND WITH GRAVEL AND 50 OCCASIONAL COBBLES (MEDIUM DENSE) (FILL)29.4%-96 ■ 7 5 I I OL GRAY SILT AND ORGANIC SILT WITH ROOTS ■ (MEDIUM DENSE) 55 M MOTTLED BROWN AND GRAY FINE SANDY I ML GRAY FINE SANDY SILT WITH OCCASIONAL 7 896 121 7 SM SILT INTERLAYERED WITH FINE SILTY SAND g ORGANICS (SOFT) 10 ■ (MEDIUM DENSE) WATER LEVEL WHILE DRILLING 2-17-78 ■ 60 OH GRAY BROWN SILT WITH ORGANICS AND 3 \\ LAYERS OF BROWN PEAT (SOFT) 66.8%-59 ■ 3 15 48.7%-72 ■ 65 SM GRAY SILTY FINE SAND WITH LAYERS OF 12 FINE SANDY SILT AND SILT(MEDIUM 33.9%-112 a DENSE TO LOOSE) 2 20 ■ 7D ..3 Z ■ LL 5 25 Z ■ OCCASIONAL THIN LENSES OF FINE Sp GRAY FINE SAND WITH TRACES OF SILT 75 SAND I AND LAYERS OF FINE SANDY SILT I 11 (MEDIUM DENSE) o 32.6%-89 ■ g SM GRAY SILTY FINE SAND WITH LAYERS 30 _ BO ■ OF FINE SANDY SILT(MEDIUM DENSE) SM GRAY SILTY FINE SAND INTERLAYED WITH 9 FINE SAND AND SILTY FINE SAND ■ (MEDIUM DENSE) 13 35 ■ 85 8 SP GRAY FINE SAND WITH LAYERS OF SILTY 40 •9%-" ■ 11 $� FINE SAND (MEDIUM DENSE) ■ 90 72 ■ 10 45 30.6%-89 ■ 95 13 30.7%-88 50 9 ■ 100 BORING COMPLETED 2-17-78 LOG OF BORINGS RD^moms 8 swoonn BORING 3 BORING 4 SM BROWN SILTY FINE SAND WITH GRAVEL AND ORGANIC MATERIAL (MEDIUM DENSE) SM BROWN SILTY FINE SAND WITH GRAVEL 5 43.696-77 (FILL) 5 (FILL) ■ ■ 5 ML- GRAY CLAYEY ORGANIC Slli(SOFT) 27.8%-106 OL GROUND WATER LEVEL WHILE DRILLING 5 ML BROWN SILT WITH ORGANICS(SOFT) 1 2-20-78 OL 125.0%-38 ■ 10 50.1%-70 ■ t SP DARK GRAY FINE SAND WITH TRACES OF 10 SILT(MEDIUM DENSE) 28 ■ - 7 15 -- ■ SM GRAY SILTY FINE SAND WITH SANDY 15 ML SILT LAYERS AND SOME ORGANIC MATERIAL(MEDIUM DENSE) 34 18.0%-102 ■ 11 20 29.3%-92 ■ 48 ■ GRADING TO MEDIUM SAND t 29 25 ■ Z 25 7 ■ ML GRAY CLAYEY SILT WITH ORGANIC 43.4%-77 ■ _ Sp GRAY FINE SAND WITH LAYERS OF SILTY 30 MATERIAL(SOFT) 30 SM SAND (MEDIUM DENSE) 16 -- ■ LAYERS OF FINE SAND 16 35- 32.5%-94 ■ 35 Z 1 _ 26 ■ _ C: 40 40 - 9 26 ❑ ■ 45 45 3 46.6%-71 ■ 7 50 ■ 50 BORING COMPLETED 2-20-78 3 GROUND WATER LEVEL NOT OBSERVED ■ 5 2 ■ 60 4 ■ 65 2 55.4%-76 ■ 70 5 ■ 75 BORING COMPLETED 2-20-78 LOG OF BORINGS OAM68 8 MOOR■ BORING 5 BORING 6 0 SM BROWN SILTY FINE SAND WITH GRAVEL 0 (FILL) SM BROWN SILTY SAND WITH GRAVEL (FILL) 41.7%-73 6 3 ■ ML GRAY CLAYEY SILT WITH ORGANIC MATERIAL 51.1%-73 ■ ML GRAY CLAYEY SILT WITH ORGANIC 5 _ AND LAYERS OF SILTY FINE SAND (MEDIUM MATERIAL (SOFT) SOFT) 5 7 GROUND WATER LEVEL WHILE DRILLING ■ 1 13 SM GRAY SILTY FINE SAND WITH SILT LAYERS 10 SM GRAY SILTY SANG (MEDIUM DENSE) 10 ■ (MEDIUM DENSE) 12 SP DARK GRAY FINE SAND WITH LAYERS OF ■ = GRAY SILTY SAND (MEDIUM DENSE) 89.2%-45 j ML GRAY CLAYEY SILT WITH LAYERS OF IS BROWN ORGANICS AND SAND (SOFT) 15 16 SM GRAY SILTY FINE SAND WITH LAYERS OF ■ 11 SANDY SILT (LOOSE) 20 20 W 7 2 ■ ? 25 Z ■ 25 16� � 30.9%-92 ■ 43 25.8%-99 ■ 30 SP DARK-GRAY FINE SAND (MEDIUM DENSE) 32.9%-104 7 ■ 8 — 35 - ■ — SILTY SAND LAYER 35 I ML GRAY CLAYEY SILT WITH TRACES OF SHELLS ■ (SOFT) 40 ML GRAY CLAYEY SILT WITH TRACES OF 40— FINE SAND (SOFT) 23 ■ SM GRAY SILTY SAND WITH SILTIER LAYERS 38.0%-82 ■ 45 (MEDIUM DENSE) 45 3 ML GRAY CLAYEY SILT WITH LAYERS OF FINE 43.0%-78 ■ SAND (SOFT) 18 GRAY SILTY FINE SAND LAYER 50 BORING COMPLETED 2-21-78 50 BORING COMPLETED 2-21-78 GROUND WATER LEVEL NOT OBSERVED LOG OF BORINGS zAM68 8 moolaE BORING 7 BORING 8 o SM BROWN AND GRAY SILTY SAND WITH 0 - GRAVEL (FILL) - [-.Eii�- SP BROWN SILTY FINE SAND WITH GRAVEL 4 (FILL) 53.4%-65 ■ ML GRAY BROWN CLAYEY SILT WITH ORGANIC 5 5 MATERIAL (SOFT) ■ (OL)BROWN ORGANIC SILT(MEDIUM SOFT) 5 GRAY SILTY SAND WITH LAYERS OF BROWN ORGANIC SILT(LOOSE) 1 ■ 41.M-70 2 . 10 ■ y. SP DARK GRAY FINE TO MEDIUM SAND TRACES OF 10 SILT AND SILTY,SAND LAYERS (MEDIUM 16 _ DENSE) - - ■ - 16 GRAY FINE SAND WITH SOME SILTY SANO IS 1S ■ LAYERS (MEDIUM DENSE) 28 ® 13 — 20 W ■ LL 20 Z Z 19 23 25 o 25 40 23.8%-101 ■ 39 30 29.9%-125 ■ 30 - 32 ■ 11 35 ■ 35 2 ■ SILT LAYER 1 ML GRAY CLAYEY SILT WITH A TRACE OF 40 40 ■ SHELLS(VERY SOFT) 47.7%-76 a ML GRAY CLAYEY SILT WITH SILTY SAND LAYERS 52.2%-70 1 45 (SOFT) ■ 45 2 ■ 2 50- ■ BORING COMPLETED 2-21-78 50 GROUND WATER LEVEL NOT OBSERVED BORING COMPLETED 2-21-78 GROUND WATER LEVEL NOT OBSERVED OAMBBE6 0 VA00nN ------------ MA✓OR DIVISIONS GRAPH LETTER SYMBOL SYMBOL TYPICAL D£SCR/PT/ONS s i 0. b4r WELL-GRADCO GRAVELS, GRAVEL- GRAVEL CLEAN GRAVELS` �VI��"�i GW SAND MUT J.". LITTLE OR AND (LITTLE OR No l�. � MO FINES GRAVELLY FINEST COARSE SOILSi3iiilij� POORLY-GRADED GRAVELS, GRAVEL- + ""'+ GP SAND MIXTURES. LITTLE OR GRAINED NO FINES SOILS MORE THAN SO% - -SILTY GRAVELS, GRAVEL SAND. OF COARSE FR AC- GRAVELS WITH FINES G'•' SILT MIXTURES TION RETAINED APPRECIABLE AMOUNT ON NO. 4 SIEVE Of FINEST G w CLAYEY GRAVELS, GRAVEL-SAND- CLAY MIXTURES SAND WELL-GRADED SANDS, GRAVELLY CLEAN SAND SW SANDS, LITTLE OR NO FINES AND (LITTLE OR NO SANDY FINES MORE THAN SO•e -SOILS - Jr C IT POORLY-GRADED SANDS, GRAVELLY Of MATERIAL IS SANDS, LITTLE OR NO FINES .........................::: LARGER THAN NO. ............................ _ 200 SIEVE SIZE MORE THAN 50% SANDS WITH FINES SM SILTY SANDS, SANG-SILT MIXTURES OF COARSE FRAC- (APPRECIABLE AMOUNT TION PASSING OF FINES) NQ R SIEVE SC CLAYEY SAMOS, SAND-CLAY MIXTURES 'INORGANIC SILTS AND VERY FINE' ML SANDS, ROCK 'LOUR, SILTY OR CLAYEY 'IRE SANDS OR CLAYEY FINE SILTS SILTS WITH SLIGHT PLASTICITY GRAINED AND LIQUID LIMIT INORGANIC CLAYS O' LOW TO MEDIUM Lm THAN BO PLASTICITY, GR AVELLT CLAYS, SOILS CLAYS C'�' SAN�D'S CLAYS, SILTY CLAYS,LEAN I I I I I I OL ORGANIC SILTS AND ORGANIC I I 1 1 1 1 1 1 1 SILTY CLAYS 0' LOW PLASTICITY I 1 1 1 1 1 INORGANIC SILTS, MICACEOUS OR MH _ /1ATOYACEOUS FINE SAND OR SILTY SOILS MORE THAN So % SILTS OF MATERIAL 15 LIQUID LIMIT - AND CH CLAYS OF HIGH SMALLER THAN NO. CREATE THAN SO 200 SIEVE fQ[ CLAYS - PLASTICITY, FAT CLAYS On ORGANIC CLAYS SOP MEDIUM TO NON r rrr r rrr rrrr 1LASTICTY, ORGANIC SILTS rrrrr//r r r HIGHLY ORGANIC SOILS PEAT, NUYUS, SWAY/ SOILS FIT WITH NIGH ORGANIC CONTENTS NOTE DUAL SYMBOL$ ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS, SOMA CLASSIFICATION CHART UNIFIED SOIL CLASSIFICATION SYSTEM oAMmB 8 MOORE >- SOIL SAMPLER , TYPE U DRrvINC OR PUSHING MECHANISM FOR SOILS DIFFICULT TO RETAIN IN SAMPLER I• j; COUPLING WATER OUTLETS - i NOTCHESFOR ENGAGING t FISHING TOOL CHECK VALVES i - I NEOPRENE GASKET - - f , HEAD i i VALVE CAGE NOTES L. 'HEAD EXTENSION'CAN .t BE INTRODUCED BETWEEN f. 'HEAD'AND'SPLIT BARREL' _ ALTERNATE ATTACHMENTS SPLIT BARREL ; • (TO FACILITATE REMOVAL ,� I OF CORE SAMPLE) CORE-RETAINER RINGS (2.1l2'O.D.BY 1'LONG) 'c . Y I ' a.: r f _ SPLIT BARR II r a LOCKING .CORE-RETAINING RING DEVICE BIT SPLIT - .CORE-RETAINING FERRULE DEVICE RETAINER RING RETAINER PLATES QNTERCHANGEABLE WITH OTHER TYPES) THIN-WALLED SAMPLING TUBE i (INTERCHANGEABLE i •i ' LENGTHS) 1. ,I OAM136 8 BVB40OB2E pT-21TL+ r_'7 BY DATE 5 TEST BORING DEPTH SOIL TYPE 1 5 28 FINE SILTY SAND 2 1 23.5 FINE SAND 3 2 38.5 LAYERED FINE SANDY SILT AND SILTY SAND N 4 4 4 18.0 LAYERED SANDY SILT AND SILTY SAND Ln ]C W 2 v) 2 3 Ln 4 Z w Q W N Y 2 10 w a . O i O 1 2 3 4 5 6 7 g p NORMAL STRESS (KIPS/FT2) TRIAXIAL TEST RESULTS UNCONSOLIDATED UNDRAINED i METHODS OF PERFORMING UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS THE SHEARING STRENGTHS OF SOILS ARE DETERMINED FROM THE. RESULTS OF UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS. IN TRIAXIAL COMPRES- SION TESTS THE TEST METHOD AND THE"MAGNITUDE OF THE CONFINING PRESSURE ARE CHOSEN TO SIMULATE ANTICIPATED FIELD CONDITIONS. UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS ARE PERFORMED ON UNDISTURBED OR REMOLDED SAMPLES OF SOIL APPROXIMATELY SIX INCHES IN LENGTH AND TWO AND ONE-HALF INCHES IN DIAMETER. THE TESTS ARE RUN EITHER STRAIN-CONTROLLED OR STRESS- CONTROLLED. IN A STRAIN-CONTROLLED TEST THE SAMPLE IS SUBJECTED TO.A CONSTANT-RATE OF.DEFLEC- TION AND THE RESULTING STRESSES ARE RECORDED. IN A STRESS-CONTROLLED TEST THE SAMPLE IS SUBJECTED TO EQUAL INCREMENTS OF LOAD WITH EACH INCREMENT " BEING MAINTAINED UNTIL AN EQUILIBRIUM CONDITION WITH RESPECT TO STRAIN IS ACHIEVED. YIELD, PEAK, ES ULT FROM THE STRESIMATE STRESSES ARE DETERMINED TRIAXIAL COMPRESSION TEST UNIT S�STRAIN PLOT FOR EACH SAMPLE AND THE PRINCIPAL STRESSES ARE EVALUATED. THE PRINCIPAL STRESSES ARE PLOTTED ON A.MOHR'S CIRCLE DIAGRAM TO DETERMINE THE SHEARING STRENGTH OF THE SOIL TYPE BEING TESTED." UNCONFINED COMPRESSION TESTS CAN BE PERFORMED ONLY ON SAMPLES WITH SUFFICIENT COHE- SION SO THAT THE SOIL WILL STAND AS AN UNSUPPORTED CYLINDER. THESE TESTS MAY BE RUN AT NATURAL 1.MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SOILS. IN A TRIAXIAL COMPRESSION TEST THE SAMPLE IS ENCASED IN A RUBBER MEMBRANE, PLACED IN A TEST CHAMBER, AND SUBJECTED TO A CONFINING PRESSURE THROUGHOUT THE DURATION OF THE TEST. NORMALLY, THIS CONFINING.PRESSURE IS MAINTAINED AT A CONSTANT LEVEL, ALTHOUGH FOR SPECIAL TESTS IT MAY BE VARIED IN RELATION TO THE MEASURED STRESSES. TRIAXIAL COMPRES- SION TESTS MAY BE RUN ON SOILS AT FIELD MOISTURE CONTENT OR ON ARTIFICIALLY SATURATED SAMPLES. THE TESTS ARE PERFORMED IN ONE OF THE FOLLOWING WAYS: UNCONSOLIDATID-UNDRAINED: THE CONFINING PRESSURE IS IMPOSED ON THE SAMPLE AT THE START OF THE TEST. NO DRAINAGE IS PERMITTED AND THE-STRESSES WHICH ARE MEASURED REPRESENT THE SUM OF THE INTERGRANULAR STRESSES AND PORE WATER PRESSURES. CONSOLIDATED-UNDRAINED: THE SAMPLE IS ALLOWED TO CONSOLIDATE FULLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE START OF THE TEST. THE VOLUME CHANGE IS DETERMINED BY MEASURING THE WATER AND/OR AIR EXPELLED DURING I CONSOLIDATION. NO DRAINAGE IS PERMITTED DURING THE TEST AND THE STRESSES WHICH ARE MEASURED ARE THE SAME AS FOR THE UN CONSOLIDATE D-UNDRAIN ED TEST. DRAINED: THE INTERGRANULAR STRESSES IN A SAMPLE MAY BE MEASURED BY PER- FORMING A DRAINED, OR SLOW, TEST. IN THIS TEST THE SAMPLE IS FULLY SATURATED AND CONSOLIDATED PRIOR TO THE START OF THE TEST. DURING THE TEST, DRAINAGE LS PERMITTED AND THE TEST IS PERFORMED AT A SLOW ENOUGH RATE TO PREVENT THE BUILDUP OF PORE WATER PRESSURES. THE RESULTING STRESSES WHICH ARE MEAS- URED REPRESENT ONLY THE INTERGRANULAR STRESSES. THESE TESTS ARE USUALLY PERFORMED ON SAMPLES OF GENERALLY NON-COHESIVE SOILS, ALTHOUGH THE TEST PROCEDURE IS APPLICABLE TO COHESIVE SOILS IF A SUFFICIENTLY SLOW TEST RATE IS USED. AN ALTERNATE MEANS OF OBTAINING THE DATA RESULTING FROM THE DRAINED TEST IS TO PER- FORM AN UND'RAINED TEST IN WHICH SPECIAL EQUIPMENT IS USED TO MEASURE PRESSURES. THE DIFFERENCES BETWEEN THE TOTAL STRESSES AND THE PORE WATER PRESSURES MEASURED ARE THE INTERGRANULAR STRESSES. GAMES 8 MOORE w t- a a . i i ra 4 TEST BORING DEPTH (FT) 1 5 33 2 1 10.5 N 3 2 18.5 3 4 4 33 Y 5 8 28 v N N W (.n O )0= 340 C� 2 0 Lu 3 0 1 2O FINE SANDY SILT 1O AND SILTY FINE SAND 0 0 1 2 3 4 5 NORMAL STRESS (KIPS/FT.2) a Y DIRECT SHEAR TEST RESULTS oAMes g MOORE METHOD OF PERFORMING DIRECT SHEAR AND FRICTION TESTS. DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS. '� ARE PERFORMED TO DETERMINE THE FRICTIONAL RE- SISTANCES BETWEEN SOILS AND VARIOUS OTHER MATE- RIALS SUCH AS WOOD, STEEL, OR CONCRETE.THE TESTS ARE PERFORMED IN THE LABORATORY TO SIMULATE - ANTICIPATED FIELD CONDITIONS. 4 .l EACH SAMPLE IS TESTED.WITHIN THREE BRASS .RINGS, TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDISTURBED SAMPLES OF IN-PLACE SOILS DIRECT SHEAR APPARATUS WITH ELECTRONIC RECORDER ARE TESTED IN RINGS TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON- STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. DIRECT SHEAR TESTS A THREE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES- SURE, APPROPRIATE TO:THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER- FORMED, IS APPLIED NORMAL TO THE ENDS OF.THE SAMPLE THROUGH POROUS STONES. A SHEARING FAILURE OF THE SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A DIRECTION PERPENDICULAR TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THE OUTER RINGS IS PREVENTED. THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE- FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIAL AND TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOIL IS DETERMINED FROM THE.RESULTING LOAD-DEFLECTION CURVES. FRICTION.TESTS IN ORDER TO DETERMINE THE FRICTIONAL RESISTANCE BETWEEN SOIL AND THE SURFACES OF VARIOUS MATERIALS, THE CENTER RING OF SOIL IN THE DIRECT SHEAR TEST IS REPLACED BY A DISK OF THE MATERIAL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME MANNER AS THE DIRECT SHE TEST BY FORCING THE DISK OF MATERIAL FROM THE SOIL SURFACES. i GAMES 8 MOORE LOAD IN LBWS../SQ. FT °° e(p dPoo ► �� Lie �dPwo��� �� 02 04 .06 \ BORING 2(Nv 13.5 .08 I U Z.10 W \ 0.12 ' Z < Z Z.14 _O H a o . J.16 O ri) BORING I(q)43 Z O 0 .18 .20 .22 i i .24 .26 BORING DEPTH SOIL TYPE MOISTURE CONTENT DRY DENSITY IN BEFORE AFTER LBS./CU.FT. 1. 48 SANDY SILT 47.3 36.5 71 2 13.5 SILT 66.8 57.9 59 CONSOLIDATION TEST DATA n^,1MB8 8 MOORe LOAD IN T. LBS./SQ. F p .00 `r 4e 411" Appt 0dlp ap tp Q .02 .04 .06 .08 = \EORING U 9.10 fi w 0.12 Z " Z.14 _O ~ BORING 2 n 63.5 Q 2 —.16 J O Z O 0.18 .20 .22 .24 .26 BORING DEPTH SOIL TYPE MOISTURE CONTENT DRY DENSITY IN BEFORE AFTER LBS./CU.FT. 2 6,3•5 FINE SANDY SILT 48.7 40.4 72 4 8 SILT 50.1 42.5 70 CONSOLIDATION TEST DATA �AM88 8 MOORE METHOD OF PERFORMING CONSOLIDATION TESTS CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUBJECTED TO INCREASED LOADS. TIME-CONSOLIDATION AND PRESSURE-CONSOLIDATION CURVES MAY BE PLO ' TED' FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES PERMIT ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE .TESTED SOILS UNDER APPLIED LOADS. EACH SAMPLE IS TESTED WITHIN BRASS RINGS TWO AND ONE- r_4t HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS- TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. ��✓'' IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALLY BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE DEAD LOAD-PNEUMATIC CONSOLIDOMETER ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALLOW ,DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH LOAD INCREMENT IS APPLIED. EACH LOAD IS ORDINARILY TWICE THE PRECEDING LOAD. THE IN- CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING CONDITIONS FOR WHICH THE TEST IS BEING PERFORMED. EACH LOAD INCREMENT IS ALLOWED TO ACT OVER AN INTERVAL OF TIME DEPENDENT ON-THE TYPE AND EXTENT OF THE SOIL IN THE FIELD. GAMES C MOOta� RESULTS OF TORVANE SHEAR STRENGTH TESTS Depth Undrained Shear Strength W Boring Sample (feet) . (tons per square foot) p 1 9 48 0.28 ► 2 12 58.5 0.20 13 63.5.. 0.18 14 69 0.20 m 3 8 38 0.28 10 45 0.07 12 58 0.27 14 68 0.29 5 10 48 0.28 t 6 1 3 0.42 3_ 13 0.40 9 43 0.20 p 7 1 3 0.68 9 43 0.20 8 9 43 0.22 W _J W m n W IC V , W oAMEg 8 MOORs