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Home My WebLink AboutSWP272171(34) d t . REPORT ON PHASE I GEOTECHNICAL INVESTIGATION PROPOSED NEWSPAPER PRINTING FACILITY BURLINGTON NORTHERN INDUSTRIAL PARK - RENTON II RENTON, WASHINGTON For THE SEATTLE TIMES JOB NO. 05528-005-016 Monday, February 11,1991 DAMES & MOORE T DAMES & MOORE 500 MARKET PLACE TOWER,2025 FIRST AVENUE,SEATTLE, WASHINGTON 98121 (206)728-0744 February 11, 1991 The Seattle Times Fairview Avenue & John Street P.O. Box 70 Seattle, Washington 98111 Attention: Mr. Douglas L. Ranes Project 2010 Manager - Construction Report on Phase I Geotechnical Investigation Proposed Newspaper Printing Facility Burlington Northern Industrial Park - Renton II Renton. Washington Dear Mr. Ranes: We are pleased to present two copies of our report on the above work. The investigation was undertaken in accordance with our proposal of November 27, 1990. The information in this report was presented verbally, and in a draft letter report, at our meeting on December 6, 1990. The recommendations have not changed. We trust that this report is sufficient for your present purposes, and look forward to continuing our involvement on Phase II of this project. Yours very truly, DAMES & MOORE Harb s L. Chabra, P.E. Associate/Principal Engineer r , REPORT on PHASE I GEOTECHNICAL INVESTIGATION PROPOSED NEWSPAPER PRINTING FACILITY BURLINGTON NORTHERN INDUSTRIAL PARK - RENTON II RENTON, WASHINGTON for THE SEATTLE TIMES 1.0 INTRODUCTION The Seattle Times propose to build a newspaper printing facility in Renton, Washington. The facility will have a similar function to that of the Seattle Times North Creek facility in Bothell, Washington. The currently proposed site is within the Burlington Northern Industrial Park - Renton II. The site is bounded by Longacres Parkway on the west, S.W. 34th Street on the south, and Lind Avenue SW on the east. The site is divided by the Springbrook Creek Greenbelt, running north-south. For the purposes of this report, we refer to the areas, either side of the greenbelt, as the West Site and the East Site. The proposed Seattle Times facility will include a press room with extremely settlement- sensitive paper press machinery, a paper roll storage warehouse with heavy floor loading, and a mail room on the west site. A four story office building is planned on the east site. Column loads vary from 130 kips in the Vehicle Maintenance Facility,to 700 kips in the Press Building. Floor loads vary from 150 psf in the Support Shops, to 1,000 psf in the Newsprint Storage Building. The maximum pressure under the Press Mat, including seismic pressure, is 2,000 psf. The presses have a very restrictive differential criterion, and total settlement should not exceed 3/16 inch. 2.0 SCOPE The scope of services is in accordance with our proposal dated November 27, 1990. Specifically, our scope includes: 1. Review previous Dames & Moore investigations in the vicinity, including the results of laboratory testing and the records of preloading experience. B-005-(-1-016\sea-0730.mwp D:vytt.< & 2. Investigate soil and ground-water conditions on the site by advancing 4 borings and 4 cone penetrometer probes. The boring and probes will be located so as to provide preliminary information on the distribution of soil conditions on both parcels of land. Two borings will be drilled to approximately 120 feet, and two to 80 feet, using drilling mud to prevent heaving of loose sandy soils during sampling. This heaving phenomenon frequently occurs where the water table is shallow, and can be the source of erroneous sampler penetration resistance values. If soils suitable for pile support are not encountered within the proposed depths, the deeper borings may be drilled even deeper. The cone penetrometer probes will be advanced to a depth of about 100 feet. Probe depths may be increased if necessary,depending on conditions encountered during the field exploration program. A track-mounted drill rig or a truck rig with assistance from a dozer may be required due to soft and irregular ground surface conditions at the site. 3. Install a piezometer in two of the borings to provide long term water level readings needed for foundation design and construction procedures. 4. Conduct a limited laboratory testing program to classify the important soil strata and to obtain preliminary information on soil consolidation characteristics. The program will include particle size tests to assist with the estimation of liquefaction potential. Consolidation tests will be conducted to provide preliminary estimates of foundation settlements. 5. Evaluate foundation support alternatives and potential geotechnical related concerns pertinent to establishing the feasibility of the project. This work will include an evaluation of the optimum locations for structures within the proposed site and the likely requirements for excavation support, dewatering and related construction measures. 6. Prepare a report summarizing our investigation, conclusions and recommendations regarding the feasibility of the project and the specific alternatives available for foundation support and construction. The report will include approximate estimates of bearing capacities for shallow foundations, types and capacities of piles, settlement of foundations, the need for preloading and the potential for liquefaction. B-005-(-1-016\sea-0730.mwp 2 3.0 SITE CONDITIONS Summary of Subsurface Conditions The site is essentially flat,at approximately Elevation 16, as shown on the recent Bush, Roed, and Hitchings, Inc.surveys. The site has been filled with silty sand or silty sand and gravel, and is generally grass-covered. The fill thickness is variable but appears to be about 7 to 10 feet. The fill is underlain over a portion of the site by a peat and organic silt layer. The following section describes this layer. Where this layer is absent, there is a layer of loose sand or soft silt of similar thickness. The loose/soft deposits are underlain by a sand layer, thicker on the West Site. The sand layer varies in compactness from loose to dense. The sand is underlain by 10 to about 25 feet of softer silts and very fine sands. This layer is in turn underlain, at a depth of about 40 to 70 feet, by generally dense sands, though there are looser layers in the upper part of the dense sand. The borings and soundings were terminated in this stratum. The locations of the borings and soundings are shown on Plate 1. The logs and the results of our laboratory testing are presented in the Appendix. Presence of Peat Lavers A portion of both East and West sites is underlain by a peat layer, 2 to 3 feet thick. The peat is generally directly underlain by a 2 to 3 foot thick layer of organic silt or silt with peat layers. Even after preloading, which is discussed below, there will be continuing secondary settlement from these layers. Removal of the peat and organic silt would require excavation below the ground-water table, and temporary removal of the 8 to 10 feet of fill already placed on the site. We do not consider that this will be a cost effective option. Ground-Water Table The ground-water table was encountered,during drilling,at about 7 feet below existing grade (Elevation 9). There will be seasonal fluctuation, and the ground-water table could be a foot or so higher at other times of the year. 4.0 LIQUEFACTION As part of our analyses, we carried out a liquefaction assessment (simplified Seed method) using data from the two borings, put down at the site, that were sampled with the SPT sampler. This procedure has been explained in our previous two reports. The assessment was based on two levels of earthquake; the higher with a probability of exceedance of 10% in 50 years, having a design peak horizontal ground acceleration of 0.3 g and earthquake magnitude of 7.5, and the lower with a probability of exceedance of 50% in 50 years, having a design peak horizontal ground acceleration of 0.15 g and earthquake magnitude of 6.5. B-005-[-1-016\sea-0T30.m+p 3 D,\NtF'� & L400 m 1 , The results, plotted for Borings B-1-90 and B-2-90, are presented in Plates 2 and 3, respectively. The required equivalent sand(N 1)60's are presented for factors of safety of 1.0 and 1.3. Materials such as organics that have low blow counts but that are inherently non-liquefiable, are noted on the liquefaction analysis plots as "nl." Under the lower level earthquake, a limited thickness is considered liquefiable, between about 40 and 50 foot depth. Under the higher level earthquake, the zones of liquefaction become more extensive. 5.0 RECOMMENDATIONS 5.1 WEST SITE Press Foundations Because of the very small settlement tolerances for the proposed presses, we recommend that the presses be pile supported. Long auger-cast piles would likely be suitable for support of the presses. The piles would be augered into the dense sand that underlies the site. The depth to dense sand varies across the site. In the borings and soundings put down during the recent fieldwork, the depth varied from about 40 to 70 feet. Thus pile length will likely be in the 55 to 80 foot range. Allowable pile capacity would be about 50 tons, though this may have to be reduced by 20 percent to accommodate the small settlement tolerances. There is currently a stipulation in the Uniform Building Code(UBC)that has been interpreted as limiting the length of auger-cast piles to 30 times the pile diameter. This stipulation will be reworded in the 1991 UBC, which may allow use of longer auger-cast piles. The interpretation of the new wording in the UBC by Renton authorities should be verified before proceeding with design of long auger-cast piles. An alternative to the auger-cast pile would be a 14 inch diameter driven steel pipe pile, deriving support from the dense sands which underlie the site. The pipe pile would be filled with concrete after driving. Allowable pile capacity would be up to about 80 tons, though this may have to be reduced to about 60 tons, to accommodate the small settlement tolerances. Pile lengths would likely be in the range 55 to 75 feet. Settlement due to surcharge loading of the site should be complete before the piles are installed, otherwise negative skin friction due to down-drag loads on the piles from soil settling around the piles will reduce the available pile capacity. Settlement monitoring should be carried out during surcharge loading. 8-005-[-]-016\sea-0730.m+p 4 �1c�c�xt- C Press Buildings Foundations The Press Building itself will be less settlement sensitive than the presses. The West Site is underlain surficially by 5 to 10 feet of soft silts and loose sands. Part of the site is surficially underlain by a peat and organic silt layer, 5 to 6 feet in thickness. From a bearing capacity and setdement point of view we do not recommend the use of spread footings for column loads. Auger-cast friction piles will be a feasible alternative. We envision using 40 to 50 foot long, 18 inch diameter auger-cast piles, with an allowable capacity of about 50 tons. Comments on negative skin friction in the Press Foundations section above, are pertinent to these piles. Press Building Floor Slab It is likely that part of the Press Building will be underlain by the peat and organic silt layers. In areas with higher floor loads, greater than about 400 psf, we recommend surcharge loading with about 10 feet of fill for a period of 3 to 6 months, to precipitate settlement in these layers. This can be in the form of a "rolling surcharge" where areas of the site are loaded sequentially with the same fill; the surcharging process taking longer, but using less fill material. Even with surcharge loading there will be some small post-construction settlements due to secondary compression, and decay of the peat. The floor slab, constructed as a slab-on-grade, will likely tolerate these small settlements, if structurally separated from the press and building foundations. However, settlement sensitive equipment should not be supported on the floor slab, but should be provided with foundations in keeping with settlement tolerances. 5.2 EAST SITE Office Building Foundations The planned Office Tower is understood to have four floors. This part of the site is underlain by a peat and organic silt layer, 5 to 6 feet in thickness. We do not recommend the use of spread footings for column loads. We consider that auger-cast friction piles will be a feasible alternative. We envision using 50 foot long, 18 inch diameter auger-cast piles, with an allowable capacity of about 50 tons. Comments on negative skin friction in the Press Foundations section above, are pertinent to these piles. Office Building Floor Slab If constructed on the East Site, the Office Building will be underlain by the peat and organic silt layers. A slab-on-grade may be used for the ground floor slab. Surcharge loading for the Office Building slab may not be required, if the floor loadings are light and the floor can tolerate some small continuing settlement. Otherwise the same treatment as recommended for the Press Building floor slab area should be carried out at the Office Building. B-005-(-1-016\sea-0730.mup 5 ti 6.0 CLOSURE The above reported work is Phase I of a proposed two phase geotechnical investigation. The recommendations should be considered preliminary. They will be confirmed during Phase II of the investigation, which will include further borings and soundings, and detailed geotechnical analysis. We trust that this report provides the required information for this stage of the project. Should you require clarification of any point, or additional information, please do not hesitate to contact either of the undersigned. Very truly yours, P �L DAMES & MOORE g a<V:AS4 tis;, Oil o = oo 03 9z • Har ans L. Chabra s -m9�I8502 04 Principal Engineer/Associate Richard W.M. McLaren Senior Engineer B-005-C-1-016\sea-O730.mwp 6 n.��tE & ll��lRE LIST OF ATTACHMENTS Plate 1 Boring Location Plan Plate 2 to 3 Liquefaction Analysis APPENDIX Plate A-1 to A-9 Boring Logs, B-1-90 through B-4-90 Plate A-10 Unified Soil Classification System Plate A-1 1 Soil Sampler Type U Plate A-12 to A-15 Cone Penetrometer Logs, DC-1-90 through DC-4-90 Plate A-16 Consolidation Test Results Plate A-17 Method of Performing Consolidation Tests Plate A-18 Fines Content Analysis Test Results 8-005-t-1-016\sea-0730.mup 7 I�-UtF� L �11 �RF a) DC-3-90 a� DC-1-90 B-2-90 o a� B-4-90 Cl- �B-3--90 0 t„ 0 L � c) Cn o c � t2 0 In -� B-1 -90 DC-2-90 DC-4-90 SW 34 th Street KEY: -(!$iB-1 -90 Boring Location and Number 0 200 400 600 DC-1-90 SCALE IN FEET Dutch Cone Sounding Location and Number s BORING LOCATION PLAN PROPOSED SEATTLE TIMES PRODUCTION FACILITY N 0 RENTON, WA D O Dames & Moore Plate t VMPUFIED SEEL, ME-'Ht1r. SEgTT TIMES RENTON 8-1- 4 i Mogni - 7. 40 I A .30 q t I I F- i 30 _ ;At T �u C:TtON o FC Ztj rySf UO FAC ON - 1.0 N W � ,D 1 O 0 20 40 60 BQ 1DO 120 Depth (ft) ❑ IN SITU (N1)60 REQUIRED (N1)F0 LIQUEFACTION ANALYSIS CMPUFIED SEED METHOD 50 0055' -005-016 SEA. TIMES RENTON 2 i B-1- Mogni - 6. 40 PGA .159 p la '/ 30 D j C I O � 1111 lA C 0 20 1 v OS GAIT UQUEFA TION i. W FC AG UQUEFACTIO - 1. 10 _ 0 0 20 40 60 80 100 120 Depth (ft) 0 IN SITU (N1)6O REQUIRED (N1)F,0 DAMES & MOORE Job No. 05528-005-016 Plate 2 1 _04PL1FIEC• SEED METHOD i _ M FAJTL� TIE_ - RENTOtJ 2 B-2-90 A. 40 PGA - 0.31) nl—n.�n—liquefc7ble n f .t I,l , Z 30 F0S At IN'T UOUEFACTION - I 'i ' t I Q F .11 GW UOUEF�ACTION - i.0_r �l Cq) C. cr W 1 1 10 i - nl O 0 20 40 60 BO 100 120 Dt'. h (ft) ❑ IN SITU (N1)60 — REQUIRED (1'41)60 LIQUEFACTION ANALYSIS SiMPURED SEED IvETH00 50 005526-005-016 SEATTLE TIMES — RENTON 2 5-2-90 Q Mognitude - 6.5 r' 40 PGA - 0.15 9 0 nl-non-liquefiable I � � I ? 30 ' P c 1 / a 1 m a 20 'ff FO ,Alt U4TIONWF fJtJ l 10 � nl O 0 20 40 60 HO 100 120 Depth (ft) ❑ W SfTU (N1)FA REQUIRED (NI)60 DAMES & MOORE Job No. 05528-005-016 Plate 3 1-F AZ) BORING B - 1 - 90 Surface Elevation: 16.0 0 Topsoil 12 SM/Ml, Interbedded layers of brown silt fine sand and brown fine sandy silt (loose to medium dense and medium stiff) 40.6 2 E-3 — --10 — SP Gray fine sand (dense) 18 ID F SM Gray silty fine sand (loose) 4 --20 SP Dark gray to black fine to medium sand (loose) SM/ML Interbedded layers of gray silt fine sand and Fines 51% 31.3 5 clayey silt withtrace organic material (loose to medium dense and medium stiff) 18 E] Grades to dense and stiff --30 SP/ML Dark gray to black fine to medium sand with 13 0 occasional layers of silt (medium dense and z stiff) SM Gray silty fine sand with clayey silt (loose) Fines = 39% 29.9 2 40 ML/CL Gray silt claT to clayey silt with trace fine 35.7 2 0] sand and shell fragments (soft to medium stiff) SM/Ml Gray tr silty fine sand and fine sand silt with 7 ID — ace fragments (medium dense and stiff) --50 SM Gray silt fine sand with organic matter (dense) 16 18 01 — --60 22 SP Gray fine sand with trace medium sand and silt 25 (dense) 7-- 70 V W NOTE: Blows per foot indicates number of blows required to drive SPT sampler one foot with 300 pound hammer from 30-inch drop. X ra I LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 1 C- 0 0- z 0 0 th rn gN O BORING DEPTH SOIL TYPE MOISTURE DRY FINES (ft) CONTENT DENSITY CONTENT B-1-90 23 Clayey Silt and 31.3 51 Silty Sand B-1-90 38 Silty Sand 29.9 39 B-1-90 113 Fine Sandy 25.4 79 Silt B-2-90 48 Silty Sand 25.8 - 25 Sand B-3-90 8 Silty Sand 23.3 87 28 B-3-90 43 Silty Sand 26.5 96 24 B-4-90 48 Silty Sand 26.4 97 25 FINES CONTENT ANALYSIS v a Note: Fines content Is defined as the percent by weight of material passing a #200 sieve m N D 8 O m BORING B - 1 - 90 (Continued) 7 S,p = SP/SM Gray fine sand and silty sand (medium dense) 8 m r SM Gray silty fine sand with shell fragment (dense) 15 80 29.9 12 m Grades to medium dense 22 03 Grades to dense 90 24 m SP Dark gray to black fine medium sand (dense) 19 100 ri c 18 m SP/SM Interbedded layers of dark gray to black fine medium sand and gray silt fine sand with occasional organic matter dense) 29 m Grades to very dense 110 Fines 79:Z 25.4 18 ® ML Gray fine sandy silt (hard) = 16 m 120 Boring completed at depth of 119 feet on 12-6-90. Water encountered at depth of 7 feet during drilling. w i 130 0 d a Q+ 140 NOTE: o Blows per foot indicates number of blows required En to drive SPT sampler one foot with 300 pound hammer from 30—inch drop. a w c� 0 LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 2 BORING B -2 - 90 Surface Elevation: 15.5 0 18 m SM psoil Brown silty fine to medium sand (medium dense) 19 m (fill) SP Gray fine to medium sand (loose) (fill) 48.0 4 m PT Brown peat (medium stiff) 10 Grades with organic silt 18 m SM/ML Gray silty fine sand and clayey silt (medium dense and medium stiff) SP/ML Interbedded layers of dark gray to black fine to 7 m coarse sand and gray silt with trace organic matter (loose and medium stiff) 20 14 m Grades to medium dense and stiff 13 Grades with less sand 30 10 SM Gray silty fine to medium sand with occasional he fragment (medium dense) 19 m 40 21 m Fines = 25% 25.8 8 m 50 a 28 m a I 7 m Grades to loose 80 a ~ 50 m Grades dense to very dense a D n 24 m 70 CQ ,A NOTE: D Blows per foot indicates number of blows required n to drive SPT sampler one foot with 140 pound hammer from 30—inch drop. t A w LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 3 47 BORING B - 2 - 90 (Continued) 7 SM 48 mMAIGrades to medium dense 85 m Grades to very dense 80 SM/Ml, Interbedded layers of gray silty fine sand and gray clayey silt with shell fragments (medium denseand stiff) 25 m 90 27.4 15 m Grades with increasing organic matter 100 21 m 110 33 m Grades to dense and hard 120 z 52 j Boring completed at depth of 124 feet on 12-7--90. Water encountered at depth of 7 feet during drilling. 130 0. A a 140 ao NOTE: D Blows per foot indicates number of blows required n to drive SPT sampler one foot with 140 pound hammer from 30—inch drop. t a w 3 LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 4 BORING B - 3 - 90 y a 4 10. q �e Surface Elevation: 16.3 0 48 Topsoil SM Brown silty fine to medium sand (dense) (fill) 40 Fines = 28% 23.3 87 2 10 SM/ML Gray silty fine sand and fine sandy silt (loose and soft) 3 SP Dark gray to black fine to medium sand with 26.2 97 14 ■ occasional fine gravel and cobble (medium dense) 20 12 23 30i-- SM/Ml Interbedded layers of dark gray silty fine sand 33.5 86 5 and gray fine sandy silt with occasional shell fragments (loose and medium stiff) Fines = 24% 28.5 96 6 40 SM Gray silty fine to medium sand with occasional 4 ■ shell fragments (very loose to loose) SM/ML Interbedded layers of gray silty fine sand and ray sandy silt with occasional shell fragments 7 ■ loose and medium stiff) 50 n 29.5 93 5 ■ Z ti SM Gray silty fine sand with occasional shell 11 fragments and trace organic matter (medium dense) � 60 a42 Grades to dense n 33.5 103 10 n 70 ,o CQ ' NOTE: Blows per foot indicates number of blows to drive Dames do Moore sampler one foot with 300 pound hammer from 30—in drop. c a w 5 3 LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 5 ,q, 1410 �q, �� v BORING B - 3 - 90 7 q� 4 (Continued) G O a 4 SM 23 28.3 111 24 80 Boring completed at depth of 79 feet on 12-10-90. Water encountered at depth of 7 feet during drilling. 90 100 110 120 A S I 130 a u 0. n 140 CQ NOTE: D Blows per foot indicates number of blows to drive n Dames & Moore sampler one foot with 300 pound hammer from 30-in drop. i a w LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 6 MIf BORING B -4- 90 Surface Elevation: 15.7 0 33 Topsoil SP Gray fine sand with trace silt and fine gravel 16 SM edium dense) Gray silty fine sand with fine gravel .It Grades with organic matter 56.7 62 8 n Gray clayey silt with organic matter 10 PT Gray peat with wood fragment SM/ML Interbedded layers of gray silt fine sand and 69.5 65 4 N gray sandy silt (loose ana sof SM Gray silty fine sand with organic matter (loose) 8 N 20 ML Gray Band silt and clayey silt with organic material oft) 45.7 71 3 N Grades with increasing silty sand 34.5 88 6 Grades with increasing silt 30 3 Grades with shell fragment SM Gray silty sand with some clay and shell 39.0 83 2 fragments (very loose) 40 8 ■ Grades to loose Fines = 25% 26.4 97 6 50 A 10 z .i Grades with decreasing silt, 18 B0 Grades with no shell fragment and increasing silt .tea a 10 Grades with shell fragment and organic matter 12 70 S Co `12 NOTE: Blows per foot indicates number of blows to drive n Dames k Moore sampler one foot with 300 pound hammer from 30—in drop. t ra w 3 LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 7 k � v BORING B -4- 90 o` (Continued) 7 SM Grades less silt Grades to medium dense. with increasing fine sand ■ and trace organic matter 24.1 100 38 80 Boring completed at depth of 79 feet on 12-11-90. Water encountered at depth of 7 feet during drilling. 90 100 110 120 s a i 130 0 a d a n a 140 ;' NOTE: Blows per foot indicates number of blows to drive n Dames k Moore sampler one foot with 300 pound hammer from 30—in drop. t n w s LOG OF BORING Dames & Moore Job No. 05528-005-016 Plate A— 8 KEY: Indicates depth at which "undisturbed" Dames & Moore sample was extracted. ® Indicates depth at which disturbed Dames & Moore sample was extracted. Indicates depth at which Dames & Moore sample was attempted with no recovery. m Indicates depth at which Standard Penetration Test sample was extracted. Indicates depth at which Standard Penetration Test sample was attempted with no recovery. Indicates depth at which Grab sample was collected. NOTE: The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. KEY Dames & Moore Job No. 05528-005-016 Plate A— 9 MAJOR DIVISIONS GRAPHIC LETTER SYMBOL SYMBOL TYPICAL DESCRIPTIONS WELL-GRADED G RAVELS,GRAVEL- SAND MIXTURES,LITTLE OR NO GW FINES GRAVEL 7tf[^\ AND CLEAN GRAVELS GRAVELLY SOILS SOILS (LITTLE OR NO Q O0 POORLY-GRADED GRAVELS, FINES) 0 0 GP GRAVEL-SAND MIXTURES,LITTLE COARSE �4Q OR NO FINES GRAINED SOILS SILTY GRAVELS,GRAVEL-SAND- GRAVELS WITH FINES GM SILT MIXTURES MORE THAN 50% OF COARSE FRAC- (APPRECIABLE ro TION RETAINED AMOUNT OF FINES) ON NO.4 SIEVE CLAYEY GRAVELS,GRAVEL-SAND- GC CLAY MIXTURES �A o WELL-GRADED SANDS.GRAVELLY CLEAN SAND P Q SW SANDS,LITTLE OR NO FINES SANG �/ AND SANDY (LITTLE OR NO FINES) SOILS POORLY-GRADED SANDS.GRAVEL- MORE THAN 50% - SP LY SANDS,LITTLE OR NO FINES OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SILTY SANDS,SAND-SILT PADRE THAN 50% SANDS WITH FINES SM MIXTURES - OF COARSE FRAC- (APPRECIABLE TION PASSING AMOUNT OF FINES) NO.4 SIEVE CLAYEY SANDS,SAND-CLAY Sc MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS,ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE SILTS INORGANIC CLAYS OF LOW TO GRAINED AND LIQUID LIMIT CL MEDIUM PLASTICITY,GRAVELLY SOILS CLAYS LESS THAN ICLAYS,SANDY CLAYS,SILTY CLAYS,LEAN CLAYS I(I I)11 1 1 ORGANIC SILTS AND ORGANIC I(1 111 I I I OL SILTY CLAYS OF LOW PLASTICITY III111111 illlllll INORGANIC SILTS,MICACEOUS OR MH DIATOMACEOUS FINE SAND OR SILTY SOILS MORE THAN 50% SILTS OF MATERIAL IS AND LIQUID LIMIT INORGANIC CLAYS OF HIGH SMALLER THAN NO. CLAYS GREATER THAN 50 CH PLASTICITY,FAT CLAYS 200 SIEVE SIZE ORGANIC CLAYS OF MEDIUM TO OH HIGH PLASTICITY,ORGANIC SILTS PEAT,HUMUS,SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS m NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS v r; a UNIFIED SOIL CLASSIFICATION SYSTEM a Z cr U. Dames& Moore PLATE A-10 Jot) No. 05528-005-016 Dutch Cone DC- 1-90 In Fool Surface Elevation; 15.0 _ 0 SP Sand with Cr...I (dens. to m.dlum dense) ),[[, Silt to clayey silt(soft to medium stiff) 10 SP Sand with silt(loose to medium dense) ML Silt to clayey silt(soft to m.dlum stiff) 20 SP Sand (madlum dons. to dons*) Crad*s to donee 30 g. MVSM Sandy silt to silty send (m*dlum stiff and too..) 40 SP Send (I.... to medium d.n..) 50 Gred.. to dons. 80 70 Silty sand layer 80 Grade. to dons. Grades to medium den.. Gr.d.. to den.. 90 - 100 Probe tsrminated at depth of 100' on 12-10-90. 0 � n 11C 0 � as 0 A Job No. 05528-005-016 Dutch Cone DC-2-90 , Depth -�—,✓ In feet Surface Elevation: 15.7 ' 0 TS"dl) Pr.drill.d hob10 silt (.oft) SP/ML latarbedd.d layer. of .and and tilt (medium den.. and medium stiff) 4�. 20 Grades to dense 30 UMid ,y Grades -Sth incr.asia, slit YL Silt (soft to medium stiff) 40 at Sp Sand (medium dense) 60 ML Silt to clayey silt (medium .tiff) SIR Sand (medium dense) ►a. silt(.eft) 60 70 SP Sand (medium dense) JU 7. 80 cr.d.. to .tit 90 . Grades to send Grades to dense Ad 11:4 O 100 C Probe terminated .t depth of 100.0' on 12-11-00. I (7 f7 I O 110 0 = rfl N Ol QO 0 D 0 0 0 d rJ 61 .40b AO.. 405528-005-016 Dutch Cone DC-3-90 Depth In fast Surface Elevation: 18.5 TSPS—d •0' Hall .dr10 JIILSilt o Aols clayey .at (medium .tiff) SP Sand with some silt (medium dens.) 20 Cndas to loose Grades to silt 30 HL sus (son) 40 'SP Sand (10... to medium dens.) - B'' Grades to medium d.as. so MV Sandy silt to silty sand (medlum stiff and medium d.n..) 60 SP Sand (medium dense) 70 �" I e I BO i SP/WL Iater.bedded layer. of sand and silt medium dense 60 and .tiff) ?y � Grades with increasing silt 1 1 I�Y (] 100 ft�.,�,` Grade. . b inc r...In` sand• and to dense � n Probe terminated at depLb of 100.3' on 12-11-90. J n O 110 � � 1 M 5-go is s0 _� Job No. 05528-005-016 Dutch Cone DC-4-90 Depth , In feel Surface Elevation: 18.0* 0 SP Send (hackfill) predrllled halt 10 ML silt b claYq milt with organic matter (soft) ..SP Send (medium d.n..) 20 SY/SP Silty sand to mend (medium dense) 30 ML Silt with stiff wand (medium stiff) Grad.. to soft 40 SP Sand (loose b medium d.n..) ML Silt to sandy milt (soft) 70 SP Send (medium dense) Grades to den.. Gred.. with .and milt and milt layers 80 00 ML Silt to .and milt (medium stiff to ruff) � l � I 100 n - SM/Ml I¢terh.dded la en of .illy sand end milt (medium ? dams and allll) n 110 67 3 � Gndae to and rj Proh. terminated at d.pth of ill' an 12-12-90. � N N • i?a O D � � w O O O d � 07 COMPRESSM =SS IN KSF o 10 1 10 102 4 E-F x � e _ o U O 12 � U W IB 20 Boring Depth Moisture Dry Description (ft) Content(%) Density pcf) B-4-90 23 45.7 71 Clayey Silt with Organic Matter 05528-005-016 SEA=—TI>ES Dames & Moore CONSOLIDATION TEST Plate A-16