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Home My WebLink AboutSubsurface exploration info-1994 ALLIED TEST DAILLING COMPANY AD 4000 BEAU D'RUE DRNE EAGAN, MN 55122 Exploration-Evaluation-Foundation Engineering (612)452-6913 November 9, 1994 Mr. Scott Michael Wold 2400 Interlachen Road, Suite 204 Spring Park, Minnesota 55348 Subj: Subsurface Exploration Lot 2, Block 1- Kelly 2nd Addition Orono, Minnesota Allied Project No. 94117 _ Dear Mr. Wold: We have completed our subsurface exploration for the residence to be located on lot 2, block 1 of the Kelly Addition to the City of Orono. Enclosed are three copies of our report for your use. One copy of our report has also been sent to Mr. Bernie Stroh, P.E., your structural engineer for the project. The results of our work indicate that it should be possible to provide support for the residence using a deep foundation system consisting of driven timber piles. We estimate that safe, working, loads for individual piles of 35 tons may be achieved by driving timber piles to a depth of 45 feet. Working load capacity of 15 tons should be reserved for the negative skin friction or downdrag. This would provide a net working load of 20 tons per pile for support of the structure. Additional recommendations as well as the complete results of our field exploration are presented in the enclosed report. Once you have had an opportunity to review the enclosed information, please feel free to contact me at 452-6913 with any questions you may have. ALLIED TEST DRILLING COMPANY V � �� Mike Roach P.E. Soils Engineer encl: 3-rpt 94117 2-inv 94117 pc: Stroh Engineering 607 Washington Ave S., Suite 202 Minneapolis, Minnesota 55414 Attn: Bernie Stroh, P.E. t , c�eote�hn;�a� ser��es ALLIED TEST DRILLING COMPANY � AD Commercial, Residential 4000 Beau D'Rue Drive, Eagan, MN 55122 (612) 452-6913 Municipal, DHUD SUBSURFACE EXPLORATION FOR LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED PROJECT No. 94117 November 9, 1994 INTRODUCTION This report presents the results of subsurface exploration performed by our firm for the construction of a single family residence to be located on lot 2, block 1 of the Kelly 2nd Addition to the City of Orono, Minnesota. Our work was requested and authorized by Mr. Scott Michael Wold. Our was performed as described in our confirmation letters dated October 20th and November 4th, 1994. Four Standard Penetration Test, (SPT), borings were put down in the area of the proposed structure to depths ranging from 16.5 to 51.5 feet to provide information regarding subsurface conditions. The results of this field exploration were then used to formulate 1 SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED No. 94117 engineering judgements and to provide engineering recommendations regarding support and related earthwork for the proposed residence. This report presents the results of that field exploration together with our engineering opinions and recommendations. PROJECT INFORMATION The site is located on the east side of Casco Point Road in the City of Orono, Minnesota. The project is to consist of the construction of a nominally 50 by 30 foot residence and attached, 34 by 22 foot three car garage. The structure is currently envisioned using convendonal wood framing bearing on a grade beam, structural slab and pile cap system supporterl by driven timber piles. A lot survey, prepared by Sunde Engineering Incorporated and dated August 29th, 1994 was provided for our use. This drawing shows a lower floor elevadon of 935.0 feet which approximately conesponds to the surface elevations at the time of drilling. BORING LOCATIONS AND ELEVATIONS The boring locations were selected by the field crew, with respect to the in-place staking provided, based on access limitations for our ttvck-mounted drilling equipment. In general, the boring locations selected should provide a reasonable indication of the subsurface conditions considering the scope of this investigation. It should be noted that soil conditions may vary greatly and that the logs represent the conditions encountered at the drilling locations. The enclosed boring location diagram shows the drilling locations in relation to the planned residence. Surface elevations, at each of the drilling locations, were measured and referenced to existing manhole rim in Casco Point Road near the southern property boundary. An elevation 2 SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED No. 94117 of 939.4 feet was used for this temporary benchmark as shown on the lot survey provided. The surface elevadons at each of the drilling locations is shown on the respective boring log included in the appendix to this report. These elevations are intended to provide a relatively fixed reference for the location of the subsurface conditions encountered. The depths shown on the boring logs are with respect to the existing ground surface at the time of drilling. FIELD EXPLORATION Inidally, three Standard Penetration Test, (SPT), borings were drilled to depths ranging from 16.5 to 26.5 feet on November 1 st, 1994. At some depths within these preliminary borings, 3" Shelby tube samples were collected in accordance with ASTM D: 1587-83, "Standard Pracdce for Thin-Walled Tube Sampling of Soils". Selected portions of the samples obtained from the borings were subjecteti to laboratory index property and strength tests. After reviewing the information obtained from the test borings, an additional, deeper, penetration boring was put down to a depth of 51.5 feet using fluid drilling techniques. All of the exploratory borings were drilled in accordance with ASTM: D 1586-84, "Standard Method for Penetration Test and Split-Barrel Sampling od Soils". Using this procedure, a 2" O.D. split barrel sampler is driven into the soil by a 140 lb weight falling a distance of 30". After an initial set of 6", the number of blows required to drive the sampler an additional 12" is known as the Standard Penetration Resistance or "N" value. The "N" value provides an indication of the relative density of cohesionless, (sandy or coarse grained), soils and of the consistency of cohesive, (fine grained or clayey), soils. 3 � SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED No. 94117 As the sa.mples were obtained in the field, they were visually and manually classified by the crew chief. Representative portions of the samples were then returned to the laboratory for further examination and for verification of the field classification. During drillin and upon completion, the bore holes were probed for the occunence of water. The results of these water level checks are presented on the enclosed boring logs. SUBSURFACE CONDITIONS At boring locations SPT-1 through 3, fill soils were encountered to depths ranging from 4.5 to 5.5 feet below grade. This surficial fill material consisted of black, bark brown and gray, sandy, lean and organic clay with roots. Underlying the fill materials, soft soils, consisting of peat and organic clay, were present to depths ranging from 17 feet in SPT-1 to 9.5 feet in SPT- 3. Lean and sandy lean clay with varying proportions of gravel were encountered beneath the organic deposits to the termination depths of borings SPT-1 through 3. These lean clays were generally in a soft to medium condition. Sampling was initiated in SPT-4 at a depth of 24.5 feet below grade. Sandy lean clay, in a stiff condition was encountered from this depth to 30.5 feet below grade. Fine to coarse grained, waterbearing, silty sand with a trace of subangular gravel was encountered from approximately 30.5 to 34.5 feet and was underlain by stiff to very stiff sandy lean clay. Groundwater was encountered at the drilling locations at depths ranging from 2.8 to 4.4 feet below grade as indicated by the presence of standing water in the cased and open bore holes and the condition of the recovered soil samples. Groundwater conditions should be expected to 4 SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED No. 94117 vary hoth seasonally ar,.: annually and with changes in rainfall and runoff patterns :;s well as other conditions in the local area. Attached are the logs for each of the test boring locations presenting the compl�te r�.�sults of the field exploration. The depth of individual layers of soil, (at and in between the bc�ring locations), may vary somewhat from those indicated on the logs due to the occunenr,�� of transitions between soil layers, intervals not sampletl, and the natural variability af th� soil formations. CONCLUSIONS AND RECOMt��NDATIONS The results of test borings indicate the presence of fill, soft and organic soils. T}�es:� soils would not be suitable for the support of the residence by a conventional spread footing foundation system. Excavation of these unsuitable materials and replacement with a c;ont:olled and compacted fill would be very difficult to accomplish, due to the presence of groundwater among other factors, and would not be recommended as a means to provide support for the plannetl residence. It should be possible to provide support for the residence using timber piles which woul;� transfer loads to the underlying inorganic, sdff to very stiff clay soils. These piles would derive their capacity from a combination of end bearing and side friction. Additiona` recommendations are presented in the following sections: l. TIMBER PILING For best results, we recommend that the residence be supported on a deep foundation system consisting of driven, timber piles. The garage and lower floor slab should also be supported on the piles. For timber piling, we anticipate that as much as 15 tons of potential 5 � SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNFSOTA ALLIED No. 94117 negative skin fricdon, (downdrag), would be transferred to the piles as a result of the weight of the existing and planned fills and consolidation of the existing weak soils. Our computations indicate that piles driven to a depth of 45 feet below grade, at the location of SPT-4, would attain a safe working load of 35 tons per pile with a minimum factor of safety of 2.5. Based on pile driving to that depth, the net working load per pile would then be 20 tons. That would be the load capacity available for structural support of the building. The timber piles should conform with the requirements of MN/DOT specification 3471. The piles should be furnished and installed in accordance with the construction requirements of MN/DOT 2452. The pile driving work should begin with a test pile. Driving records should be maintained for all piles in order to facilitate computation of capacities using a suitable pile driving formula. Once the test piles have been driven and judged suitable, the remaining piles may be installed. To attain a working load capacity of 35 tons per pile, we recommend the piles be driven with a hammer having a manufacturer's rated energy on the order of 17,000 to 21,000 foot-pounds. There will be some loss of grade around the exterior of the residence during the lifetime of the structure. We suggest that this setdement be considered in the installation of the utilities. The utilities should have fle�cible connections to the house so that the settlement does not result in the shearing off or damage to the utilities. A structural engineer, registered to practice in the state of Minnesota should be retained for the design of the pile cap and grade beam system. 6 SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED No. 94117 2. FILL PLACEMENT In order to provide suitable conditions for the placement of concrete and reinforcing steel, a minimum thickness of clean granular fill should be placed to provide a working surface. Any additional fill, (including the under slab and bac�ll areas), should be placed and compacted in a controlled manner. Fill material should be mineral soil, preferably well graded and granular, free of debris, boulders and organic material. We recommend the use of fill material meeting the requirements of MN/DOT specification 3149 for granular bonow. As mentioneri previously, the floor slabs for the building should be supported structurally on the piles. To minimize moisture transfer from the underlying soils to the floor slab, we recommend a minimum 6" thick layer of free draining granular fill. This material should conform with the gradation requirements of Mn/DOT 3149.2 for Fine Filter Aggregate which are as follows: SIEVE PERCENT IZE PASSING 3/8" 100 No.4 90-100 No.10 45-90 No.40 15-45 No.200 0-3 All fill should be placed and compacted in a manner that will achieve complete compaction of the entire fill layer, (including any oversize areas), to a minimum of 98% of the Standard Proctor Density, (ASTM D: 698), in the under slab, footing and backfill. For smaller 7 SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED No. 94117 areas, (such as backfill zones, utility trenches and in detail areas), "smooth plate" type vibratory compactors, in combination with 6 to 8 inch maximum loose lifts should be utilized. A representadve number of field density tests should also be performed to document the effectiveness of the fill placement and compaction work. Field density tests should be performed at a minimum rate of one test for each two feet of fill installed in a given area. Since the pavements and exterior slabs, such as sidewalks, will not be supported by the deep foundadon system, some settlement would be anticipated. In these areas, a minimum subcut of three feet and refilling with granular material is recommended. Loose laid pavers might be considered in order to accommodate movements and facilitate any repairs which might become necessary. � To provide for the adequate distribution of loads, the top of any fill supporting these elements should extend at least one foot horizontally beyond the edge of the slab or footing. The fill surface should then extend downward and outward on a 1:1 slope to competent soil. If the fill slope is unconfined by other soils, the downward and outward slope should be flattened and stabilized. Also, no unremerlied, (uncompacted), excavations for utilities or other purposes should be carried out within the oversize areas. 3. FINAL SITE TOPOGRAPHY The final soil surface at the exterior of the residence should be graded to provide positive drainage away from building, sidewalks and pavements. Compliance with this building code requirement will aid in accommodating some subsidence of the landscaped ground surface at the perimeter of the residence which might be anticipated. 8 SUBSURFACE EXPLORATION LOT 2, BLOCK 1 KELLY 2nd ADDITION ORONO, MINNESOTA ALLIED No. 94117 4. FIELD OBSERVATIONS We recommend that an observadonal approach be used in evaluating the pile driving operations and in judging that required capacities are achieved. An experienced and competent individual should observe all pile driving operations and should bear the responsibility for understanding this report, correladng data, and making proper recommendations and interpretadons. STANDARD OF CARE The recommendations contained in this report are professional opinions. These opinions were arrived at in accordance with generally accepted engineering practices cunently in use at this time and location. Other than this, no warranty is implied or intended. Soil samples obtaineri from the test borings will be retained in our office for a period of thirty days from the date of this report. After that time they will be discarded unless prior written instructions to the contrary are received. + + + ALLIED TFST DRILLING COMPANY I hereby certify that this plan, SpeCj- ��J �� fication, or report was prepared by me or Mike Roach, P.E. under my direct supervision and that I am Soils Engineer a duly Registered Professional Engineer under the laws of the State of Minnesota. �'�---�� Dat@ �1 a'� R@gistrati0n NO..��_ 9 `AKF M/N ``��. wo� N�T �\� � 4 f/ey ' 60�� 9?9 � ��. � _� - ----� l7.15 ��_ ,� Oj� •" S .4, .- - 33.6�.�. .�� / �� s� . � ' � ��/ . ,�O�ry / --- --- .I � �� ; �'pRAINAGE k UTIUTY S � / ^�% EASEMENT / S �' � w �� ^ � � � � �� o� w SILT fENCE ' � � � �s ry � s PROPOSED�A�NACE EASEMENT 31� S S /1 2 H�I �/ ~ � Y / ° LO �N� 934 tl, �60'_2'3z' � o Ex15T. 933.7 � 2 STOR � �� ', S —,� Q. FT. � �I � ,.y�, GAR. �d�`�'� n _ � _ � ry.•" S y,r `O�, ' �� r� � .h h e�.� �� 94�.8 �' � � � ro�i. �� '��• �� / �( , s�_� � -�--- O�. 933. q ---- � _,y� (9�o � �' (9 3 �) � � � Sfr�.� � a ' / i \ `7 � PROPOSED HWSE s�- 3 O �93 a� / � Q` �6 4 / �a e // � �� `I °I � �-�; / `t* d � � �0 � �43� 6� �936.9 s 93 s3 R ' 33 �3 ,�ry�1 ` !n 940. I/ \ r 94�0, 9 R2 9 S�l � � � [� . .o TEM�'�R NN k LITY I y `� 40 \ L£ ENT RE�`.w S "� iO 5'1j� �r ��'�'�1� � , � � _• , `� � o .. � . 939.0 � �' / . IO '\\ �, �`Sd'` � / �Ji \ O 3 - , � �/'a�O �� 9s6� �� 4- IY i� � � _=_ �., '��9 9.4 \ �\ BORING LOCATION DIAGRAM ALLIED TFST DRILLING LOT 2, BLOCK 1 Project No: 94117 4000 Beau D'Rue Drive KELLY 2nd ADDITION Eagan, Minn 55122 ORONO, MINNESOTA Drawn by: MR Pagelofl - � ALLIED TEST DRILLING COMPANY , PROJECT �t 2, BloCk 1: Kelly 2nd Addition NUMBER 94117 Orono, Minnesota Sheet 1 of 2 SURFACE ELEV LOG OF BORING 20 40 60 80 935.3 SPT-1 O .rFST F z � a a CONE PENETRATION-TONS/Ff 2 RESULTS 'r�" W W W � v DESCRIP'TION AND CLASSIFICATION pL MC LL AND w -a A z "a � x OF MATERIAI.S X '—' Z, OTHER r„ � W REMARKS a � N"VALUE-BLOWS PER FOOT � 10 20 30 40 1 SS ^„ FILL: SANDY LEAN CLAY with roots,dark brown 6 ^� and gray,moist, (FILL/TOPSOIIJCL) 2 SS ^„ 5 2.5 3 SS ORGANIC CLAY,black,moist,very soft,(OL) 5 5.0 4 ST ^ PEAT,fibrous,black, moist,very soft,(PT) 7.5 ,, ,�� 4" Tube recovery ORGANIC CLAY,black,moist,very soft,(OL) 5 SS ^� 3 10.0 6 ST ^� � 12.5 Wn= 36.2% Dry Density= 82.9 PCF Qu= 1150 PSF 7 SS ^„ 3 15.0 �� 8 SS ^„ SANDY LEAN CLAY with a little GRAVEL,brown 5 Pq=0.5 TSF 17.5 and gray,moist,soft to medium,(CL) 9 SS ^„ g Pq=0.5 TSF 20.0 - - ------—-------------——-------—----- -------- ------- -------- ------- ----------------� Continued Next Page WATER LEVEL CHECKS METHOD ASTM D:1586-84 DATE TIIvIE SAMPLED TO CASING CAV�IN WATER 3 1/4" HSA and 2" OD Split Barrel 11-1-94 9:18 16.5 14.5 15.5 g,6 Sampler 11-1-94 9:45 26.5 Z5.9 11.3 STARTED COMPLETED 11/1/94 11/1/94 11-1-94 9:50 Out 5.5 4.4 DRILLER �ttc DS CME-55 DRAWN BY APPROVED},�� MR � � ALLIED TEST DRILLING COMPANY PROJECT �t 2, Block 1: Kelly 2nd Addition NUMBER 94117 Orono, Minnesota Sheet 2 of 2 ' SURFACE ELEV LOG OF BORING 20 � � � W � 935.3 SPT-1 � 2 . F z � a O CONE PENETRATION-TONS/Ff �T � `j� RESULTS � � �W v DESCRIPTION AND CLASSIFICATION pL MC L L � A Z � � W � OF MATERIALS � � z� OREMARKS ~ v, y A� � N"VALUE-BLOWS PER FOOT � � �� 22.5 10 SS �� Pq=0.75 TSF 25.0 End of Test Boring at 26.5 Feet 27.5 30.0 32.5 35.0 37.5 M 40.0 42.5 . ALLIED TEST DRILLING COMPANY PROJECT �t 2, Block 1: Kelly 2nd Addition NutvtBER 94117 Orono, Minnesota Sheet 1 of 1 ' SURFACE ELEV LOG OF BORING � � � � U 933.5 s�-2 O �r�sT O � Y� O CONE PENETRATION-TONS/FT Z RESULTS � w W � � DESCRIPTION AND CLASSIFICATION pL MC LL �D �y z p"'�„ �a O x OF MATERIALS OTHER A •- � � u� � REIvI.4RI{S �, N" VALUE-BLOWS PER FOOT � ]0 20 30 40 1 SS ^ FILL:mixed SANDY LEAN and organic CLAY with a 4 ^� few roots,biack and gray,moist,(FILUCLOL) 2 SS ^„ 4 2.5 ^� � _ 3a SS �„ 3 5.0 ^„ � 3b SS ^ CLAYEY PEAT,fibrous,black,moist,soft, (PT) � �, 4 SS � ORGANIC CLAY,black,moist,very soft,(OL) 5 7.5 ^" „^ 5 SS ^„ 5 10.0 �" SANDY LEAN CLAY with s litile GRAVEL,brown 6 SS ^ �d gray,moist,medium,(CL) Pq=0.�5 TSF 12.5 �^ 7 SS ^� lp Pq=0.75 TSF 15.0 ^,, End of Test Boring at 16.5 Feet 17.5 20.0 ---- --- -- -- ----------------------------------—----------------- -------- ------- -------- ------- WATER LEVEL CHECKS METHOD AST'M D:1586-84 DATE TIME SAMPLED TO CASING CAVE-IN WpTER 3 1/4" HSA and 2" OD Split Barrel 11-1-94 10:30 14.5 15.9 10.5 �p�er 11-1-94 1�:3$ DUt 4.7 2�g STARTED COMPLETED 11/1/94 11/1/94 DRILLER RIG DS CME-55 DRAWN BY APPROVED T,rG� MR � ALLIED TEST DRILLING COMPANY � ' PROJECT �t 2, Block 1: Kelly 2nd Addition NUMBER 94117 Orono, Minnesota Sheet 1 of 1 SURFACE ELEV LAG OF BORING 20 � � � 937.9 S�'-3 � � TEST � z � a s CONE PENETRATION-TONS/FT 2 RESULTS � a W �W � DESCRIP'TION AND CLASSIFICATION pL MC LL �D W� � a a O pC �F MATERIALS �` '�' ^ OTHER � � � � N"VALUE-BLOWS PER FOOT �S Q 10 20 30 40 1 SS ^„ FILL: LEAN CLAY with roots,dark brown end gray, 7 " moist,(TOPSOILIFILUCL) „" 2 SS ^„ 2.5 3 SS � ` CLAYEY PEAT,fibrous,black,moist,soft,(PT) q 5.0 ^;, ,, � �, 4 SS � ORGANIC CLAY,dark gray,moist,soft,(OL) g 7.5 S SS ^„ LEAN CLAY with a trace of GRAVEL,brown and Pq=0.5 TSF 10.0 ^� gray,moist,soft to stiff,(CL) �" 6 ST ^ �'n= 24.44b 12.5 ^� Dry Density=98.8 PCF Qu= 1300 PSF LL= 36.1 PL= 19.2 PI= 16.9 7 SS ^„ 1 Pq= 1.5 TSF 15.0 End of Test Boring at 16.5 Feet 17.5 20.0 ---- --- -- -- ----------------------------—----—----------------- ----—-- ------- -------- -----— —-------------- WATER LEVEL CHECKS METHOD ,�S'j'M D:15H6-H4 DATE TIINE SAMPLED TO CASING CAVE-IN WATER 3 1/4" HSA and 2" OD Split Barrel 11-1-94 11:08 14.5 15.8 9.1 �pler 11-1-94 11:10 Out 4.4 4.2 STARTED COMPLETED 11/1/94 11/1/94 DRILLER RIG DS C11�55 DRAWN BY APPROVED � 7� MR . ALLIED TEST DRILLING COMPANY , PROJEc'r �t 2, Block 1: Kelly 2nd Addition NUNtBER 94117 Orono, Minnesota Sheet 1 of 3 " SURFACE ELEV LOG OF BORING 20 � � � w � 933.7 S�-4 O 2 �sT � � z � a � CONE PENETRATION-TONS�FT RESULTS � W W �W v DESCRIPTION AND CLASSIFICATION pL MC LL �D � A z � p�a, � � OF MATERIALS �—r, ^ O T H E R RENIARKS y � v N"VALUE-BLOWS PER FOOT �3 10 20 30 40 SANDY LEAN CLAY,gray,moist,(CL) 2.5 ORGANIC CLAY,black,moist,very soft,(OL) 5.0 ?.5 10.0 12.5 15.0 SANDY LEAN CLAY wich e little GRAVEL,brown 17.5 end gray,moist, soft to medium, (CL) 20.0 ---- --- -- -----—------ -----------—------------------- -------- -----— -----—- - ------ ---------—----- Continued Next Page WATER LEVEL CHECKS METHOD ,ajS'j'M D:1586-84 DATE TIIvIE SAMPLED TO CASING CAVE-IN WATER 3 1/4" HSA t0 20 Feet: .]et with driiling mud from 24.4 to 51.5 Feet STARTED COMPLETED 11/7/94 11/7/94 DRILLER RIG DS CME-55 DRAWN BY APPROVED ui� MR 11 � ALLIED TEST DRILLING COMPANY , PROJECT �t 2, Block 1: Kelly 2nd Addition NUMBER 94117 Orono, Minnesota Sheet 2 of 3 ' SURFACE ELEV LOG OF BORING � � � � 933.7 S�-4 O .i.FST � z � a s CONE PENETRATION-TONS/FT 2 RESULTS � �y � DESCRIP'CION AND CLASSIFICATION pL MC LL ?►ND "� � O x A z OF MATERIALS � u �� OTHER � � � � N"VALUE-BLOWS PER FOOT �KS Q 22.5 1 SS � SANDY LEAN CLAY with a trace of GRAVEL,gray, 18 Pq= 1.0 TSF 25.0 ^;, moist,stiff,(CL) � 27.5 2 SS ^„ 3 Pq= 1.5 TSF 30.0 �^ 3 SS ^ SILTY SAND, fine to coarse grained with a trace of subangular,GRAVEL sized limestone pieces,gray, waterbearing,(SM) 32.5 4 SS ^ SANDY LEAN CLAY with a trace of GRAVEL,gray, � Pq= 1.5 TSF 35.0 ^� moist,stiff to very stiff,(CL) �� 37.5 5 SS ^„ Pq= 1.5 TSF 40.0 ^„ ^� Continued Next Page 42.5 . ALLIED TEST DRILLING COMPANY ' PROJECT �t 2, BIOCk 1: Kelly 2nd Addition NUMBER 94117 Orono, Minnesota Sheet 3 of 3 SURFACE ELEV LOG OF BORING � � � � W c7 933.7 SPT-4 O 2 �rEST x � z � a O CONE PENETRATION-TONS/FT RESULTS � a v DESCRIPTION AND CLASSIFICATION pL MC LL �D w � � a o x �F MA.I.ERIALS �` � � O T H E R a z � � � x�a►t�cs y N" V A LU E-B L OW S P E R F O O T � 6 SS ^� 31 Pq= 1.75 TSF 45.0 ^,, �� " 47.5 ? SS ^„ qi Pq= 2.5 TSF 50.0 �" �^ � End of Test Boring at 51.5 Feet 52.5 55.0 57.5 60.0 62.5 65.0 67.5 . � ALLIED TEST DRILLING COMPANY GENERAL NOTES SAMPLING SYMBOLS SS - 2" OD SPI.TT - BARREL SAMPLE FA - FLIGHT AUGER SAMPLE HA - HAND AUGER SAMPLE ' ST - 3" SHELBY TUBE SAMPLE CONSISTANCY OF COHF.SIVE SOILS RELAITVE DENSITY OF GRANULAR SOIIS lY - BLOWS/F1' CONSISTANCY N - BLOWS/FI' RELATIVE DENSITY 2 VERY SOFT 0 - 3 VERY LOOSE 2 - 4 SOFT 4 - 9 LOOSE 4 - 8 MEDIUM 10 - 29 MEDNM 8 - 15 STIFF 30 - 49 DENSE 15 - 30 VF,RY S'TIFF 50 - 80 VERY DENSE 30 HARD >80 Ex:TREMELY DENSE CONSISTANCY OF COHESIVE SOILS UNCONFINED COMPR. STRENGTH,�u, TSF CONSISTANCY <0.25 VERY SOFT 0.25 - 0.49 SOFT 0.50 - 0.99 MEDIUM 1.00 - 1.99 S'ITFF 2.00 - 3.99 VERY STIFF . 4.00 - 8.00 HARD >8.00 VERY HARD I?FSCRIPTIVE TERNiINOIAGY - COHESIONLFSS COrZPONENTS COMPONENT SIZE RANGE �R 9b BY WEIGFIT BOtTLDERS OVER 8" TRACE 1 - 10 COBBLES 8" - 3" SOME 10 - 30 GRAVEL, 3" - �4 SIEVE SAND A�4 - A�200 SIEVE ALLIED TEST DRILLING COMPANY � SOIL CLASSIFICATIONS SYSTEMS . Unified Soil Classification ASTM: D 2488 - 84 Group Major Divisions �� Typical Grcxip Names COARSE- GRAVEI.S Ckan GnveL (iW Well�radod gravcla,Wcll �radod�ravel with sand'. GRAWED SOIIS <S76 Passu►Y More than 5096 No. 200 aieve GP Aoorly-graded gravd, Poorly�ndod�ravel wrth sand'. More than SO�e of ooarse natained oa tbe 5�ction retained �vd w!5oes �M Sihy �avd,Sihy �ravcl with �u►d'. No. 200 sieve. oo No. 4 sieve. >1396 pwing pa, Zpp��r� GC C4yey gnvel, Chycy�tavel with sand'. SANDS C1an Sands SW Well �radod sand,Wcll gradod tand widh gnvel. <S!6 pas:ing — 5096 or more of No. 200�ieve SP Poorly graded und, Poorly gndod sand with gravol. coarsc [radion passu No. 4 �s� �a SM Sitty sand,Sihy :and with�tavel. sicvc. >15 �+ passing No. 200 aieve SC Clayey sand, C1�ycy sand with gravel. FIIdE-GRAINED SII.TS AND CLAYS ML Silt, Silt with unA�, Sandy Wt"'. �� CL l.un cL Lean cL with sand�, Sandy kan chy�. Liquid Limit iess t1►an S0. y� y Cohesive wils OL Otganic iih, Organic cley. 509f� or morc SII.TS AND CLAYS MH Elastic sitt, Elastic �i1t with sand�, Sandy cLstic�ilt"�. pasees the No. 2(!0 sieve. Liquid Limit more than SO CH Fat c4y, Fat cLy wnth undN. OH Organic clay, Organic silt. HIGHLY ORGANIC SOILS PT P�eat• Boundiry eLasiScations are designatod by dual group rrnboL. Por axampk(SP�C), Aoody gradod�ar►d with e4y. • -More thaa 1596 aand, �� - More than 1576 saad. /�- 15l6 w 309E rotained on No 200 Sieve, �#�-More tban 30� retained on No 200�icve . AASHTO Soil Classification System c�u�M�� suc-cVy M.c�� (3576 or ksa passing No. 200 tieve) ( >3596 pasaing No 200) A-1 A-3 A-2 A-4 A-S A� A-7 A-8 A-1-a A-1-b A-2� A-2-S A-2-6 A-2-7 ieve Analysis: Pasting No. 10 30 max No. 40 30 mu SO mu S1 min No. 200 1S max 25 mu 10 mu 3Smu 3Smu 35mu 3Smu 36min 36min 36min 36min ractuistics of raction Passin�No 40: �u� � �Oina�c ♦1 min 40inax 41 mu 40cruz 41 min 40max 41 mu plastic limit 6 muc NP lOmaa lOcnax llmin llmin lOmax IOmaz l lmin Ilmin �ual Typu of �tone fngments fine Pa�, h►Bh�Y ignificant Constilucr►ts �ravcl and und atnd •ihy or c4ycy gravcl and �and silty �oils clsycy soils organic :oils eral Subgndc WQ ea�oeUcnt to good fair W poor unutisfactory