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r.r.. �. <br /> .Tr..,.. ..«_�,:-� � <br /> d <br /> i <br /> ��W�� . .. ... �'.'t' <br /> b ' 7 <br /> �.,:. ..,...:� . _...,......va <br /> ��� � +��. .� -..;: , . _: ^ <br /> 4 <br /> ���� � ' r <br /> ��� , Geo��linginecrs <br /> y ' � Tlie unweatttered 6lacial till encountered is generally dense and <br /> �y�� �'� gre.yish brown grading to gray in color. The density generally increases <br /> �y ; rp to very dense toward the base of the till or botcom of the test pits. <br /> l+� P]oisture content determinations performed on saTples of the unweathered <br /> ;�, G~e� .� till indicate a range of about 9 to 12 percent. In Test Pits 1, 7, 8 an d �� <br /> � � � 3 10, a more granular deposit grading from si.lty sand with gravel to gravel <br /> �,'� with sand and cobbles was encountered below the till at a depth ranging <br /> 4 : �� ''f <br /> ` _ � from 5 to 9 feet. <br /> , a <br /> ��;� The ground water conditions encountered in the test pits are <br /> � c i Np <br /> ' ' '+ ` � � indicated on the individual logs. No ground water seepage was observed in <br /> �� <br /> � <br /> ��K � ; �ti � � 'Q any of the cest pits. The dense, unweathered �lacial till is relativrly <br /> ��? z �� � . rp impermeable. These subsurface conditions typically result in a seasonally i <br /> 1t��y� u .. � � �I <br /> �a' "perched" ground water condition witti seepage generally occurring at the <br /> ,-�.a��(_;'; ��� <br /> �'i�. . , base of che more pervious weathered zone above the unweathered till. <br /> Yl <br /> " �.,� Isolated zones of seepage within more sandy or gravelly layers may also , <br /> � occur. The ground water conditions should be expected to fluctuate with � �" - - <br /> i ����� M1 char.ges in season, precipitation and other fact'ors. In general, the �pa�: <br /> t�l <br /> �'•` . volume of seepage encountered is expected to Ue small and, as encountered �. - <br /> � -� � i , <br /> ��� .i � during our field exploration, may Ue nonexistent after lon� periods of dry ' <br /> �°' " �',� .� <br /> . �■ '�, �. weather. <br /> ' ' ` , : i <br /> CONCLUSIONS AND RECOIM]FaIllATIONS � <br /> i9 i <br /> GENERAL <br /> ' is We conclude that site conditionc are favorable for the planned � <br /> � _ i <br /> !�! � <br /> � project using shallow spread footing support. ConsideraUle 6radin� is . <br /> � , , planned to achieve design grades. The site soils are moisture-sensitive <br /> 'I ��� tr1 which means it will be difficiQc, if not impossible, to properly compact . � � <br /> ��� these soils when wet. Theretore, plans to use on-site soils for struc- i <br /> � R� tural fill should be based on doing earthwork during Che drier summer '. <br /> , i ~� months in order to minimize �rading costs. If wet weather conseruction is , <br /> 1 <br /> necessary, disturbed weC soil during grading will need to Ue removed and I <br /> �a <br /> ���� replaced wiClt imported material. This will substantially increase grading <br /> �, <br /> costs. I <br /> 4 � <br /> � <br /> Y0 <br /> ... .. . ____._.__'-.__.. . .__,-r.,rTm, .... . �. � �tl <br /> „-,-..__.. ._..v_ . ._ , .� .. �_ ...... "+'�A��� <br /> . _. . ._._ .,_.,..-,—._'_ ' . . . . . . . , . � . ,� � <br /> - $� . . . .. . � . . - . <br /> � <br /> I <br />