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14-4940-0] <br /> Atm: Mr.Tony Vivolo. P.G <br /> � ro lunc 16, 19Rft <br /> y Page 3 <br /> 10 C <br /> Cyy M <br /> M � � <br /> � � � <br /> � � ro i <br /> N F+ <br /> � � � Thc soils Uiat arc cxcavated from the rescrvoir area should be separa�ed. 'Ihe soils that contam <br /> o „ large rc�ts and organics sh:�uld bc wasted or used for landscaping The remaining soil could <br /> H (� be stcxkpiled !or��s;ible usc as backfill around the reservoir. <br /> � , � <br /> y Ground µ'ater wes encountered in the Iest pits in the looser soils above Ihe vaty dense glacial <br /> till,and�•�ater is likely to be present during construction. It may be necessary to:nstall a <br /> H � drainage trench or trench subdrain around the swc!ure w intercept this seepage so that <br /> I � o N focndation work can be accomplished in the dry, The condition o!exposed very dense glacial <br /> `�y � till w�il1 degenerate rapidly w'hen exposed to moismre and conswcunn traffic. <br /> O N <br /> Eound�tion Dc�ign_ <br />' We re�ommend that the ringwall fooung be foundcd in very dense glacial till. Interior column <br /> footing:for roof sup�n,if necessary, should also be founded in the very densc glacial till. <br /> ilie ringwall tooting should Lx founded a�least 2 feet below t�th the reservoir bonom plate <br /> nnd tiie final grade around the ezterior of the reservoir. LikeW Yse,imerior column footings <br /> shouli be founded at least 2 fcet below the reservoir bottom plate. <br /> �1'e reconunend a tn�ximum allow�able txaring pressure of 8,000 pounds per square foot fur <br /> ringwall and column foaings bearing in the t.acial till. Tlus capaciry could be mcreased by <br /> one-third (33 percent) during seismic loadings. The nngu all shvuld have a minimum width of <br /> 12 inches. If the anticipaied load become greater than one-half of the reconunended maximum <br /> alloµable lxaring pressure of 8,000 psf, the minimum�•idth of the ringwall fcwting should bc <br />' ��� 18 incl�es. We recommend that incenor column footings have a minimum wid�h of 24 inches. <br />� All soil loosened during the excavation for the ringwall and colomn fooungs sho�ld be <br /> moved b hand st�ov�l prior tr, placmg reinforcing steel. The <br /> concrete far the fnotings <br /> 1 '�� should be placed a�insr very dcn:e,unduturbed gl�ci�l tilL <br /> �__, <br /> s im�tg,d�S1Ll m n s <br /> I � N'e estimate that nngH�all footings designed and conswcted according to the recommend�uons <br /> ��� in the atwve section could settle about 1/2-inch. The center of the steel bottom plute of die <br /> ' rcservo'v could settle about 3/a-inches pro�•ided the oiled sand mai is compacted atop�en� <br /> dense,undisturbcd glncial till. We estimate that column footings designed xnd conswcted as <br /> reconvnended could settle about 3/�-inches. The greatest ��ential for ddferential unlement <br /> �� w�ll be around the edges of the tarilc adjacent to ihe nnF wall,due to settlement o(backfill <br /> egainst the ringwall. Thic scttlement potential can be minimized by minimizing the amouni o( <br /> fill placed,und densely compacting any fill requircd. <br /> J, _ <br /> ��y I �ter•�l Prettures •+��d Rinc��;ill <br /> ����w� The ringwall should be designed fon c�wp iension to resist the laieral pressure caused h}�the <br /> weight of the watcr in the rescrvoir and soil on the inside o(the nngHall. The recommended <br /> lateial pressures for the hoop tension design are shoun in FiFure 10. <br /> SNANNCN 6 �h'ILSON INC <br /> M <br /> I <br />