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08/18/2�05 15:27 4257478561 (�OTECH PAGE 06 <br /> Lucla Development, LLC JN 05233 <br /> August 18,2005 Page 5 <br /> SEISM►C CONSlDERAT/ONS <br /> The site is located within 5elsmic Zone 3, as iilustrated on Figure No. 16� of the 1997 Uniform <br /> Buflding Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil pr�le within <br /> 1�0 feet of the grounc! surta�e is best represeltted by Soil Profile Type So (5tiff Sof�. Under the <br /> 2003 Intemational Bulldi� Code (IBCZ the Soii Class wou��fd be D. The dense to very dense naGve <br /> soi s t a wi'll"suppo e p�oposed p I ng are not susceptibie {o seismic liquefaction due to their • <br /> dense cons(stency. <br /> PlPE PILES i <br /> � <br /> 'a <br /> 7hr�e- or 4-fnch-diameter pipe pfies driven with a 650- or 80D- or 1,1�0-pound hydraulic <br /> jackhammer to the following final penetration rates may be assigned the following compressive � <br /> capacitles. � <br /> � <br /> � <br /> � <br /> _ � <br /> 3 inches 12 s�nch 10 s�nch 6 sec/inch ' 6 tons yi� <br /> �� oinchea 20 �nch 15 ae�nch 10 secfinch 1 ns ,� <br /> S to"� - 15 TPNS y� <br /> IS"�o�� Note: The refusaf criteria indicated in the above table are valid oniy for pipe piles fhat are �' <br /> installed using a hydraulic lmpact hammer carried o11 leads that allow the hammer to sR on � <br /> �� the topry the pile during driving. If the pfles are Installed by akemative methods, such as a � <br /> • vihrato hammer or a hammer that is hard-mounted to the (nstallation machine, numerous <br /> 1'��G'""'T load tests to 200 percent of the design capacity would be necessary to substantiate the ( <br /> allowablc pile load. The appropriate number of Ioad tests would need to be determined at <br /> the Gme the contrador and installation method are chosen. As a minimum, load tests on 20 ib <br /> percerit of the piles is typical where aftemative pile instaliatlan methods are used. � <br /> .�Due to the presence of organic material in the fill sotls, we recommend thai corrosion orotection. <br /> such as galvanizin he rovided for the pipe iles. If obstrucUons a�e enCounte�ed durrtig pipe pile <br /> ins ion, t e obstructions should e removed with an excavator, o�the piles should be relocated ' <br /> to miss the obstructions. <br /> Pile caps and gl'ade beams should be used to transmit loads to the piles. Isulaied p�'le Caps should <br /> include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. <br /> Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be <br /> welded together. If slip couplers are used, they should fit snugly fnto the pipe sections. This may <br /> require that shims be used or that beads of welding flux be applied to the oUtslde of the coupler. <br /> Late I foads due to wind or selsmlc forces may be res(sted by passive earth pressure acting on the <br /> ve ical, embe'�ded portions of the founciation. For tliis confition, the foundation must be either <br /> poured directly against relatively level, undisturbed soll or surt�ounded by level stru�tural fill. We <br /> recommend using a passive earth pressure of 250 pounds per cubic foot (pcf) for this resistance• If <br /> the ground in front of a foundation is loose or sloping, the passive earth pressure given above will <br /> �(�I °�C. p � �41 (;111'(l.�� -1-�,��, �! 0�✓r��'�' �{'YwI,QlJv�l �O � <br /> I - � � �Y'u v� w <br /> � 11ShorH 'T�Y' 12° � '� �..L��,{�OV�"�¢rvf �L55iv2 , <br /> GEOT�CH CONSULTANT:,INC, <br /> '2 l � ��j�'Iv,v . <br />