11731 AIRPORT RD Geotech Report 2018-01-02 MF Import

08/18/2085 15:27 4257478561 GEOTECH P� db Lucia Deve/opment, LLC JN 05233 August 18,2005 Page 5 SEISMIC CONSlDERATfONS 7he sRe is loeated wRhin Seismic Zone 3, as illustreted on Figure No. 16-2 of the 1997 Uniforrn Building Code (UBC). In accordance with Ta61e 16-J of the 1997 UBC, the site soil profile within 100 feet ot the ground su�face is best represented by Soil Profile Type So (Stiff Soil). Under the 2003 Intemational Building Code (IBC) the Soii Class would be D. Tha dense to very dense native soils that will support the proposed piling are not suseeptfble to seismic liquefaction due to their dense consistency. WPE P1tES 7hree- or 4inch-diameter pipe piles driven with a 650- or 800- or 1,100-pound hyd►'aulic jackhammer ta the following final penetration rates may be assigned the following compressive capacities. 3 inches 12 s�nch 10�nch 6 seeFrch 6 tons 4 inehes 20 seGinch 15 s�neh 10 sedinch 10 tons Note: The refusal criteria indicated in the above table ate valid only for pipe piles that are installed usir�g a hydraulic impact hammer carcied on leads that allow the hammer to sit on the top of the pile during driving. If the piles are installed by aRemative methods, such as a vihrdtory hammer or a hammer that is hard-mourrted to the instaliation machine, numerous load tests to 2�0 percerrt of the design capacity would be necessary to substantiate the allowable pile load. The ap�xopriate number of load tests would need to be determined at the time the contrecto�and installation method are chosen. As a minimum, load tests on 20 percent af the piks is typical where altemative pfle installation methods aze used. Due to the presence of organic material in the fill soils, we recommend that cortosion protedion, such� gaNanizing, 6e provfded fot the pipe piles. If obstnictio�s are enCountered during pipe pile installation, the obstr�dions should be removed with an excavator, or the piles should be relocated to miss the obstfuCtions. Pile caps and gl'ade beams should be used to transmit loads to the piles. Isolated pite Caps should inGude a minimum of two piles to reduce the potential for eccentrie loads heing applied to the piles. Subsequent sections of pipe ean be conneeted with slip or threaded couplers, o� they can be welded together. If slip wuplers are used, they should fit snugly into the pipe sections. Tftis may require that shims be used or that beads of welding flux be applied to the outside of the coupler. Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the veRical, embedded portions of the foundation. For this condition, the foundatian must be eNher poured direetly against relatively level, undisturbed soil or surro�nded by level structural fill. We recommend using a passive earth pressure of 250 pounds per cubic foot (pe� for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above Will GEOTECH CONSULTANTS,INC, I�