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., <br /> � � <br /> 1 <br /> DAV�D L.NELSC�N AND ASSOCIATES,INC. <br /> ConsulG:�g Eng�setring Geology ' <br /> August o, 1983 <br /> Project No. 3783 <br /> Pa�;e three , <br /> The piers (or piles) should be placed into the dense natural under- <br /> lying soils a minimum of 24". Since the existing church structure <br /> is very nearby, we would suggest the use oP drilled piers rather <br /> than driven piling, eo that atructural damage by vibration does <br /> not occur. We would suggest minimum 12" diameter piles, a minimum <br /> of 8' deep, which will acquire maximum allowable loads per pile <br /> of 1$ tone. IA portion of the £ootings could be supported upon <br /> conventional Yootings where the nztural eoils are near surfaces <br /> however, would require changing to the pil.e support where the 8' <br /> minimum length is necessary. All pile installations should be <br /> supervised by the soiTs consultant, to insure adequate penetration <br /> into the natural soils. <br /> ( As an alternative to the above pile support recommendation, the <br /> structures could be founded upon conventional continuous footings <br /> which are constructed using a reduced soils bearing value within <br /> the fill/organic areae, provided settlements which are expected to <br /> occur can be handled to minimi2e structural damage to the buildings. <br /> Footings presently are proposed to be 16" wide. This appears to <br /> be suitable within the easterly area where the natural dense soils <br /> are near surPace. However, within the northerly and westerly <br /> ar�ae, a reduced soil bearing value should be anticipated, of <br /> 1000 pef, creating footing widths of at least 24" within the area. <br /> Total and differential settlemeni:s should be anticipated. Since . <br /> accurate aettlement testing was not performed, we can only estimate <br /> the aznounts, which should be near 1.5"to 3" over time. Efforts <br /> should be made to monitor the amount of settlement occurring, and <br /> provisions made to corre¢t the occurrences. <br /> Dewatering and drainage of the area should be perSormed. We <br /> auggest the seepage and outcropping groundwaters a��ng the easterly <br /> line be collected in an interceptor drain and daylighted away <br /> £rom the etructure area. The interceptor drain ehould consist of <br /> perforated pipe embedded in washed aggregate, sufficiently deep to .J <br /> dewater the building areas. Foundation and roof drain systems, <br /> independantly directed away from the building areas, chould be <br /> ' _.7 <br />