Laserfiche WebLink
<br />1 <br />1 <br />1 <br />1 <br /> <br />1 <br /> <br /> <br />1 <br />1 <br /> <br />1 <br />1 <br />1 <br />1 <br />1 <br />1 <br />- 16 - <br />of each embarilanent. We also recommend a minimum of two observation <br />wells be provided along the maximum section in runoff pond #2 and <br />fresh water pond #2. One of the wells should be provided at approxi- <br />mate crest elevation on the downstream slope and one at the toe of the <br />slope. Both wells should extend to the underlying coarse granular <br />alluvial. Due to the low impoundment depth at runoff pond #3, and <br />relatively impervious conditions at runoff and fresh water pond #1, <br />installation of observation wells may not be required. <br />BRIDGE ABUlr]FNiS <br />We understand that bridge foundation construction will consist of <br />replaoertient of the abutments. subsoils encountered at the abutment <br />areas consist of approximately iU to 12 feet of fill and clayey sand <br />and gravel overlying coarse river run material. we understand the <br />existing diannel and abutments were at one time severely eroded and <br />subsequently protected by the heavy boulder material presently on the <br />banks. Eree water was encountered at depth 8 and 9 feet or approxi- <br />mately equal to river level. <br />Abutments can be founded with either spread footings placed on <br />the coarse river run material or with piles driven to refusal on the <br />underlying bedrock formation. For a driven pile alternative, we <br />recommend H piles with aaase-hardened protective point. Due to the <br />coarse nature of the deposit, pre~lrilling could be required to <br />achieve bearing elevations. Allowable load can be calculated <br />utilizing the structural capacity of the pile. <br />1 <br />