1011 39TH ST 2016-01-01 MF Import

GEOTECHNICAL ENG�NEERING STUDY Susan and Tliomas Zakos E-10138 Auyust 20, 2002 pp�e g The seepage encountered in our bcrings likely reflects nat�ral seepaye conditions, however, the site soils are further saturated from outfall from roof downspouts, footing drains, and irrigation. Runoff from tlie roof do��nspouts should b� collected and tiglitlined to ti�e toe of siope or to an appropriate drainage facility to furtlier reduce tlie saturation of the site soils. As part of tl�e repair process, tlie condition of tlie existing drainage syst�m witl�in tl�e descending slope and around tlie perimeter of tlie residence should be assessed. The drainage system should consist of sections of 4�incr diameter, riyid, schedule 40 PVC pipe. Under no circumstances sl�ould roof downspout clrain lines be connected to tlie footing drain system. Roof downspouts must be separately tightlined to discharge. Cleanouts should be installed at strategic locations to allow for periodic maintenance nf the footing drain and downspout tigl�tline systems. It is our understanding the descending slope may also include existing water, srwer, and storm drain lines that ertend down to the undeveloped roadway easement a: the toe of slope. Based on infoririation providecl by the current homeowner, a sewer line neai the Past end of the wall was recently repaired. Tl�e sewer line is located in an area tliat sliows the largest amount of settlement. It is unclear whether outflow from the sewer line affected tlie stability of tlie slope. The otlier utility lines sliould be located if present, and checked for leal<s. If the utility lines are located in areas that show indications of settlement or erosion, the trench backfill around tl'ie pipes may need to be improv?d to prevent channelized flow ��o��,d �n� o��s��+� os cne ��. Excavations and Slopes The following infonnation is provided solely as a service to our client. Under no circumstances should this in(orn;atiun be interpreted to mean that ECI is assuming responsibility for construction site safety or the Contractor's activities, such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the Iimits speci'ied in local, state (WISHA�, and Federal (OSHA) safety regulations. Based on the information obtained from tlie su�surface exploration, tlie loose to medium dense fill and native soils encountered at our test pit locations wouid be classified as Type C by OSHA/�VISHA. Temporary cuts greater than four feet in height in Type C soils should be sloped at an inclination of 1 .5H:1 V (Horizontal:Verticall. Tlie underiyinc� dense to very dense soils would be classified as Type B soils by OSHA!WISHA. Temporary cu±s greater tlian four feet in heigl�t in Type B soils may oe sloped at an incliiiation of 1 H:1 V. Saturated to waterbearing soils sliould be considered Type C soils and temporary slopes should be cut accordinqly. 6rth Cr,ns��ll;:n's'. In.:. . . . _ . ..._ . _. ... __ , .. _ ..,..__..' _ . . � .. , �- . i:' - 'ti.:�. _:,� . ,.,