3301 CEDAR ST 2018-01-02 MF Import

Riringer Ouilding Motcrials Testinq& Consulting, Inc. Novcmlxr3,20d5 05�268 structurc. Thc allowablc settlemcnt is usually exceeded before bearing capacity considerations become important; thus, the allowable bearing pmssure is nortnally controlled by settlement considerations. Benrin�cepncity analysis is based on the visual classification of soil rype, densiq� in the test pits an�l laborntory test resulcs. These dnta indicate that the soils on this site consist of silty �and and lean clay of predominantly medium density. These soils exhibit bcaring cnpacities and se:;IcmeN characteristics suitable for the planned improvements. 7.J E:cavatioo� Foundation excavations thnt do not excecci four feet in depth may be constructed with side slopes approaching vertical. For deeper excavations, ttie soils cennot be relied on to remain standing. Thesc soils can fail, and collapse into any excavation. This is especially we when working at depths ne;u the water teL;e. Proper care must be taken to protect personnel and equipment wocking in or near excavations. The infortnndon provided in the following table is for planning purposes. Maintaining safe working conditions is the responsibility of the conVactor. lobsite conditions such as soil r.�oisture contcnt, wenther condition, carth movemcnts and equipment typc and operation can all affect slope stability. All excavations should bc sloped or braced ag required by applicable local, state and fcderel requircments. The contractor should not exceed th� following maximum cut slope inclinations: Table 3. Recommeoded Temponry Cut Sbpea Soll Type Temponry Permanent OSHA ClassHieatlon Maxlmum M�zlmum Incllnadon Incllnadon Ve StiNGlaclalTill 1H:1V 1.SH:1V B 7.5 GroundwatcrCootrol Groundwnter is not expected to cause any difliculties during conswction on this site. Surface runoff should be directed away from all open excavndons. The on-site silty and clayey soils can be expected to become soR and pump if subjeckd to excessive traffic after becoming wet during periods of rain. This can be avoided by constructing temporary or pertnanent driveway sections. All prepnred subgrnde surfnces should be protecled from the adverse effects of freeze/thaw, rain nud conswction tratTic 7.6 Geo�eismic SettioA 7T�is site is clnssified as a "Site Class D" according to the 2003 edition of the International Building Code (IDC). All building structures on this project should be designed to meet the IBC requircments for this seismic clnssification. 7.7 Liquefaction Potenti�l The matcri¢Is on site are prcdominantly of a fine-grained consistency, composed of silty and clnyey soils with sand. Decause the soils ure predominnnHy very stiff, and the water table is decper than thc depths explomd, the �tential for liquefaction of the soils in this nrea is ncgligible and not expected to present any problems for the project. � � �•z � ?�