1315 PACIFIC AVE 2018-01-01 MF Import

• Erosion conhol mcasures bc implemented a,appropriate such that runoff from the site is reduced to the cxtcnt practical. • Surface water is diverted away from the excavation. • The gencral condition of the slopes be obsrned periodically by GeoEngineers to confirtn adequate stability. Since the contractor has control of thc conswction operations,the contractor should be made responsible for the stabiliry of cut slopes,as wcll as the safety of the excavations. We suggest that the contractor limit construction activities ncar the base of the cut slopes to those that arc absolutely necessary. The contractor should make it dcar that no person or activity be allowed at the top of thc slopcs whrn workers arc working at thc basc of the slopcs. The contnctor should take all necessary steps to ensurc the safery of thc workcrs ncar slopes. All shoring and temporary slopes must confotm to applicable local,statc and fcdcral safcry rcgulations,induuiug Titic 296 WAC,Part N,"Excavation,Trenching and Shorins" Soldier Plle Walls Cenerd. Temporary shoring will be necessary to support thc perimeter wt faces. Depending on design critcria and schcdules, it may also be possihle to utilize the temporary shoring as part oC the petmanent rctaining swcturc. Recommendations presented in this section addrcss the use of temporary soldier pile walls during construction. Gencrally temporary shoring is designed assuming that it will be required for about 18 months or less. If temporary shoring is expectcd to bc requ;rcd for a longer period,wc should bc consulted to re��iew the dcsign assumptions and providc tccommendations as appropriate. Soil nail walls typically arc wst effcctive in densc, stable soils with a groundwater condition below• the bottmn of the cxcavation. Decause of the prcsencc of about 12 feet of loose fill soils along the perimctcr of Ihe excavation,it is our opinion that a soil nail system is not appropriate for the planned cxcavation. It is gencrally not thc purposc of this report to provide spccific criteria for consWction mcthods, matcrials, or procedures. lt is thc responsibilily of the shoring contractor to verify actual ground conditions at thc sitc and to dctertnine the construction methods and proccdures needed for ins[allation of an appropriatc shoring systcm. Later�l Earth Pressures. Design latcral carth prcssures arc presented in Figure 4 for temparary shoring using cantilever walls. A traCfic surcharge bchind the wall is also included in the pressures to account for thc strcct traffic. Wc havc assumcd that thc wall may bc dcsi�.mcd using active conditions which allow wall movcment on the ordcr of 0.1 percent of the exca��ation dcpth. 'I'he prcssurc diagram does not include additional carth prcssurcs that may be imposed on the wall from tctnporap� cotutruction cquipmcnt such as concrctc wcks, cranes or storcd supplics. If constmction cquipmait is aniicipated �sithin a horizontal distance from thc shoring equal to or Icss than about 1/2 the diffcrcncc in cicvations bctwcrn thc strcct and thc bottom of thc cxcavation, additional loading to the walls may nced to bc takcn into account. Soldicr Piles. Thc soldicr pilcs should haec a sufficicnt dcpth af embedment to resist "kick-ouC'. We recommcnd a minimwn embedmenl of R fcei into thc densc to vcry dense sand and/or till encountered bclow approximalely Ele��ation 102 fect across the site. The verlical capacity of the soldicr piles to rcsist the downu•ard components of axial loads may be evaluated using an allowable end bearing��alue at the tip of the soldier pile ot 30 kips per square foot (ks� and an allowable skin friction of LS ksL These values arc bascd on factors of safcty of about 2.5 and 2,respccti��cly. FiIrA'n. 1i111-OOI-00 rQ$C � (�NCINEE�S� Junr 6.?OOx �I