1718 ENGLAND AVE 2016-01-01 MF Import

tGcotcchnicai Enginccnng Evaluation England Avenuc Lot � June 2,2005 NGA File No. 41 I805 Pagc 9 r than une inch total and I/2 inch differential betwecn adjacent footings or across a distance of about 30 7 fcet. i Lateral loads may be resisted by friction on the base of the footing and passive resistance against thc � subsurface portions of the foundation. A coefficient of friction of 0.3� may be used to calculate the base friction and should be applied [o the vertical dead load only. Passive resistance may be r.alculated as a triangular equivalent iluid pressure distribution. An equivalent fluid density of?50 pounds per cubic foot � (pc� shoulJ be used for passive resistance design for a Ie��el ground surface adjacent to the foating. This ICVCI SUf�BCC SIIOUI(I l'XIL`0(I a distance equal to at Icast thrce times the footing depth. These recommended Ivalues incorpontc safety factors of 1.5 and 2.0 applied to thc cstimated ultimate values for frictional and passive msislance, n:spectively. To .ICIIIL'VC �I115 VBIUC Of [�assive resistance, the foundations should be Ipoured "ncat" against the native medium dense to dense soils or compacted fill should be used as backfill againsl lhe front of the footing. We rccommend that the upper one-foot of soil be neglected when Icalculating the passive resistancc. Structural Till IGeneral: We do not anticipatc large scale fill placentent for this project; however, fill placed bencath I found:rtions, pavemcnt, or other settlement-sensiti��e stnictures should be plxed as swcwral fill. Structural fill, by definition, is placed in accordancc with prescribed methods and stnndards, and is monitored by an experienced gcotechnical professional or soils technician. Field moniroring procedures � would include the performance of a representative number of in-place Jensity tests to document the .ittainment of the desired degrec of rclative compaction. Thc arca to receive the fill shoidd be suitably I � prepared as describcd in the Site Preparation mid Grading subsection prior to beginning fill placement. I Materials: Stn�ctur:�l fill should consis[ of a �ood quality, granular soil, fine of organics and other dcletcrious matcri.�l and bc well graded ro a maximum sizc of about thrce inches. All-wcather fill should � contain no more than tive-percen[ fines (soil finer than U.S. No. 200 sieve, basec' on tlmt fraction passing � the U.S. 3/d-inch sievc). The use of on-site soils as structural fill should generally be feasiblc, but will be dependent on material moisture content at the time conswction takes place. The on-site soils should be ablc to be used as stn�ctur.il fill provided it is near the optimum moisturo content. We should be rctained to evaluate proposed stnictural fill material prior to constniction. � NELSON GEOTECHN/CAL ASSOC/ATES, INC. I