1110 RAINIER AVE A DOMESTIC VIOLENCE SERVICES OF SNO CO 2018-01-01 MF Import

� Everett Hausin�� Authority May 16, 2012 � JN 12080 Page 4 bathing. Excessive �vater vapor trapped evithin structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems r�ith flooring syslems, excessively moist air �vithin occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of lhe occupants. The designer or arcliitect must consider the potential vapor sources and likely occupant uses, and provide su(ficient venlilation, either passive or mechanical, to prevent a build up of excessive water vapor wilhin ihe planned siructure. Geotech Consuitants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan revie�v would be additional work beyond the current scope oF work for this study, and it may inciude revisions to our recommendations to accommodato site, development, and geotechnical constraints that becom= more evident during the review process. We recommend including this report, in its entirery, in the project contract documents. This report should also be provided to any future property owners so they will be aware oF our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the Intemalional Builduig Code IBC, the site soil profile within 100 feet o( the ground surface is best represented by Site Class Type D(Stif( Site Class). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S;) and 1.0 second period (S,) equals 1.15g and 0.40g, respectively. The IBC states thal a site-specific seismic study need not be performed provided that lhe peak ground acceleration be equal to Sos/2.5, where Sos is determined in ASCE 7. It is noted lhat Sos is equal to 213S�as. Sns� equals F, times 55, where F, is determined in Table 11.41. For our sile, F, _ 1.04. Thus, the calculated peak ground acceleralion that we utililed for the seismic-related parameters of this report equals 0.32g. The site soils are not susceptible to seismic liquefaction bec2use of their dens� nature and/or the absence of near-surface groundwater. CONVENTIONAL FOUNDATIONS As noted earlier, �vhere overexcavation depths are not significanl, ine proposed structures can be supported on conventional continuous and spread footings bearing on undisturbod, medium-dense native soil, or on structural fill placed above this competcnt native soil. Soe the section enliUed General Earfhwork and Strucwral Fill tor recommendalions regarding the placement and compaction of structural fill beneath slructures. Adequate compaction of structural fill should be verified with frequent density testing during fill placemenL Prior to piacirg structural fill benealh foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that conlinuous and individuat spread footings have minimum widths of 76 and 24 inches, respectively. Exterior footings should also be botlomed at least 18 inches below the lowest adjacent finish ground surface for proteclion against (rost and erosion. The local buiiding codes should be reviewed to determine if di(ferent footing widths or embedment depths are required. Footmg subgrades must 6e cleaned of loose or disturbed soil prior lo pouring concrete. Depending upon site and equipment constraints, this may require removirg the disturbed soil by hand. GEOTECH CONSULTANTS, INC.