7815 E GLEN DR 2016-01-01 MF Import

All capacities presented above are predicated on a minimum 5-foot embedment into dense nati��e soils and a minimum pier length of 12 feet. Longer piers may be necessary depending on actual subsurface conditions, new fill thickness and foundatian elevation. The allowable vertical design loads may be increased by one-third for short-term wind or seismic loading. Anticipated settlement of pier-supported stcuctures should be less than 1 inch. , The actual total length of each 1 ier may be adjusted in the field based on required capacity and conditions encountered durin� drilling. Since completion of the pier takes place beiow ground, the judgement and experienee of the �eotechnical engineer or t.is field representative must be used as a basis for determining the required penetration and acceptability of each pier. Consequently, the use of the presented picr capacities in the design requires that all piers be inspected by the geotechnical ergineer or his representative who can interpret and collect the installation data and examine the contractor's operations. AESI, acting as the owner's field representative, would determine the required lengths of thc piers and keep records of pertinent installation data. A final summary report would then be distributed following completion of pier installation. 12.0 LATERAL WALL PRESSURES All backfill behind walls or azound foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally bac�lled walls, which aze free to yield laterally at least 0.1 percent of their height, may be designed using az� equivalent fluid equal to 35 pounds per cubic foot {pc�. Fully restrained, horizontally bac�lled rigid walls should be designed for an equivalent fluid of 55 pcf. Walis which retain sloping backfill at a maximum angle of 2H:1 V should be designed for 45 pcf for yielding conditions and 75 pcf for restrained conditions. �or walls located adjacent to areas that are subject to vehicle traffic, a surcharge equivalent to 2 feet of soil should be added to the wall height in determinina lateral design forces. The lateral pressures presented above are based on the conditions of a uniform bacl�ill consisting of the on-site lodgement till or imported sand and compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of adjacent azeas, such as below the proposed driveway. Thus, the compaction level is critical and should be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Footing drains should be provided for all retaining walls as Ziscussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic przssures do not develop again�t the walls. This would involve installation of a minimum 1 foot wide blanket d:ain for the full wall height using imported, washed gravel agsinst the walls, or an approved drainage board. The drainage medium must be installed such that i[ communicates freely with the footing drain system. 12