4711 GLENHAVEN DR 2016-01-01 MF Import

, design loads may be increased by one-third for short-term wind or seismic loading. Anticipated settlement of pier-supported structures should be less than one inch. Piers subjected to tension loads should have atleast one bar, full length, set in the grout. Piers subjected to bending should be adequately reinforced to resist imposed forces and moments. Fo; pier reinforcement design, a point of fixity may be assumed to be at a depth of 8.� feet below the ground surface. The depth to zero moment would be located at a depth of 19 feet below the , ground surface. We recommend that the pier foundation elements be tied together with a system of continuous grade beams which will increase lateral stabiliry. The drilled pier excavations should be examined by a representative from AESI, to verify that bearing conditions are as anticipated in tlus reporc. 11.0 SLAB-ON-GRADE FLOORS ` Slab-on-grade tloor slabs may be construc;ed on a minicnum of one foot of compacted natural soil subgrade or structural fll which has been placed above similady prepared basal soils. Areas of the slab subgrade that are dismrbed (loosened) during construction should be compacted to a non-yielding condition prior to placing the pea gravel as described below. Since basement floor slabs will be used within living quarters, these slabs should be construc:ed atop a capillary break material and a vapor bar:ier to control water seepage and - dampness. The capill�uy brea}: should consist of a minimum thicicness of 4 inches of washed pea grave( with an impervious 6 mil plastic moisture barrier on top of the capillary break. In addition. it is reconunended that a minimum of 2 inches of sand cover the moisture barrier to protect the inteeriry of the moisture barrier during concrete placement and to aid in the curing � ofthe concrete. 12.0 DRAINAGE CONSIDERATIONS Repeated traffic across site soils will res�lt in dismrbance and instabiliry of the subgrade soils. Therefore, prior to site work and construction, d�e contracror should be prepared to provide surface drainage and suberade protection as necessaq�. All perimeter foundation and retaining walls should be provided with a drain at �he footing elevation. Drains should consist of rigid, perforated, PVC pipe aurrounded by washed pea craveL The level of d�e perforations in Uie pipc should be set approxunately 2 inches belo�v [he bottom of the footing and die drains sho�ld be construcred with sefficien[ gradient to allow graviry discharge away from die building. In addition, all perimeter foundation/mtaining walls should be backfi4ed with a minimum 18 inch diick washed ;ravel blanl:et to within one foot of the final surface erade. Roof and surface runoff should not discharge into the footing drain system but shouid be handled by a separate, rigid tiehtline drain. All of the drains should �ISCI78T�C [0 lI1C adjaccnt street, or do�vn the e�isting natural drainaee to tlie nortl�. 1=