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625 Cypress Avenue Geotechnical Investigation Project No. W1895-88-01 - 20 - April 23, 2024 acceptable unless used in conjunction with filter fabric to prevent the gravel from having direct contact with soil. The remainder of the trench backfill may be derived from onsite soil or approved import soil, compacted as necessary, until the required compaction is obtained. The use of minimum 2-sack slurry as backfill is also acceptable. Prior to placing any bedding materials or pipes, the excavation bottom must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon). 7.4.14 All trench and foundation excavation bottoms must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon), prior to placing bedding materials, fill, steel, gravel, or concrete. 7.5 Existing Foundations 7.5.1 During the site investigation, two test pits were excavated to partially expose and obtain foundation dimensions of the existing structure. The observed foundation dimensions are depicted on Figures 3A and 3B. Foundations derive support in existing artificial fill. 7.5.2 Based on the laboratory direct shear testing of the supporting soils, estimated bearing pressures are provided below for assumed minimum foundation dimensions. 7.5.3 Continuous footings with minimum dimensions of 12 inches in width, 18 inches in depth below the lowest adjacent grade, and bearing in artificial fill may be evaluated for an allowable bearing capacity of 2,000 pounds per square foot (psf). 7.5.4 Isolated spread foundations with minimum dimensions of 24 inches in width, 18 inches in depth below the lowest adjacent grade, and bearing in artificial fill may be evaluated for an allowable bearing capacity of 2,500 psf. 7.5.5 The soil bearing pressure above may be increased by 150 psf and 300 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. The allowable bearing pressure may be increased by up to one-third for transient loads due to wind or seismic forces. 7.5.6 Additional bearing capacity may be feasible; however, increasing the bearing capacity beyond the maximum allowable bearing capacity may induce additional settlement of the existing foundations. The use of higher bearing capacities will require coordination with the structural engineer and will be based on the structural tolerance for allowable total and differential settlements. The allowable bearing pressure may be increased by one-third for transient loads due to wind or seismic forces.