1400 W MARINE VIEW DR WATERFRONT PLACE APARTMENTS 2022-04-04

• Y designed it assuming support only from the CDSM elements and no support from the native soils between (e.g.,the slab must span between CDSM support locations). 3.4 Static and Seismic Settlement A static settlement calculation was performed using the finite element computer program Plaxis V2017 as shown in Appendix A.4. Two analyses were conducted: one axisymmetric model for the individual columns and one plane strain analysis for the rows of columns. The Young's modulus of the DSM was estimated based on Edm =300•UCS(Bruce et al. 2013). For the case of the rows,we used the effective column width of 2.64 feet. A working load of 150 kips was applied in the axisymmetric model and a working load of 56 kips/foot was used for the column row. The calculated settlement was 0.6 inches for the individual column which is less than the allowable settlement of 1 inch. For the row an applied load of 56 kips/foot was used,which is larger than the expected working loads,which generated a settlement of 1.4 inches. Scaling the load down to correspond to 1 inch of settlement(linear scaling is applicable since the model is elastoplastic and in the elastic region)results in an allowable load of 40 kips per linear foot. The building mat will be fully supported by CDSM columns and panels which fully penetrate the liquefiable soils and are embedded into very dense Glacially Consolidated Soils. Therefore settlement of the native soil will not impact the building foundation support and seismic settlements under the design earthquake are expected to be negligible. 3.5 CDSM Design Summary Our CDSM design plans and specifications are presented in Appendix B. The plan consists of a combination of shear panels and individual columns. The shear panels provide shear resistance to the building foundations. Shear panel frequency is increased where it is needed for lateral spreading resistance: in the east-west direction for the south building and in the southwest-northeast direction in southwest-facing part of the north building. At the request of DCI engineers,our plan denotes locations where dowels will be installed into the CDSM to provide shear connections between the mat slab and the CDMS. We understand this connection is needed because of reduced frictional resistance between the slab and CDSM which is caused by the inclusion of a membrane that is part of a sub-slab vapor extractions system. The dowels and their connections are designed by others and will be detailed on another plan sheet. 4.0 VERIFICATION AND TESTING Verification testing will include: 1. Monitoring of the DSM equipment and installation using a data acquisition system that will record time, depth,rig torque, crowd pressure,mixing tool rotation and grout specific gravity; 2. Collection of wet grab samples and cored samples; and 3. Uniaxial compressive strength(UCS)testing on wet grab and cored samples. The details of this program are laid out on the notes sheet in the plans in Appendix B. 5.0 REFERENCES Bruce,M.E.,Bert,R.R.,Collin,J.G.,Filz,G.M.,Terashi,M.and Yang,D.S. (2013).Federal Highway Administration Design Manual:Deep Mixing for Embankment and Foundation Support,FHWA Report No.FHWA-HRT-13-046 8I1' age