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BLACK AVENUE RESIDENTIAL DEVELOPMENT 648-26-1 Page 10 Table 2: Preliminary 2019 CBC Site Data Classification/Coefficient Design Value Site Class D Site Latitude 37.671352 Site Longitude -121.87574 0.2-second Period Mapped Spectral Acceleration1, SS 1.79g 1-second Period Mapped Spectral Acceleration1, S1 0.657g Short-Period Site Coefficient – Fa 1 Long-Period Site Coefficient – Fv Null 0.2-second Period, Maximum Considered Earthquake Spectral Response Acceleration Adjusted for Site Effects - SMS 1.79g 1-second Period, Maximum Considered Earthquake Spectral Response Acceleration Adjusted for Site Effects – SM1 Null 0.2-second Period, Design Earthquake Spectral Response Acceleration – SDS 1.193g 1-second Period, Design Earthquake Spectral Response Acceleration – SD1 Null 7.3 POST-TENSIONED MAT FOUNDATIONS The planned at-grade residential structures may be supported on post-tensioned (PT) concrete mat foundations designed in accordance with the procedures developed by the Post-Tensioning Institute (latest edition) and the 2019 California Building Code. To reduce potential differential movement, on a preliminary basis, mats should be designed for a maximum average areal bearing pressure of 500 psf for dead plus live loads; at column or wall loading, the maximum localized allowable bearing pressure should be limited to about 3,000 psf. When evaluating wind and seismic conditions, allowable bearing pressure may be increased by one-third. Additional reinforcing steel may be required to help span irregularities and differential settlement. On a preliminary basis, we estimate that differential static settlements will be on the order of ½ inch or less across a typical mat foundation. Final settlement and foundation deflection criteria should be determined during the design-level geotechnical investigation. SECTION 8: CONCRETE SLABS AND PEDESTRIAN PAVEMENTS 8.1 EXTERIOR FLATWORK On a preliminary basis, exterior concrete flatwork subject to pedestrian and/or occasional light pick up loading should be at least 4 inches thick and supported on at least 4 inches of Class 2 aggregate base material overlying prepared subgrade. second Period, Maximum Considered Earthquake Spectral Response second Period, Maximum Considered Earthquake Spectral Response second Period, Maximum Considered Earthquake Spectral Response second Period, Maximum Considered Earthquake Spectral Response second Period, Design Earthquake Spectral Response Acceleration second Period, Design Earthquake Spectral Response Acceleration – S– SDSDS second Period, Design Earthquake Spectral Response Acceleration second Period, Design Earthquake Spectral Response Acceleration – SD1 TENSIONED MAT FOUNDATIONSTENSIONED MAT FOUNDATIONS grade residential structures may be supported on postgrade residential structures may be supported on post mat foundations designed in accordance with the procedures developed by the Postmat foundations designed in accordance with the procedures developed by the Post Institute (latest edition) and the 2019 California Building Code. Institute (latest edition) and the 2019 California Building Code. reduce potential differential movement, on a preliminary basis, mats should be designed for reduce potential differential movement, on a preliminary basis, mats should be designed for a maximum average areal bearing pressure of 500 psf for dead plus live loads; at column or a maximum average areal bearing pressure of 500 psf for dead plus live loads; at column or wall loading, the maximum localized allowable bearing pressure should be wall loading, the maximum localized allowable bearing pressure should be 3,000 psf. When evaluating wind and seismic conditions, allowable bearing pressure may be 3,000 psf. When evaluating wind and seismic conditions, allowable bearing pressure may be third. Additional reinforcing steel may be required to help span irregularities third. Additional reinforcing steel may be required to help span irregularities and differential settlement. and differential settlement. On a preliminary basis, we estimate that differential static settlements will be on the order of ½ On a preliminary basis, we estimate that differential static settlements will be on the order of ½