// CODE SNIPPET
1813.3 Foundation Design Analysis
JUMP TO FULL CODE CHAPTER
The foundation design analysis shall consider an assessment of the potential consequences of any liquefaction and soil strength loss, including an estimation of total and differential settlement, lateral movement or reduction in foundation soil-bearing capacity, and may incorporate the potential benefits of any proposed mitigation measures. Such measures may be given consideration in the design of the structure and may include, but are not limited to, ground improvement, pore pressure dissipation, selection of appropriate foundation type and depths, selection of appropriate structural systems to accommodate anticipated displacements, or any combination of these measures.
In evaluating the potential for liquefaction, the effect of settlements induced by seismic motions and loss of soil strength shall be considered. The analysis performed shall incorporate the effects of the maximum considered earthquake (MCE) peak ground acceleration, appropriate earthquake magnitudes and duration consistent with the design earthquake ground motions as well as uncertainty and variability of soil properties across the site. The MCE peak ground acceleration, seismically induced cyclic stress ratios and pore pressure development may be determined from a site-specific study taking into account soil amplification effects and design ground motions appropriate for the seismic hazard. Other recognized methods of analysis may be used in the evaluation process subject to the approval of the commissioner. Effects of liquefaction shall be considered in the design except when the following conditions exist:
In evaluating the potential for liquefaction, the effect of settlements induced by seismic motions and loss of soil strength shall be considered. The analysis performed shall incorporate the effects of the maximum considered earthquake (MCE) peak ground acceleration, appropriate earthquake magnitudes and duration consistent with the design earthquake ground motions as well as uncertainty and variability of soil properties across the site. The MCE peak ground acceleration, seismically induced cyclic stress ratios and pore pressure development may be determined from a site-specific study taking into account soil amplification effects and design ground motions appropriate for the seismic hazard. Other recognized methods of analysis may be used in the evaluation process subject to the approval of the commissioner. Effects of liquefaction shall be considered in the design except when the following conditions exist:
- Structures classified as Risk Category I.
- When the calculated cyclic resistance ratio (CRR) is greater than or equal to the calculated cyclic stress ratio (CSR) for Risk Category II and III structures.
- When the calculated CRR is greater than 1.2 times the calculated CSR for Risk Category IV structures.
Related Code Sections
1813.3 Soils and Foundations, Foundation Design Analysis
The foundation design analysis shall consider an assessment of potential consequences of any liquefaction and soil strength loss including estimation ...
NYC Building Code 2008 > 18 Soils and Foundations > 1813 Liquefaction Analysis > 1813.3 Foundation Design Analysis
1813.3 Soils and Foundations, Foundation Design Analysis
The foundation design analysis shall consider an assessment of the potential consequences of any liquefaction and soil strength loss, including ...
NYC Building Code 2014 > 18 Soils and Foundations > 1813 Liquefaction Analysis > 1813.3 Foundation Design Analysis
Section 1806 Soils and Foundations, Retaining Walls and Other Retaining Structures
Seismic foundation design shall comply with the requirements of ASCE 7, Section 9.7. The geotechnical analysis ...
NYC Building Code 2008 > 18 Soils and Foundations > 1806 Retaining Walls and Other Retaining Structures
1812.6 Soils and Foundations, Pile Internal Stability to Resist Overturning and Translation
Where bracket assemblies or structural eccentric forces cause bending, the resulting moment pile design shall ensure stability in accordance ...
NYC Building Code 2014 > 18 Soils and Foundations > 1812 Helical Piles > 1812.6 Pile Internal Stability to Resist Overturning and Translation
1801.2.1 Soils and Foundations, Foundation Design for Seismic Overturning
Where the foundation is proportioned using the strength design load combinations of Section 1605.2, the seismic overturning moment need not exceed 75 ...
NYC Building Code 2008 > 18 Soils and Foundations > 1801 General > 1801.2 Design > 1801.2.1 Foundation Design for Seismic Overturning