Section 3106F — GEOTECHNICAL HAZARDS AND FOUNDATIONS — 2025 California Building Code (Title 24, Part 2)

3106F.1 General. ¶

3106F.1 General. 3106F.1.1 Purpose. This section provides minimum standards for analyses and evaluation of geotechnical hazards and foundations under static and seismic conditions. 3106F.1.2 Applicability. The requirements provided herein apply to all new and existing MOTs. 3106F.1.3 Loading. The loading for geotechnical hazard assessment and foundation analyses under static and seismic conditions is provided in Sections 3103F and 3104F.

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3106F.2 Site characterization. ¶

3106F.2 Site characterization. Site characterization shall be based on site-specific geotechnical information. If existing information is used, the geotechnical engineer of record shall provide adequate justification. 3106F.2.1 Site classes. Each MOT shall be assigned at least one site class. Site Classes A, B, C, D and E are defined in Table 31F-6-1, and Site Class F is defined by any of the following: 1. Soils vulnerable to significant potential loss of stiffness, strength and/or volume under seismic loading due to liquefiable soils, quick and highly sensitive clays and/or collapsible…

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3106F.3 Seismic loads for geotechnical evaluations. ¶

3106F.3 Seismic loads for geotechnical evaluations. Section 3103F.4 defines the earthquake loads to be used for structural and geotechnical evaluations in terms of design Peak Ground Accelerations (PGA), spectral accelerations and design earthquake magnitude. Values used for analyses are based on Probabilistic Seismic Hazard Analyses (PSHA) using two levels of seismic performance criteria (Section 3104F.2.1 and Table 31F-4-1). on Jul 18, 2025 11:14 AM (CDT) THEREUNDER. MARINE OIL TERMINALS

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3106F.4 Liquefaction potential. ¶

3106F.4 Liquefaction potential. The liquefaction potential of the soils in the immediate vicinity of or beneath each MOT, and associated slopes, embankments or rock dikes shall be evaluated for the PGAs associated with seismic performance Levels 1 and 2. Liquefaction potential evaluation should follow the procedures outlined in NCEER report [6.3], SCEC [6.4] and CGS Special Publication 117A [6.5]. If liquefaction is shown to be initiated in the above evaluations, the particular liquefiable strata and their thicknesses shall be clearly shown on site profiles. Resulting hazards associated with…

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3106F.5 Slope or embankment stability and seismically induced lateral spreading. ¶

3106F.5 Slope or embankment stability and seismically induced lateral spreading. Slope or embankment stability related to the MOT facility, shall be evaluated for static and seismic loading conditions. 3106F.5.1 Static slope stability. Static stability analysis using conventional limit equilibrium methods shall be performed for site related slope or embankment systems. Live load surcharge shall be considered in analyses based on project-specific information. The long-term static factor of safety of the slope or embankment shall not be less than 1.5. 3106F.5.2 Pseudo-static seismic slope…

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3106F.6 Seismically induced settlement. ¶

3106F.6 Seismically induced settlement. Seismically induced settlement shall be evaluated. Based on guidelines outlined in SCEC [6.4] or other appropriate documents such as CGS Special Publication 117A [6.5]. If seismically induced settlement is anticipated, the resulting design impacts shall be considered, including the potential development of downdrag loads on piles.

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3106F.7 Earth pressures. ¶

3106F.7 Earth pressures. Both static and seismic earth pressures acting on MOT structures shall be evaluated. 3106F.7.1 Earth pressures under static loading. The effect of static active earth pressures on structures resulting from static load- ing of backfill soils shall be considered where appropriate. Backfill sloping configuration, if applicable, and backland loading conditions shall be considered in the evaluations. The loading considerations shall be based on project-specific information. The earth pressures under static loading should be based on guidelines outlined in NAVFAC DM7-02…

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3106F.8 Pile axial behavior. ¶

3106F.8 Pile axial behavior. 3106F.8.1 Axial pile capacity. Axial geotechnical capacity of piles under static loading shall be evaluated using guidelines for esti- mating axial pile capacities provided in POLB WDC [6.8] or other appropriate documents. A minimum factor of safety of 2.0 shall be achieved on the ultimate capacity of the pile using appropriate MOT loading. 31F-56 2025 CALIFORNIA BUILDING CODE on Jul 18, 2025 11:14 AM (CDT) THEREUNDER. MARINE OIL TERMINALS If liquefaction or seismically-induced settlement is anticipated, the ultimate axial geotechnical capacity of piles under…

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3106F.9 Soil springs for lateral pile loading. ¶

3106F.9 Soil springs for lateral pile loading. For design of piles under loading associated with the inertial response of the superstruc- ture, level-ground inelastic lateral springs (p-y) shall be developed. The lateral springs within the shallow portion of the piles (generally within 10 pile diameters below the ground surface) tend to dominate the inertial behavior. Geotechnical parameters for developing lateral soil springs shall follow guidelines provided in API RP 2A-WSD [6.9] or other appropriate documents. Due to uncertainties associated with the development of p-y curves for dike…

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3106F.10 Soil-pile interaction. ¶

3106F.10 Soil-pile interaction. Two separate loading conditions for the piles shall be considered: 1. Inertial loading under seismic conditions 2. Kinematic loading from lateral ground spreading Inertial loading is associated with earthquake-induced lateral loading on a structure, while kinematic loading refers to loading on foundation piles from earthquake induced lateral deformations of the slope/ embankment/dike system. Simultaneous application of these loading conditions shall be evaluated with due consideration of the phasing and locations of these loads on foundation elements. The…

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3106F.11 Soil-structure interaction – Shallow foundations and underground structures. ¶

3106F.11 Soil-structure interaction – Shallow foundations and underground structures. 3106F.11.1 Shallow foundations. Shallow foundations shall be assumed to move with the ground. Springs and dashpots may be evaluated as per Gazetas [6.10]. 3106F.11.2 Underground structures. Buried flexible structures or buried portions of flexible structures including piles and pipelines shall be assumed to deform with estimated ground movement at depth. As the soil settles, it shall be assumed to apply shear forces to buried structures or buried portions of structures including deep foundations.

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3106F.12 Underwater seafloor pipelines. ¶

3106F.12 Underwater seafloor pipelines. Geotechnical evaluations of underwater pipelines shall include static stability of the seafloor ground supporting the pipeline and settlement and lateral deformation of the ground under earthquakes. If the pipeline is buried, the potential for uplift of the pipeline under earthquakes shall also be evaluated.

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3106F.13 Symbols. ¶

3106F.13 Symbols. A = Site Class A as defined in Table 31F-6-1 B = Site Class B as defined in Table 31F-6-1 C = Site Class C as defined in Table 31F-6-1 CPT =Cone Penetration Test D = Site Class D as defined in Table 31F-6-1 D = Pile diameter p E = Site Class E as defined in Table 31F-6-1 F = Site Class F as defined in Table 31F-6-1 P = Applied load PI = Plasticity index p-y = Lateral soil spring S U = Undrained shear strength SPT = Standard Penetration Test t-z = Axial soil spring along the side of pile T-z = Composite axial soil spring at pile tip q-w = Axial soil spring at pile tip V S =…

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3106F.14 References. ¶

3106F.14 References. [6.1] American Society for Testing and Materials (ASTM), 2014, ASTM D4318-10 (ASTM D4318), “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils,” West Conshohocken, PA. [6.2] American Society for Testing and Materials (ASTM), 2014, ASTM D2216-10 (ASTM D2216), “Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass,” West Conshohocken, PA. [6.3] Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G. Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F. Jr., Hynes, M.E., Ishi- hara,…

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