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// CODE SNIPPET

3106F.8.2 Axial Springs for Piles

Los Angeles Building Code > 31F [SLC] Marine Oil Terminals > 3106F Geotechnical Hazards and Foundations > 3106F.8 Pile Axial Behavior > 3106F.8.2 Axial Springs for Piles
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The geotechnical analyst (see Section 3102F.3.4.8) shall coordinate with the structural analyst (see Section 3102F.3.4.4) and develop axial springs (T-z) for piles. The T-z springs may be developed either at the top or at the tip of the pile (see Figure 31F-6-1). If the springs are developed at the pile tip, the tip shall include both the friction resistance along the pile (i.e., side springs [t-z]) and tip resistance at the pile tip (i.e. tip springs [q-w]), as illustrated in Figure 31F-6-1. If T-z springs are developed at the pile top, the appropriate elastic shortening of the pile shall be included in the springs. Linear or nonlinear springs may be developed if requested by the structural analyst.

Due to the uncertainties associated with the development of axial springs, such as the axial soil capacities, load distributions along the piles and simplified spring stiffnesses, both upper-bound and lower-bound limits shall be estimated and utilized in the analyses.


FIGURE 31F-6-1
AXIAL SOIL SPRINGS [6.8]

Related Code Sections


3106F.8.2 [SLC] Marine Oil Terminals, Axial Springs for Piles
with the development of axial springs, such as the axial soil capacities, load distributions along the piles and simplified spring stiffnesses, both ...
Los Angeles Building Code > 31F [SLC] Marine Oil Terminals > 3106F Geotechnical Hazards and Foundations > 3106F.8 Pile Axial Behavior > 3106F.8.2 Axial Springs for Piles
3104F.4.7 [SLC] Marine Oil Terminals, Batter Piles
Batter piles primarily respond to earthquakes by developing large axial compression or tension forces. Bending moments are generally of secondary ...
Los Angeles Building Code > 31F [SLC] Marine Oil Terminals > 3104F Seismic Analysis and Structural Performance > 3104F.4 General Analysis and Design Requirements > 3104F.4.7 Batter Piles
1810.3.3.1.9 Soils and Foundations, Helical Piles
The allowable axial design load, P a , of helical piles shall be determined as follows: (Equation 18-4) where P u is the least value ...
Los Angeles Building Code > 18 Soils and Foundations > 1810 Deep Foundations > 1810.3 Design and Detailing > 1810.3.3 Determination of Allowable Loads > 1810.3.3.1 Allowable Axial Load > 1810.3.3.1.9 Helical Piles
1810.3.3.1.9 Soils and Foundations, Helical Piles
The allowable axial design load, P a , of helical piles shall be determined as follows: (Equation 18-4) where P u is the least value ...
Los Angeles Building Code > 18 Soils and Foundations > 1810 Deep Foundations > 1810.3 Design and Detailing > 1810.3.3 Determination of Allowable Loads > 1810.3.3.1 Allowable Axial Load > 1810.3.3.1.9 Helical Piles
1810A.3.3.1.9 Soils and Foundations, Helical Piles
The allowable axial design load, P a , of helical piles shall be determined as follows: (Equation 18 A -4) where P u is the least value ...
Los Angeles Building Code > 18A Soils and Foundations > 1810A Deep Foundations > 1810A.3 Design and Detailing > 1810A.3.3 Determination of Allowable Loads > 1810A.3.3.1 Allowable Axial Load > 1810A.3.3.1.9 Helical Piles
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