751.39 Pile Footings - Revision history

Hoskir: /* 751.39.6.2 Pile Pull-out Force */ updated per RR3913

2024-11-21T18:49:18Z

751.39.6.2 Pile Pull-out Force: updated per RR3913

← Older revision		Revision as of 13:49, 21 November 2024
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	: (1) Factored resistance for skin friction = Geotechnical resistance factor for skin friction x Nominal skin friction resistance		: (1) Factored resistance for skin friction = Geotechnical resistance factor for skin friction x Nominal skin friction resistance

	:: Calculate nominal skin friction resistance of pile (without tip resistance).		:: Calculate nominal skin friction resistance of pile (without tip resistance).

	:: Geotechnical resistance factor for skin friction, φ<sub>up</sub>. from LRFD Table 10.5.5.2.3-1		:: Geotechnical resistance factor for skin friction, φ<sub>up</sub>. from LRFD Table 10.5.5.2.3-1

	:: Use φ<sub>up</sub> = 0.2 from LRFD table 10.5.5.2.3.-1 for single pile unless higher resistance factor can be justified based on soil type and test method.		:: Use φ<sub>up</sub> = 0.2 from LRFD table 10.5.5.2.3.-1 for single pile unless higher resistance factor can be justified based on soil type and test method.

	: (2) Factored resistance for pile tension = Structural resistance factor for pile tension x Yield strength of steel x Steel area of pile.		: (2) Factored resistance for pile tension = Structural resistance factor for pile tension x Yield strength of steel x Steel area of pile.

	:: Note: Since CIP pile is not filled at this stage, use steel pipe pile area without concrete to determine the factored resistance for pile tension. ASTM ~~252~~ allows “the wall thickness at any point shall not be more than 12.5% under the specified nominal wall thickness. For steel pipe pile area computation consider 87.5% of wall thickness.		:: Note: Since CIP pile is not filled at this stage, use steel pipe pile area without concrete to determine the factored resistance for pile tension. ASTM A252 allows “the wall thickness at any point shall not be more than 12.5% under the specified nominal wall thickness. For steel pipe pile area computation consider 87.5% of wall thickness.

	:: Structural resistance factor for pile tension, φ<sub>y</sub> = 0.25		:: Structural resistance factor for pile tension, φ<sub>y</sub> = 0.25

Hoskir: /* 751.39.4 Concrete Footing Design */ fixed errors from RR3796

2023-11-02T20:12:23Z

751.39.4 Concrete Footing Design: fixed errors from RR3796

← Older revision		Revision as of 15:12, 2 November 2023
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	Critical Section at <math>\frac {d_v}{2}</math> distance from face of column.		Critical Section at <math>\frac {d_v}{2}</math> distance from face of column.

	<math>V_r = \Phi V_n</math>		<math>V_r = \Phi V_n</math>

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	Notes: 1) f’c for footing is typically 3.0 ksi and matches f’c of column. Column and footing f’c may be increased to 4.0 ksi with approval from SPM or SLE.		Notes: 1) f’c for footing is typically 3.0 ksi and matches f’c of column. Column and footing f’c may be increased to 4.0 ksi with approval from SPM or SLE.

	::2) For simplicity, when calculating V_U, the maximum pile reaction may be assumed to act on all piles located outside the critical section.		::2) For simplicity, when calculating <math>V_U</math>, the maximum pile reaction may be assumed to act on all piles located outside the critical section.

	{\|		{\|

Hoskir: updated per RR3796

2023-11-01T14:22:54Z

updated per RR3796

Show changes

Hoskir: Hoskir moved page 751.39 Seal Course to 751.39 Pile Footings: Renamed per RR3796

2023-11-01T14:10:39Z

Hoskir moved page 751.39 Seal Course to 751.39 Pile Footings: Renamed per RR3796

← Older revision	Revision as of 09:10, 1 November 2023
(No difference)

EPGsysop: Per BR, revised pile cap bent, end bent and seal course guidance to show 18” embedment in concrete for all piles.

2017-05-19T18:34:55Z

Per BR, revised pile cap bent, end bent and seal course guidance to show 18” embedment in concrete for all piles.

← Older revision		Revision as of 13:34, 19 May 2017
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	[[Image:751.39.jpg\|right\|thumb\|700px\|<center>'''Notes:''' <br>~~'''~~ 1~~)'''~~ All pile shall be vertical~~. <br>~~		[[Image:751.39 2017.jpg\|right\|thumb\|700px\|<center>'''Notes:''' <br>[[Image:751.35 circled 1.gif]] All pile shall be vertical. </center> ]]
	~~'''2)''' Use 12” for Seismic Design Category A or 18” for Seismic Design Category B, C and D <br>~~
	~~per AASHTO Guide Specifications for LRFD Seismic Bridge Design~~.</center> ]]

Smithk: Per Bridge, minor clarification

2012-11-21T13:51:34Z

Per Bridge, minor clarification

← Older revision		Revision as of 08:51, 21 November 2012
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	[[Image:751.39 ~~seal course~~.jpg\|right\|thumb\|700px\|<center>'''Notes:''' <br>''' 1)''' All pile shall be vertical. <br>		[[Image:751.39.jpg\|right\|thumb\|700px\|<center>'''Notes:''' <br>''' 1)''' All pile shall be vertical. <br>
	'''2)''' ~~For AASHTO Guide Specification for LRFD, <br>~~		'''2)''' Use 12” for Seismic Design Category A or 18” for Seismic Design Category B, C and D <br>
	12” for ~~seismic design category~~ A ~~and~~ 18” for ~~seismic design category~~ B, C and D.</center> ]]		per AASHTO Guide Specifications for LRFD Seismic Bridge Design.</center> ]]

Smithk: Per Bridge, much of the article was updated to conform with LRFD practices.

2012-03-28T20:34:14Z

Per Bridge, much of the article was updated to conform with LRFD practices.

Show changes

Smithk: Bridge has updated this article to show the correct design method (previous method was incorrect).

2011-04-29T19:10:23Z

Bridge has updated this article to show the correct design method (previous method was incorrect).

Show changes

Smithk: attached article to new EPG 751

2010-04-15T15:16:44Z

attached article to new EPG 751

← Older revision		Revision as of 10:16, 15 April 2010
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	[[Category:751 LRFD ~~Manual General~~]]		[[Category:751 LRFD Bridge Design Guidelines]]

EPG-Admin at 17:59, 28 September 2007

2007-09-28T17:59:54Z

New page

<center>[[Image:751.39 seal course.gif]]</center>

Water elevation to be determined for site conditions by preliminary Design Section. Generally less than the average of high and low water.

Determine uplift force per pile by deducting weight of seal course and friction between seal course and sheet piling of cofferdam from uplift produced by hydrostatic head “<math>\, h</math>”.

Use friction value between seal course and sheet piling of <math>\, 2 lbs./ in.^2</math> acting on <math>\, (perimeter \times depth)</math> of seal course.

Allowable uplift force per pile shall be determined by minimum of:
{|
|1.||<math>\, 10 lbs./in.^2</math> frictional force to <math>\, (perimeter\ of\ pile \times depth\ of\ seal\ course)</math> .
|-
|2.||Pullout capacity of pile;
|-
| ||In saturated SAND <math>\, (F = 5.0PL^2)</math>
|-
| ||Where:
|-
| ||<math>\, P</math> = perimeter pile in feet
|-
| ||<math>\, L</math> = embedded length of pile in sand (ft.)
|-
| ||In saturated CLAY <math>\, (1.75 lbs./in.^2</math> frictional force to <math>\, (perimeter\ of\ pile \times embedment\ length\ of\ pile\ in\ clay)</math> .
|-
|3.||Maximum pullout of 12 kips or 20% of maximum friction pile load.
|}

[[Category:751 LRFD Manual General]]