751.36 Driven Piles - Revision history

Hoskir: /* 751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile */ updated per RR3913

2024-11-21T18:46:14Z

751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile: updated per RR3913

Hoskir: /* 751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile */ updated per RR3913

2024-11-21T18:42:21Z

751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile: updated per RR3913

← Older revision		Revision as of 13:42, 21 November 2024
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	<center>		<center>
	Grade 3 F<sub>y</sub> = 45 ksi; F'<sub>c</sub> = 4 ksi; Structural Axial Compressive Resistance Factor, (Φ<sub>c</sub>)<sup>1,3</sup> = 0.35		Modified Grade 3 F<sub>y</sub> = 50 ksi; F'<sub>c</sub> = 4 ksi; Structural Axial Compressive Resistance Factor, (Φ<sub>c</sub>)<sup>1,3</sup> = 0.35
	{\|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"		{\|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
	\|-		\|-
	!colspan="8"\|Unfilled Pipe For Axial Analysis<sup>2</sup>		! colspan="8" \| Unfilled Pipe For Axial Analysis<sup>2</sup>
	\|-		\|-
	!Pile Outside Diameter O.D., in.!!Pile Inside Diameter I.D., in.!!Minimum Wall Thickness, in.!! Reduced Wall thick. for Fabrication (ASTM ~~252~~), in. !!A<sub>s</sub>,<sup>4</sup><br/>Area<br/>of<br/>Steel<br/>Pipe,<br/>sq. in.!!Structural<br/>Nominal<br/>Axial<br/>Compressive<br/>Resistance<br/>P<sub>n</sub><sup>5,6,7</sup>,<br/>kips!!Structural<br/>Factored Axial<br/>Compressive<br/>Resistance<sup>1,7,8</sup>,<br/>kips !!0.9ϕ<sub>da</sub>F<sub>y</sub>*A<sub>s</sub><br/>Maximum<br/>Nominal<br/>Driving<br/>Resistance<sup>6</sup>,<br/>LRFD 10.7.8,<br/>kips		! Pile Outside Diameter O.D., in. !! Pile Inside Diameter I.D., in. !! Minimum Wall Thickness, in. !! Reduced Wall thick. for Fabrication (ASTM A252), in. !! A<sub>s</sub>,<sup>4</sup><br/>Area<br/>of<br/>Steel<br/>Pipe,<br/>sq. in. !! Structural<br/>Nominal<br/>Axial<br/>Compressive<br/>Resistance<br/>P<sub>n</sub><sup>5,6,7</sup>,<br/>kips !! Structural<br/>Factored Axial<br/>Compressive<br/>Resistance<sup>1,7,8</sup>,<br/>kips !! 0.9ϕ<sub>da</sub>F<sub>y</sub>*A<sub>s</sub><br/>Maximum<br/>Nominal<br/>Driving<br/>Resistance<sup>6</sup>,<br/>LRFD 10.7.8,<br/>kips
	\|-		\|-
	\|rowspan="2"\|14 \|\|13\|\| 0.5\|\| 0.44\|\| 18.47\|\| ~~831~~\|\| ~~291~~\|\| ~~748~~		\| rowspan="2" \| 14 \|\| 13 \|\| 0.5 \|\| 0.44 \|\| 18.47 \|\| 923 \|\| 323 \|\| 831
	\|-		\|-
	\|12.75\|\|0.625<sup>9</sup>\|\|0.55\|\|22.84\|\|~~1028~~\|\|~~360~~\|\|~~925~~		\| 12.75 \|\| 0.625<sup>9</sup> \|\| 0.55 \|\| 22.84 \|\| 1142 \|\| 400 \|\| 1028
	\|-		\|-
	\|rowspan="2"\|16 \|\|15\|\| 0.5\|\| 0.44\|\| 21.22\|\| ~~955~~\|\| ~~334~~\|\| ~~859~~		\| rowspan="2" \| 16 \|\| 15 \|\| 0.5 \|\| 0.44 \|\| 21.22 \|\| 1061 \|\| 371 \|\| 955
	\|-		\|-
	\|14.75\|\|0.625<sup>9</sup>\|\|0.55\|\| 26.28\|\| ~~1183~~\|\| ~~414~~\|\| ~~1064~~		\| 14.75 \|\| 0.625<sup>9</sup> \|\| 0.55 \|\| 26.28 \|\| 1314 \|\| 460 \|\| 1183
	\|-		\|-
	\|colspan="8" align="left"\|'''<sup>1</sup>'''Values are applicable for Strength Limit States. ~~<br/>~~'''<sup>2</sup>''' Use to determine preliminary number of pile and pile size. For piles predominantly embedded and tipped in cohesionless soils the maximum loads provided in [[#751.36.5.10 Pile Nominal Axial Compressive Resistance\|EPG 751.36.5.10]] will control. ~~<br/>~~'''<sup>3</sup>''' Use (Φ<sub>c</sub>) = 0.35 instead of 0.6 for structural axial compressive resistance factor (LRFD 6.5.4.2). Since ϕ<sub>dyn</sub> >> Φ<sub>c</sub> the maximum nominal driving resistance may not control. ~~<br/>~~'''<sup>4</sup>''' Corrosion NOT considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis use reduced pipe nominal wall thickness, 12.5%, for fabrication (ASTM A252).~~<br/>~~'''<sup>5</sup>''' Structural Nominal Axial compressive resistance for fully embedded piles only. ~~<br/>~~'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>~~<br/>~~                  = Maximum factored axial loads / ϕ<sub>dyn</sub> ≤ Structural nominal axial compressive resistance, P<sub>n</sub> and           LRFD 10.5.5.2.3~~<br/> ~~                  ≤ Maximum nominal driving resistance. ~~<br/>~~'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered. ~~<br/>~~'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance ~~<br/>~~'''<sup>9</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.~~<br/>~~'''Notes: '''~~<br/>~~Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42 ~~and Delmag D30-23 (Heavy Hammer)~~. Do not show minimum hammer energy on plans. ~~<br/>~~Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]. ~~<br/>~~Require dynamic pile testing for field verification for all CIP piles on the plans. <br/>ϕ<sub>dyn</sub> = 0.65 = Dynamic Testing resistance factor to be used to estimate nominal pile resistance during pile installation. This value may be increased if static load testing is specified per LRFD Table 10.5.5.2.3-1. ~~<br/>~~For additional design requirements, see [[#751.36.5.1 Design Procedure Outline\|EPG 751.36.5.1]].		\| rowspan="2" \| 20 \|\| 19 \|\| 0.5 \|\| 0.44 \|\| 26.72 \|\| 1336 \|\| 468 \|\| 1202
			\|-
			\| 18.75 \|\| 0.625 \|\| 0.55 \|\| 33.15 \|\| 1658 \|\| 580 \|\| 1492
			\|-
			\| rowspan="3" \| 24 \|\| 23 \|\| 0.5 \|\| 0.44 \|\| 32.21 \|\| 1611 \|\| 564 \|\| 1450
			\|-
			\| 22.75 \|\| 0.625 \|\| 0.55 \|\| 40.03 \|\| 2001 \|\| 700 \|\| 1801
			\|-
			\| 22.5 \|\| 0.75 \|\| 0.66 \|\| 47.74 \|\| 2387 \|\| 835 \|\| 2148
			\|-
			\| colspan="8" align="left" \|
			'''<sup>1</sup>'''Values are applicable for Strength Limit States.

			'''<sup>2</sup>''' Use to determine preliminary number of pile and pile size. For piles predominantly embedded and tipped in cohesionless soils the maximum loads provided in [[#751.36.5.10 Pile Nominal Axial Compressive Resistance\|EPG 751.36.5.10]] will control.

			'''<sup>3</sup>''' Use (Φ<sub>c</sub>) = 0.35 instead of 0.6 for structural axial compressive resistance factor (LRFD 6.5.4.2). Since ϕ<sub>dyn</sub> >> Φ<sub>c</sub> the maximum nominal driving resistance may not control.

			'''<sup>4</sup>''' Corrosion NOT considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis use reduced pipe nominal wall thickness, 12.5%, for fabrication (ASTM A252).

			'''<sup>5</sup>''' Structural Nominal Axial compressive resistance for fully embedded piles only.

			'''<sup>6</sup>''' Minimum Nominal Axial Compressive Resistance = Required nominal driving resistance, R<sub>ndr</sub>

			= Maximum factored axial loads / ϕ<sub>dyn</sub> ≤ Structural nominal axial compressive resistance, P<sub>n</sub> and           LRFD 10.5.5.2.3

			≤ Maximum nominal driving resistance.

			'''<sup>7</sup>''' Axial Compressive Resistance values shown above shall be reduced when downdrag is considered.

			'''<sup>8</sup>''' Maximum factored axial load per pile ≤ Structural factored axial compressive resistance.

			'''<sup>9</sup>''' 5/8” wall thickness is less commonly available than the smaller wall thicknesses of pipe pile.

			'''Notes: '''

			Drivability analysis shall be performed for all CIP piles (unfilled pipe) using Delmag D19-42. Do not show minimum hammer energy on plans.

			Check drivability for all CIP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]].

			Require dynamic pile testing for field verification for all CIP piles on the plans. <br/>ϕ<sub>dyn</sub> = 0.65 = Dynamic Testing resistance factor to be used to estimate nominal pile resistance during pile installation. This value may be increased if static load testing is specified per LRFD Table 10.5.5.2.3-1.

			For additional design requirements, see [[#751.36.5.1 Design Procedure Outline\|EPG 751.36.5.1]].
	\|}		\|}
	</center>		</center>

Hoskir: /* 751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile */ updated per RR3913

2024-11-21T18:37:41Z

751.36.5.5 Preliminary Structural Nominal Axial Design Capacity (PNDC) of an individual pile: updated per RR3913

← Older revision		Revision as of 13:37, 21 November 2024
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	:Maximum Load during pile driving = <math>\, 0.90 (f_y A_{st})</math>		:Maximum Load during pile driving = <math>\, 0.90 (f_y A_{st})</math>

	Welded or Seamless Steel Shell shall be ASTM ~~252~~ Grade 3 (45 ksi). ASTM ~~252~~ states “the wall thickness at any point shall not be more than 12.5% under the specified nominal wall thickness.” AASHTO recommends deducting 1/16” of the wall thickness due to corrosion (LRFD 5.13.4.5.2). Corrosion need not be considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis deduct 12.5% of specified nominal wall thickness (ASTM A252). For structural design deduct 12.5 % (ASTM A252) and 1/16” for corrosion (LRFD 5.13.4.5.2) from specified nominal wall thickness.		Welded or Seamless Steel Shell shall be ASTM A252 Modified Grade 3 (50 ksi). ASTM A252 states “the wall thickness at any point shall not be more than 12.5% under the specified nominal wall thickness.” AASHTO recommends deducting 1/16” of the wall thickness due to corrosion (LRFD 5.13.4.5.2). Corrosion need not be considered at construction stage and for drivability analysis and static analysis. For drivability analysis and static analysis deduct 12.5% of specified nominal wall thickness (ASTM A252). For structural design deduct 12.5 % (ASTM A252) and 1/16” for corrosion (LRFD 5.13.4.5.2) from specified nominal wall thickness.

	===751.36.5.6 Preliminary Factored Axial Design Capacity (PFDC) of an Individual Pile ===		===751.36.5.6 Preliminary Factored Axial Design Capacity (PFDC) of an Individual Pile ===

Hoskir: /* 751.36.2.1 Material Properties */ updated per RR3921

2024-08-20T19:15:24Z

751.36.2.1 Material Properties: updated per RR3921

← Older revision		Revision as of 14:15, 20 August 2024
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	====751.36.2.1.1 Structural Steel HP Pile====		====751.36.2.1.1 Structural Steel HP Pile====

	Structural Steel HP piling shall be ASTM A709 Grade ~~50S~~ (fy = 50 ksi) steel.		Structural Steel HP piling shall be ASTM A709 Grade 50 (fy = 50 ksi) steel.

			Note: ASTM A709 Grade 50S shall not be specified for HP piles without prior confirmation of the availability of the material.

	====751.36.2.1.2 Cast-In-Place (CIP) Pile====		====751.36.2.1.2 Cast-In-Place (CIP) Pile====

	Welded or Seamless steel shell (Pipe) for CIP piling shall be ASTM ~~252~~ Grade 3		Welded or Seamless steel shell (Pipe) for CIP piling shall be ASTM A252 Modified Grade 3

	:(f<sub>y</sub> = 45 ksi, E<sub>s</sub> = 29,000 ksi)		:(f<sub>y</sub> = 50 ksi, E<sub>s</sub> = 29,000 ksi)

	'''Concrete'''		'''Concrete'''

Hoskir: /* 751.36.5.7.1.1 Design Values for Individual HP Pile */ changes from RR3857

2024-03-27T18:59:37Z

751.36.5.7.1.1 Design Values for Individual HP Pile: changes from RR3857

← Older revision		Revision as of 13:59, 27 March 2024
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	<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1		<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1
	<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29\|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]].		<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29\|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]].
	<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42 ~~and Delmag D30-23 (Heavy Hammer)~~. Do not show minimum hammer energy on plans.		<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42. Do not show minimum hammer energy on plans.
	<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]		<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]
	<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline\|EPG 751.36.5.1]].		<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline\|EPG 751.36.5.1]].

Hoskir: /* 751.36.5.11 Check Pile Drivability */ updated per RR3857

2024-03-27T16:28:10Z

751.36.5.11 Check Pile Drivability: updated per RR3857

Hoskir: /* 751.36.5.7.1.1 Design Values for Individual HP Pile */ updated per RR3857

2024-03-27T16:06:55Z

751.36.5.7.1.1 Design Values for Individual HP Pile: updated per RR3857

← Older revision		Revision as of 11:06, 27 March 2024
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	<br/><br/><br/>'''Notes:		<br/><br/><br/>'''Notes:
	<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1		<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1
	<br/><br/>For more information about selecting pile driving verification methods refer to EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>).		<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29\|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]].
	<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42 and Delmag D30-23 (Heavy Hammer). Do not show minimum hammer energy on plans.		<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42 and Delmag D30-23 (Heavy Hammer). Do not show minimum hammer energy on plans.
	<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]		<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]

Hoskir: /* 751.36.5.7.2.1 Design Values for Individual HP Pile */ updated per RR3857

2024-03-27T16:05:17Z

751.36.5.7.2.1 Design Values for Individual HP Pile: updated per RR3857

← Older revision		Revision as of 11:05, 27 March 2024
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	<br/><br/><br/>'''Notes:		<br/><br/><br/>'''Notes:
	<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1		<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1
	<br/><br/>~~When Minimum Nominal Axial Compressive Resistance exceeds 600 kips do not use FHWA-modified Gates Dynamic Formula for field~~ verification. ~~Use Dynamic testing, Wave equation analysis or other method~~.		<br/><br/>For more information about selecting pile driving verification methods refer to [[751.36_Driven_Piles#751.36.5.3_Geotechnical_Resistance_Factor_.28.CF.95stat.29_and_Driving_Resistance_Factor_.28.CF.95dyn.29\|EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>)]].
	<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42 ~~and Delmag D30-23 (Heavy Hammer)~~. Do not show minimum hammer energy on plans.		<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42. Do not show minimum hammer energy on plans.
	<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]		<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]
	<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline\|EPG 751.36.5.1]].		<br/><br/>For additional design requirements, see [[#751.36.5.1 Design Procedure Outline\|EPG 751.36.5.1]].

Hoskir: /* 751.36.5.7.1.1 Design Values for Individual HP Pile */ updated per RR3857

2024-03-27T15:25:43Z

751.36.5.7.1.1 Design Values for Individual HP Pile: updated per RR3857

← Older revision		Revision as of 10:25, 27 March 2024
Line 388:		Line 388:
	<br/><br/><br/>'''Notes:		<br/><br/><br/>'''Notes:
	<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1		<br/><br/>ϕ<sub>dyn</sub> = Resistance factor of the dynamic method to be used to estimate nominal pile resistance during pile installation.      LRFD Table 10.5.5.2.3-1
	<br/><br/>~~When Minimum Nominal Axial Compressive Resistance exceeds 600 kips do not use FHWA-modified Gates Dynamic Formula for field~~ verification. ~~Use Dynamic testing, Wave equation analysis or other method~~.		<br/><br/>For more information about selecting pile driving verification methods refer to EPG 751.36.5.3 Geotechnical Resistance Factor (ϕ<sub>stat</sub>) and Driving Resistance Factor (ϕ<sub>dyn</sub>).
	<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42 and Delmag D30-23 (Heavy Hammer). Do not show minimum hammer energy on plans.		<br/><br/>Drivability analysis shall be performed for all HP piles using Delmag D19-42 and Delmag D30-23 (Heavy Hammer). Do not show minimum hammer energy on plans.
	<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]		<br/><br/>Check drivability for all HP Pile in accordance with [[#751.36.5.11 Check Pile Drivability\|EPG 751.36.5.11]]
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	\|}		\|}
	</center>		</center>


	=====751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile=====		=====751.36.5.7.1.2 Design Values for Individual Cast-In-Place (CIP) Pile=====

Hoskir: /* 751.36.5.3 Geotechnical Resistance Factor (ϕstat) and Driving Resistance Factor (ϕdyn) */ updated per RR3857

2024-03-27T15:14:46Z

751.36.5.3 Geotechnical Resistance Factor (ϕstat) and Driving Resistance Factor (ϕdyn): updated per RR3857

← Older revision		Revision as of 10:14, 27 March 2024
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	{\| style="margin: 1em auto 1em auto"		{\| style="margin: 1em auto 1em auto"
	\|-		\|-
	\|align="~~right~~" width="850"\|'''LRFD Table 10.5.5.2.3-1'''		\|align="center" width="850"\|'''LRFD Table 10.5.5.2.3-1'''
	\|}		\|}

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	<center>		<center>
	{\|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"		{\|border="1" style="text-align:center;" cellpadding="5" align="center" cellspacing="0"
	!Method!!Resistance Factor,<br/><math> \phi_{dyn}</math>		! Verification Method !! Resistance Factor,<br/><math> \phi_{dyn}</math>
	\|-		\|-
	\|FHWA-modified Gates Dynamic Pile Formula<br/>(End of Drive condition only)\|\|0.40		\|FHWA-modified Gates Dynamic Pile Formula<br/>(End of Drive condition only)\|\|0.40
	\|-		\|-
	\|Wave Equation Analysis\|\|0.50		\| Wave Equation Analysis (WEAP) \|\| 0.50
	\|-		\|-
	\|Dynamic Testing on 1 to 10% piles\|\|0.65		\| Dynamic Testing (PDA) on 1 to 10% piles\|\|0.65
	\|-		\|-
	\|Other methods\|\|Refer to LRFD Table 10.5.5.2.3-1		\|Other methods\|\|Refer to LRFD Table 10.5.5.2.3-1
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	</center>		</center>

	Use [https://epg.modot.org/index.php/751.50_Standard_Detailing_Notes#G7._Steel_HP_Pile EPG 751.50 Standard Detailing Note G7.3] on plans as required. This requirement shall apply to any type of rock meaning weak to strong rock including stronger shales where HP piling is anticipated to meet refusal.		Use [https://epg.modot.org/index.php/751.50_Standard_Detailing_Notes#G7._Steel_HP_Pile EPG 751.50 Standard Detailing Note G7.3] on plans as required for end bearing piles driven to rock. This requirement shall apply to any type of rock meaning weak to strong rock including stronger shales where HP piling is anticipated to meet refusal. The verification method shown on the plans is only used to verify the nominal axial compressive resistance prior to reaching practical refusal. If the practical refusal criterion is met the field verification method shown on the plans is no longer considered valid.

	FHWA-modified Gates Dynamic Pile Formula is not considered accurate for pile loading (Minimum Nominal Axial Compressive Resistance) exceeding 600 kips. When pile loading exceeds 600 kips, use wave equation analysis, dynamic testing or other method.		For end bearing piles tipped in shale, sandstone, or rock of uncertain strength at any loading where the likelihood of pile damage is increased, the Foundation Investigation Geotechnical Report (FIGR) should give a recommendation for dynamic pile testing (PDA) or no PDA. For most end bearing piles, where a recommendation for field verification is not given in the FIGR, the designer will need to determine whether gates or WEAP is required for the pile driving verification method based on the loading demands on the pile or other factors.

			For piles bearing on hard rock with MNACR less than 600 kips, FHWA-modified Gates Dynamic Pile Formula should be listed as verification method, and practical refusal criterion should control end of driving criteria. FHWA-modified Gates Dynamic Pile Formula is not considered accurate for pile loading (Minimum Nominal Axial Compressive Resistance) exceeding 600 kips. When pile loading exceeds 600 kips, use wave equation analysis, dynamic testing, or other method. Consideration should be given to using additional piles to reduce the MNACR below 600 kips.

			Under special circumstances when rock limits or conditions are nonuniform, WEAP should be considered in order to limit pile damage since it requires further scrutiny of the site conditions with the proposed pile driving system.

	Dynamic Testing is recommended for projects with friction piles.		Dynamic Testing is recommended for projects with friction piles.

← Older revision		Revision as of 11:28, 27 March 2024
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	===751.36.5.11 Check Pile Drivability===		===751.36.5.11 Check Pile Drivability===

	Drivability of the pile through the soil profile ~~can~~ be investigated using Wave equation analysis program or other available software. Designers may import soil resistances from a static analysis program or input soil values directly into Wave equation analysis program to perform drivability.		Drivability of the pile through the soil profile shall be investigated using Wave equation analysis program or other available software. Designers may import soil resistances from a static analysis program or input soil values directly into Wave equation analysis program to perform drivability.

	If soil values are to be directly input into Wave equation analysis program, enter in values of sand and clay layers with specific values of cohesion or internal friction angle or just by uncorrected blow count values obtained from borings.		If soil values are to be directly input into Wave equation analysis program, enter in values of sand and clay layers with specific values of cohesion or internal friction angle or just by uncorrected blow count values obtained from borings.

	Drivability analysis shall be performed for all ~~piles~~ (bearing pile and friction pile) using the Delmag D19-42 hammer and the ~~Delmag D30-32 – Heavy Hammer~~.		Drivability analysis shall be performed by the designer for all pile types (bearing pile and friction pile) using the Delmag D19-42 hammer with manufacturer recommendations. The drivability analysis shall confirm that the pile can be driven to the minimum tip elevation, rock elevation or reach the minimum nominal axial compressive resistance prior to refusal and without overstressing the pile. If the drivability analysis shows overstress or refusal prior to reaching the desired depth a lighter or heavier hammer from the table below may be used to confirm constructability. The drivability analysis is not intended to confirm that a pile can be driven through rock (shales, sandstones, etc…) where the likelihood of pile damage is increased and PDA is recommended to reduce loads and monitor pile stresses in the field. The drivability analyses performed by the designer do not waive the responsibility of the contractor in selecting the appropriate pile driving system per Sec 702.3.5 (also discussed below).

	Use soil profiles from borings and mimic soil characteristics as closely as possible for computations or in software to perform drivability analysis of any kind of pile.		Use soil profiles from borings and mimic soil characteristics as closely as possible for computations or in software to perform drivability analysis of any kind of pile.
Line 654:		Line 654:
	:{\| style="margin: 1em auto 1em auto"		:{\| style="margin: 1em auto 1em auto"
	\|-		\|-
	\|Nominal Driving Stress\|\|width="840"\| \|\|LRFD 10.7.8		\|'''Nominal Driving Stress'''\|\|width="840"\| \|\|'''LRFD 10.7.8'''
	\|}		\|}
	:Nominal driving stress ≤ 0.9ϕ<sub>da</sub>F<sub>y</sub>		:Nominal driving stress ≤ 0.9ϕ<sub>da</sub>F<sub>y</sub>
Line 660:		Line 660:
	::For CIP pile, Maximum nominal driving resistance, see [[#751.36.5.7.2.1 Design Values for Individual HP Pile\|EPG 751.36.5.7.1.2]] or [[#751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile\|EPG 751.36.5.7.2.2]] (unfilled pipe for axial analysis).		::For CIP pile, Maximum nominal driving resistance, see [[#751.36.5.7.2.1 Design Values for Individual HP Pile\|EPG 751.36.5.7.1.2]] or [[#751.36.5.7.2.2 Design Values for Individual Cast-In-Place (CIP) Pile\|EPG 751.36.5.7.2.2]] (unfilled pipe for axial analysis).

	If analysis indicates the piles do not have sufficient structural or geotechnical strength or drivability issues exist then consider increasing the number of piles.		If analysis indicates the piles do not have sufficient structural or geotechnical strength or drivability issues exist, then consider increasing the number of piles.

	===751.36.5.12 Information to be Included on the Plans===		===751.36.5.12 Information to be Included on the Plans===