751.32 Concrete Pile Cap Intermediate Bents

751.32.1 General

751.32.1.1 Material Properties

Concrete
Typically, shall consist of:
	Class B Concrete (Substructure)	$\,f'_{c}$	= 3.0 ksi
		Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, n}	= 10

In addition, Class B-1 Concrete (Substructure) may also be used in special cases (See Project Manager).

Modulus of elasticity,

Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle E_c = 33,000\ K_1 \ (w_c^{1.5}) \sqrt{f^'_c}}

Where:

f'_c in ksi

w_c = unit weight of nonreinforced concrete = 0.145 kcf

K₁ = correction factor for source of aggregate

= 1.0 unless determined by physical testing

Modulus of rupture,

Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle f_r \ = \ 0.24 \sqrt{f'_{c}}}       LRFD 5.4.2.6

Where:

f'_c is in ksi

Reinforcing Steel

Minimum yield strength,	Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, f_y}	= 60.0 ksi
Steel modulus of elasticity,	$\,E_{s}$	= 29000 ksi

751.32.2 Design

751.32.2.1 Limit States and Factors

In general, each component shall satisfy the following equation:

Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, Q = \sum \eta_i \gamma_i Q_i \le \phi R_n = R_r}

Where:

Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, Q}	= Total factored force effect
Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, Q_i}	= Force effect
Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, \eta}	= Load modifier
Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, \gamma_i}	= Load factor
Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, \phi}	= Resistance factor
$\,R_{n}$	= Nominal resistance
Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, R_r}	= Factored resistance

Limit States

The following limit states shall be considered for bent design:

STRENGTH – I

STRENGTH – III

STRENGTH – IV

STRENGTH – V

SERVICE – I

FATIGUE

See LRFD Table 3.4.1-1 and LRFD 3.4.2 for Loads and Load Factors applied at each given limit state.

Resistance factors

STRENGTH limit states, see LRFD 5.5.4.2

For all other limit states, Failed to parse (SVG (MathML can be enabled via browser plugin): Invalid response ("Math extension cannot connect to Restbase.") from server "https://wikimedia.org/api/rest_v1/":): {\displaystyle \, \phi} = 1.00

Load Modifiers

751.32.3 Details

751.32.3.1 Front Sheet

Note:	The following are details and dimensions for the plan view of a typical pile cap bent on the front sheet of the bridge plans. Details and dimensions for an encased concrete pile cap bent are similar.
	Details for unsymmetrical roadways shall require dimensions tying Centerline Lane to Centerline Structure.

751.32.3.2 Typical Pile Cap Bent

Part Elevation	Part Section
Applicable for both HP piles (shown) and CIP piles

	Use 2'-6" minimum or as determined by the superstructure requirements or the minimum support length required for seismic criteria (expansion joint bents only) (3" increments) or the minimum beam width required to meet pile edge distance requirement.
	= 3’-0” (Min.) for Wide Flange, Double-Tee Girders,    Prestressed Girders and Plate Girders.
	Check the clearance of the anchor bolt well to the top of pile. Increase the beam depth if needed.
	If the depth at the end of the beam, due to the steps, exceeds 4'-6", the beam bottom should be stepped or sloped.
	Use 3/4" drip groove where expansion device is located at bent. Continue to use 1-1/2" clear to reinforcing steel in bottom of beam. 3/4" drip groove shall be formed continuously around all piling at 3" from edge of beam.
	Minimum of 3 piles at 10'-0" cts., maximum spacing (1" increments).
	Piles shall not be battered.

751.32.3.2.1 Sway Bracing

(Use when specified on Design Layout or when required by design.)

Guidance for use of sway bracing for steel bearing pile:

(1) When angle slope of bracing becomes less than 15° to the horizontal, omit the diagonal angles and use the horizontal angles only (except on four pile bents, then use alternate shown above).

Note: In case of a large number of piles, see the Structural Project Manager.

751.32.3.3 Encased Pile Cap Bent

Consideration shall be given to EPG 751.1.2.20 Substructure Type before using this type of structure.

Part Section

	Use 2'-6" minimum or as determined by the superstructure requirements or the minimum support length required for seismic criteria (expansion joint bents only) (3" increments) or the minimum beam width required to meet pile edge distance requirement.
	= 3’-0” (Min.) for Wide Flange, Double-Tee Girders,    Prestressed Girders and Plate Girders.
	Check the clearance of the anchor bolt well to the top of pile. Increase the beam depth if needed.
	If the depth at the end of the beam, due to the steps, exceeds 4'-6", the beam bottom should be stepped or sloped.
	Height by design. Embed encasement 2 ft. (min.) below the top of the lowest finished groundline elevation, unless a greater embedment is required for bridge design.
	Minimum of 3 piles at 10'-0" cts., maximum spacing (1" increments).

751.32.3.4 Closed Concrete Intermediate Diaphragms

See EPG 751.22.3.7.4 Bent Details for intermediate bent details required for closed concrete intermediate diaphragms.

751.32.4 Reinforcement

751.32.4.1 Typical Pile Cap Bent

Note:	Locate #4 bars "" under bearings where required to maintain a 6" maximum spacing of combined stirrups. (#4 bars "" are not required for Double-Tee Structures.)
	For epoxy coated reinforcement requirements, see EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements. Details of protective coating and sloping top of beam to drain shall be used when below an expansion device.
	When dimension “B” is required to be greater than 15” to clear piles by 1 ½”, typical when HP14 and CIP14 or larger diameter piles are used, add intermediate longitudinal bar(s) between piles. The spacing between intermediate bar(s) and full length bars shall not be greater than required by crack control provisions. Ends of intermediate bar(s) shall be hooked.

(1) 6” (Max.), add #6 bars as needed.

(2) 9” (Max.), add #6 bars at each face as needed.

(3) Location 2 development length, f'c = 3 ksi:

21" (uncoated)

32" (epoxy coated)

See EPG 751.5.9.2.8 for development and lap splice lengths not given or lengths for scenarios other than those shown. Provide standard hooks if required.

751.32.4.2 Encased Pile Cap Bent

Supplemental details for encased pile cap bents are provided.

Note:

When dimension “A” is greater than 18” add intermediate longitudal bar(s) between piles. Ends of bar(s) shall be hooked. Keep 3” minimum clearance between the pile and intermediate bar(s) and do not show on the plans.

Part Plan

Note:	Locate #4 bars "" under bearings where required to maintain a 6" maximum spacing of combined stirrups. (#4 bars "" are not required for Double-Tee Structures.)
	For epoxy coated reinforcement requirements, see EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements. Details of protective coating and sloping top of beam to drain shall be used when below an expansion device.