751.31 Open Concrete Intermediate Bents

751.31.1 General

751.31.1.1 Material Properties

Concrete

Intermediate bents on pile cap footings, spread footings or drilled shafts, or pile cap intermediate bents shall consist of:

Class B Concrete (Substructure) f'_c = 3.0 ksi

n = 10

In special cases when stronger concrete is necessary for design, Class B-1 (n = 8) may be considered for intermediate bents (caps, columns, tie beams, web beams, collision walls and/or footings). (Consult with the Structural Project Manager or Structural Liaison Engineer.)

The following equations shall apply to both concrete classes:

Modulus of elasticity,

$E_c=33,000K_1(w_c^{1.5})\sqrt{f_c^{\text{'}}}$

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,

$f_r=0.24\sqrt{f{\text{'}}_c}$       LRFD 5.4.2.6

Where:

f'_c is in ksi

Reinforcing Steel

Minimum yield strength,	$f_y=$60.0 ksi
Steel modulus of elasticity,	$E_s=$29000 ksi

751.31.1.2 Rigid Frame- No Tie or Web Beam

Beam

A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the

nearest 1”. Use square ends.

B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or

column diameter + 6”. (6” increments) (*)

C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

* For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D ≤ C ≤ 1.25 D.           SGS 8.13.5-1

Columns

D = Column diameter. 2’-6” minimum. Use 3’-0” minimum when the beam depth exceeds 3’-6”. (6” increments)

D' = Beam width overhang. Controlled by one of the following:

1) Beam width controlled by superstructure requirements

$\Rightarrow$ 3” ≤ D' ≤ 6”

2) Beam width controlled by minimum support length required for earthquake criteria.

$\Rightarrow$3” ≤ D' ≤ 15”

L = Spacing as determined by design, with no limit. (1” increments)

G = Overhang as determined by design, with no limits.

H = Column height as required by grade and footing elevations. Use construction joint in column when H exceeds 35’-0”.

NOTE: Try to keep columns and beams the same size where possible for economy of construction.

751.31.1.3 Web Beam – Web Supporting Beam

Beam

A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the

nearest 1”. Use square ends.

B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or

column diameter + 6”. (6” increments) (*)

C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

* For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D ≤ C ≤ 1.25 D.           SGS 8.13.5-1

Columns

D = Column diameter. 3’-0” minimum. (6” increments)

D' = Beam width overhang. Controlled by one of the following:

1) Beam width controlled by superstructure requirements

$\Rightarrow$ 3” ≤ D' ≤ 6”

2) Beam width controlled by minimum support length required for earthquake criteria.

$\Rightarrow$3” ≤ D' ≤ 15”

L = Spacing as determined by design, with 35'-0" maximum. (1” increments)

G = Overhang as determined by design, with no limits.

H = Column height as required by grade and footing elevations.

Webs

T = Web thickness. For a 3’-0” column diameter, use T = column diameter. For column diameters ≥ 3’-6”, use T = 0.5 x (column diameter).

H' = See bottom elevations of web given on the Design Layout.

NOTE: Try to keep columns and beams the same size where possible for economy of construction.

751.31.1.4 Tie Beam

Beam

A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the

nearest 1”. Use square ends.

B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or

column diameter + 6”. (6” increments) (*)

C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

* For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D ≤ C ≤ 1.25 D.           SGS 8.13.5-1

Columns

D = Column diameter. 3’-0” minimum. (6” increments)

D' = Beam width overhang. Controlled by one of the following:

1) Beam width controlled by superstructure requirements

$\Rightarrow$ 3” ≤ D' ≤ 6”

2) Beam width controlled by minimum support length required for earthquake criteria.

$\Rightarrow$3” ≤ D' ≤ 15”

L = Spacing as determined by design, with 30'-0" maximum. (1” increments)

G = Overhang as determined by design, with no limits.

H = Column height as required by grade and footing elevations.

Tie Beam

T = Tie beam thickness. Minimum T = 0.5 x (column diameter).

H' = See bottom elevations of tie beam given on the Design Layout. Minimum H' = 2 x T (round to the next foot higher).

NOTE: Try to keep columns and beams the same size where possible for economy of construction.

751.31.1.5 Tie Beam with Change in Column Diameter

Beam

A = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the

nearest 1”. Use square ends.

B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or

column diameter + 6”. (6” increments) (*)

C = Depth as required by design. 2’-6” minimum and no less than the column diameter. (3” increments) (*)

* For SDC A ratio of beam width to beam depth, B/C, shall be ≤ 1.25. For SDC B, C and D, beam depth shall be proportioned to D1 ≤ C ≤ 1.25 D1.           SGS 8.13.5-1

Columns

D1 = Column diameter. 3’-0” minimum. (6” increments)

D2 = Column diameter, Minimum of (D1 + 6”). Check lap of vertical reinforcement required. See Structural Project Manager.

D' = Beam width overhang. Controlled by one of the following:

1) Beam width controlled by superstructure requirements

$\Rightarrow$ 3” ≤ D' ≤ 6”

2) Beam width controlled by minimum support length required for earthquake criteria.

$\Rightarrow$3” ≤ D' ≤ 15”

L = Spacing as determined by design, with a 30’-0” maximum with tie beams and no limit without tie beams. (1” increments)

G = Overhang as determined by design, with no limits.

H = Column height as required by grade and footing elevations.

H' = Approximately 0.5 x H. Top of tie beam should be at the same elevation as the top of the larger diameter columns in order to

minimize the number of construction joints. Top of tie beam may be located on the Design Layout.

Tie Beam

I = Depth as required by design. Minimum of 3’-0” (3” increments).

J = Width as required by design. Minimum of (0.5 x D1).

NOTE: Try to keep columns and beams the same size where possible for economy of construction.

751.31.1.6 Hammer Head Type

Beam

L = Length to be determined by the superstructure requirements or the minimum support length required for earthquake criteria, to the

nearest 1”. Use square ends.

B = Width to be determined by the minimum of: superstructure requirements, minimum support length required for earthquake criteria, or

column width + 6”. (6” increments) (*)

C = Depth as required by design. 2’-6” minimum and no less than the column width. (3” increments) (*)

E = Depth as required by design (see “F”)

F = Angle as required by design (20° maximum)

* Ratio of beam width to beam depth, B/C, shall be ≤ 1.25

Columns

A = Length as required by design, approximately L/3. Use round ends for column.

D = Width as required by design with a minimum of 2’-6”. (6” increments)

D' = Beam width overhang. Controlled by one of the following:

1) Beam width controlled by superstructure requirements

$\Rightarrow$ 3” ≤ D' ≤ 6”

2) Beam width controlled by minimum support length required for earthquake criteria.

$\Rightarrow$ 3” ≤ D' ≤ 15”

NOTE: Try to keep columns and beams the same size where possible for economy of construction.

751.31.1.7 Collision Walls

Structure Over Railroad, Track on One Side of Bent

These details are typical for bents with two or more columns.

Column faces located within 25’-0” of the centerline of track shall meet standards specified in part 2 or Chapter 8 of the AREA Manual (*) except as modified in this article. Certain railroads have specific requirements that also must be complied with. Check the Preliminary Design Layout data.

(1)	For column spacing over 25’-0”, see Structural Project Managers.
(2)	6’-0” minimum for columns from 12’-0” to 25’-0” clear from the centerline of the track; 12’-0” minimum for columns less than 12’-0” clear from the centerline of the track.
(3)	In general, the collision wall shall extend to at least 4’-0” below the lowest surrounding grade. For spread footing on rock, the collision wall may extend to less than 4’-0” below the lowest surrounding grade with railroad’s concurrence. Top of footing elevations should correspond with bottom of collision wall.
(4)	Diameter of Column 2’-6” 3’-0” ≥ 3’-6” Width of Collision Wall 3’-0” (**) 3’-6” (**) 2’-6” min.

* AREA–American Railway Engineering Association

** To facilitate construction, match the back face of collision wall to the face of column.

Structure Over Railroad, Track on Both Sides of Bent

These details are typical for bents with two or more columns.

Column faces located within 25’-0” of the centerline of track shall meet standards specified in part 2 or Chapter 8 of the AREA Manual (*) except as modified in this article. Certain railroads have specific requirements that also must be complied with. Check the Preliminary Design Layout data.

(1)	For column spacing over 25’-0”, see Structural Project Managers.
(2)	6’-0” minimum for columns from 12’-0” to 25’-0” clear from the centerline of the track; 12’-0” minimum for columns less than 12’-0” clear from the centerline of the track.
(3)	In general, the collision wall shall extend to at least 4’-0” below the lowest surrounding grade. For spread footing on rock, the collision wall may extend to less than 4’-0” below the lowest surrounding grade with railroad’s concurrence. Top of footing elevations should correspond with bottom of collision wall.

* AREA – American Railway Engineering Association

Structure Over Railroad, Track on One Side of Single Column Bent

These details are typical for bents with one column.

Column face located within 25’-0” of the centerline of track shall meet standards specified in part 2 or Chapter 8 of the AREA Manual (*) except as modified in this article. Certain railroads have specific requirements that also must be complied with. Check the Preliminary Design Layout data.

(1)	6’-0” minimum for columns from 12’-0” to 25’-0” clear from the centerline of the track; 12’-0” minimum for columns less than 12’-0” clear from the centerline of the track.
(2)	In general, the collision wall shall extend to at least 4’-0” below the lowest surrounding grade. For spread footing on rock, the collision wall may extend to less than 4’-0” below the lowest surrounding grade with railroad’s concurrence. Top of footing elevations should correspond with bottom of collision wall.
(3)	Diameter of Column 2’-6” 3’-0” ≥ 3’-6” Width of Collision Wall 3’-0” (**) 3’-6” (**) 2’-6” min.

* AREA – American Railway Engineering Association

** To facilitate construction, match the back face of collision wall to the face of column.

751.31.2 Design

751.31.2.1 Limit States and Factors

In general, each component shall satisfy the following equation:

$Q=\sum {\eta }_i{\gamma }_i{Q}_i\le \varphi R_n=R_r$

Where:

$Q$	= Total factored force effect
$Q_i$	= Force effect
${\eta }_i$	= Load modifier
${\gamma }_i$	= Load factor
$\varphi$	= Resistance factor
$R_n$	= Nominal resistance
$R_r$	= Factored resistance

Limit States

The following limit states shall be considered for bent design:

STRENGTH – I

STRENGTH – III

STRENGTH – IV

STRENGTH – V

SERVICE – I

EXTREME EVENT– II

See LRFD Table 3.4.1-1 and LRFD 3.4.2 for Loads and Load Factors applied at each given limit state. The minimum load factor for TU should be used in the application of temperature forces. Maximum load factor for TU is used in calculating deformations only.

Service dead loads only are required for the beam cap rupture check. See EPG 751.31.2.3.

Resistance factors

STRENGTH limit states, see LRFD 5.5.4.2

For all other limit states, Ø = 1.00

Load Modifiers

751.31.2.2 Loads

Dead Loads

Loads from stringers, girders, etc. shall be applied as concentrated loads applied at the centerline of bearing. Loads from concrete slab spans shall be applied as uniformly distributed loads.

Live Loads

Loads from stringers, girders, etc. shall be applied as concentrated loads applied at the centerline of bearing. Dynamic load allowance (impact) should be included for the design of the beam, web supporting beam and top of columns. No dynamic load allowance should be included for bottom of column, tie beams or footing design.

Temperature and Shrinkage

The effect of temperature and shrinkage from the superstructure shall be considered. Columns and footings shall be analyzed for moments normal to the bent due to the horizontal deflection of the top of the bent due to bearings with high friction coefficients.

The effect of temperature should be applied at the top of the substructure beam.

Buoyancy

The effect of buoyancy should be analyzed when specified on the Design Layout or by the Structural Project Manager.

Earth Pressure

Moments due to the equivalent fluid pressure of earth on columns and webs shall be analyzed where the ground line at the time of construction or potential changes in the ground line indicate.

Vertical earth loads on tie beams shall be applied as uniform loads for a column of earth equal to 3 times the width of the beam. The weight of earth for footing design shall be that directly above the footing, excluding that occupied by the column.

The earth load above seal course shall be considered in computing pile loads. Refer to the Pile Footings portion of the guidelines for design and dimensions of pile.

For horizontal earth loads the following shall be used:

* A factor of 2.0 is applied to the moment to allow for the possibility of the column resisting earth pressure caused by the earth behind the column twice the column width.

Horizontal Earth Load Distributed To Columns

Collision

Collision walls are to be designed for the unequal horizontal forces from the earth pressure, if the condition exists (See Design Layout). The vertical force on the collision wall is the dead load weight of the wall (*). If a bent has three or more columns, design the steel in the top of the wall for negative moment.

(*) For footing design, the eccentric dead load moment due to an unsymmetrical collision wall shall be considered.

Columns shall be designed for collision loads as outlined in EPG 751.2.2.6 Other Loads. Collision shear reinforcement may be referenced from the table in EPG 751.31.3.2 Column or shear reinforcement may be determined by design. When collision design is required, flexural effects from collision forces shall be considered for the Extreme Event II limit state. For the collision loading the column may be assumed to act as fixed-pinned with no lateral movement at the top of the column for out-of-plane bending.

Seal Course

The weight of the seal course shall not be considered as contributing to the pile loads, except for unusual cases (See Structural Project Manager).

751.31.2.3 General Design Assumptions

* Use only if specified on the Design Layout or as stated by the guidelines in this article.

** For column spacings greater than 30'-0", tie beams are not to be used, unless the web supports the beam.

Elevations for General Intermediate Bent

General

The following are general design guidelines for the design of intermediate bents.

Rigid frame design is to be used for designing Intermediate Bents and Piers.

The joint between the beam and column, and web or tie beam and column, shall be assumed to be integral for all phases of design and must be analyzed for reinforcement requirements as a “Rigid Frame”.

The joint between the column and footing is assumed to be “fixed”, unless foundation flexibility needs to be considered as required by the Structural Project Manager.

Beam

Beams shall be designed for vertical loads, including a dynamic load allowance (impact) and components of horizontal forces.

The gross concrete section, without contribution from reinforcement, shall not rupture under service dead loads. In addition, longitudinal reinforcement shall be distributed to control cracking at the Service-I limit state.

Fatigue design should not control the size of reinforcement in the beam. LRFD 5.5.3.2 may be ignored for open concrete intermediate bents.

The minimum reinforcement shall be such that the factored flexural resistance, Mr, is greater than or equal to the lesser of:

Minimum Tensile Reinforcement

The amount of tensile reinforcement shall be adequate to develop a factored flexural resistance, M_r, at least equal to the lesser of either:

1) M_cr = cracking moment       LRFD Eq. 5.7.3.3.2-1

2) 1.33 times the factored moment required by the applicable strength load combinations specified in LRFD Table 3.4.1-1.

Additional reinforcement is required in the sides of the beam. The following table gives adequate steel for both temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

Additional side reinforcement required for reinforced concrete beam caps (per face)

Beam Height, H	Number – Bar Size
H ≤ 36”	4 - #6
36” < H < 54”	5 - #6
54” ≤ H ≤ 72”	6 - #6
H > 72”	By Design (LRFD 5.7.3.4)

Tie Beam

Use a tie beam when specified on the Design Layout or by the Structural Project Manager or when the unsupported height exceeds 30 feet, except as noted

Do not use tie beams on grade separations.

Do not use tie beams when column spacing exceeds 30 feet. For this situation, use a minimum column diameter of $K{l}_u/25(K=1.2)$ in lieu of a tie beam.

Additional side reinforcement shall be designed for temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

Unsupported Height

The unsupported height is the distance from the bottom of the beam to the top of the footing. If the distance from the ground line to the top of footing is $\ge$ 10 feet, the unsupported height and the fixed point may be measured from the bottom of the beam to the ground line plus 1/2 the distance from the ground line to the top of the footing.

For single column intermediate bents, the column shall be considered “fixed” at the top of footing for all conditions.

Columns

Use round columns for all bridges, unless otherwise specified on the Design Layout.

Tops of column shall be designed for vertical loads with consideration of dynamic load allowance (impact) and maximum components of horizontal forces. Bottom of columns do not require impact forces to be included.

The minimum area of reinforcement, A_s, shall be taken as the greater of:

• $\frac{0.135A_{g}f{\text{'}}_c}{f_y}$

LRFD 5.7.4.2

• $0.01A_g$

Where:

$A_g$= gross area of section. (in.²)

For typical columns with f’_c = 3 ksi, the 1% of column gross area will control. MoDOT prefers to follow ACI 10.9 and recognize LRFD 5.7.4.2 when it would control. (The minimum area of reinforcement based on LRFD is significantly less than ACI for f’_c = 3 ksi).

Minimum Allowable Bars for Column Reinforcement Design

Column Diameter	Vertical Reinforcement (Assuming 1% of Column Gross Area)
2’-6”	9 - #8
3’-0”	13 - #8
3’-6”	18 - #8
4’-0”	23 - #8
4’-6”	29 - #8
5’-0”	29 - #9
5’-6”	35 - #9
6’-0”	41 - #9

The maximum reinforcement shall be limited by the following requirements:

$A_s\le 0.04A_g$                                                     SGS 8.8.1

• Spacing limitations given in this article.

Maximum Allowable Number of Bars for the Given Bar Sizes

Column Diameter	Maximum Number of Bars
	#8	#9	#10	#11
2’-6”	18	18	17	15
3’-0”	22	22	21	18
3’-6”	26	26	26	22
4’-0”	30	30	30	25
4’-6”	34	34	34	29
5’-0”		38	38	32
5’-6”		43	42	36
6’-0”		47	46	40

Above table is applicable for standard dowel bar arrangments, see EPG 751.31.3.2.

A preliminary economic analysis should be conducted before determining the number of columns and column spacing. For the analysis, assume the rates for Concrete, Class 1 and Class 2 Excavation, and Piles. Omit reinforcing bars in the cost analysis.

Column Spacing

Columns, with the exception of web supporting beam type bents, shall be spaced, to the nearest 1”, in which balanced positive and negative beam moments are produced. A positive beam moment up to 10% larger than the negative beam moment is acceptable. Strength Limit State Load Combinations shall be used to determine column spacing.

To estimate centerline-to-centerline spacing for a two column bent, use 72% of the distance from centerline of outside girder to centerline of outside girder. For a three column bent, use 44% of the centerline-to-centerline distance of outside girders.

Footings

Footings shall be designed for vertical loads and maximum normal and parallel components of the horizontal forces.

Elevations for Intermediate Bent with Web Beam

Web Supporting Beam

In analysis, web beams shall be modeled as plate elements. If the ability to model a web beam as a plate element is unavailable, the following may be considered:

Simplified Model

The web itself is made up of several tie beams (typically 4 tie beams). The moment of inertia of an individual tie beam is equal to the moment of inertia of the web in the bent’s out-of-plane direction divided by the total number of tie beams.

Any column segment which is connected to the web is treated as a prismatic member with moment of inertia in the bent’s out-of-plane direction $(I_z)$ equal to the actual column moment of inertia in that direction, and with the moment of inertia in the bent’s in-plane direction $(I_y)$ equal to the total moment of inertia of web in the bent’s in-plane direction divided by the total number of columns plus the moment of inertia of the column itself. The equivalent column diameter is assumed to be $(\frac{64I_y}{\pi }{)}^{0.25}$.

Section Views for an Intermediate Bent with Web Beam

In the above example, the moment of inertia of the column in the bent’s in-plane and out-of-plane directions can be calculated as:

Out-of-plane->	$I_z=\frac{\pi (3.5\times 12{)}^4}{64}(in{.}^4)$
In-plane->	$I_y=\frac{(2\times (17\times 12)\times 21^3)}{(12)(3)}+\frac{\pi (3.5\times 12{)}^4}{64}(in{.}^4)$

The equivalent column diameter is then assumed to be $(\frac{64I_y}{\pi }{)}^{0.25}$.

Thus, the column can be treated as a telescoping column and then the moment magnifier or P-δ slenderness effects can be calculated.

Since the web is made up of 4 tie beams, the moment of inertia of the tie beams in the bent’s out-of-plane direction is:

$I_z=\frac{(21\times (10\times 12{)}^3)}{(12)(4)}(in{.}^4)$

Reinforcement

Additional side reinforcement shall be designed for temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

Column Spacing

Columns shall be spaced so that the negative moment in the beam over the outside columns requires a minimum beam depth of 3.0 FT. No attempt should be made to use a column spacing that produces equal positive and negative beam moments. The negative moment is to be determined at the face of the column (for round columns, check moment at the face of an equivalent area square column).

* Use a tie beam if specified on the Design Layout or if the design calls for one.

** For column spacing > 30’, tie beams are not to be used unless the web supports the beam

Elevations for Intermediate Bent with Tie Beam

Change in Column Diameter

Use rigid frame design.

If H’ ≤ 0.5H and no tie beam is used, the design may be done assuming the entire column to have the smaller diameter. This will result in a very small error.

Columns

Use round columns for all bridges, unless otherwise specified on the Design Layout.

Use two or more columns, as required for the more economical design.

Column Spacing

Column spacing (to the nearest 1”) should be that which produces balanced positive and negative moments. A positive beam moment up to 10% larger than the negative beam moment is acceptable. Strength Limit State Load Combinations shall be used to determine column spacing.

Reinforcement

Reinforcement in the beams, column and tie beams for the moments at the joints shall be based on the moment at the face of the column, beam, or tie beam (equivalent square, based on areas, for round columns).

Elevations for Hammer Head Intermediate Bent

Hammer Head Type Intermediate Bent

Hammer Head type intermediate bents shall be designed according to the applicable provisions listed under the design assumptions for the General intermediate bent guidelines except as follows:

Reinforcement

Additional side reinforcement shall be designed for temperature and shrinkage (LRFD 5.10.8), and skin reinforcement (LRFD 5.7.3.4).

751.31.2.4 Column Analysis

Refer to this article to check slenderness effects in column and the moment magnifier method of column design. See Structural Project Manager for use of P Delta Analysis.

Transverse Reinforcement

Seismic Design Category (SDC) A

Columns shall be analyzed as “Tied Columns”. Unless excessive reinforcement is required, in which case spirals shall be used.

Bi-Axial Bending

Use the resultant of longitudinal and transverse moments.

Slenderness effects in Columns

The slenderness effects shall be considered when:

$l_u\ge \frac{22r}{K}$

Where:

$l_u$ = unsupported length of column

$r$ = radius of gyration of column cross section

$K$ = effective length factor

Effects should be investigated by using either the rigorous P-∆ analysis or the Moment Magnifier Method with consideration of bracing and non-bracing effects. Use of the moment magnifier method is limited to members with Kl_u/r ≤ 100, or the diameter of a round column must be ≥ Kl_u/25. A maximum value of 2.5 for moment magnifier is desirable for efficiency of design. Increase column diameter to reduce the magnifier, if necessary.

When a compression member is subjected to bending in both principal directions, the effects of slenderness should be considered in each direction independently. Instead of calculating two moment magnifiers, ${\delta }_b$ and ${\delta }_s$, and performing two analyses for M_2b and M_2s as described in LRFD 4.5.3.2.2b, the following conservative, simplified moment magnification method in which only a moment magnifier due to sidesway, δ_s, analysis is required:

Typical Intermediate Bent

General Procedure for Bending in a Principal Direction

M_c = δ_sM₂

Where:

M_c = Magnified column moment about the axis under investigation.

M₂ = value of larger column moment about the axis under investigation due to LRFD Load Combinations.

δ_s = moment magnification factor for sidesway about the axis under investigation

$=\frac{C_m}{1-\frac{\sum P_u}{{\varphi }_k\sum P_e}}\ge 1.0;C_m=1.0$

Where:

$\sum P_u$	=	summation of individual column factored axial loads for a specific Load Combination (kip)
${\varphi }_K$	=	stiffness reduction factor for concrete = 0.75
$\sum P_e$	=	summation of individual column Euler buckling loads

$=\sum \frac{{\pi }^{2}EI}{{\left(K{l}_u\right)}^2}$

Where:

$K$ = effective length factor = 1.2 min. (see the following figure showing boundary conditions for columns)

$l_u$ = unsupported length of column (in.)

$EI=\frac{E_c{I}_g/2.5}{1+{\beta }_d}$

Where:

$E_c$= concrete modulus of elasticity as defined in EPG 751.31.1.1 (ksi)

$I_g$= moment of inertia of gross concrete section about the axis under investigation $(i{n}^4)$

${\beta }_d$= ratio of maximum factored permanent load moments to maximum factored total load moment: always positive

Column Moment Parallel to Bent In-Plane Direction

$M_{cy}={\delta }_{sy}{M}_{2y}$

$l_{uy}$= top of footing to top of beam cap

Column Moment Normal to Bent In-Plane Direction

$M_{cz}={\delta }_{sz}{M}_{2z}$

$l_{uz}$ = top of footing to bottom of beam cap or tie beam and/or top of tie beam to bottom of beam cap

Out-of-plane bending Non-integral Bent1		Out-of-plane bending Integral Bent
In-plane bending
Boundary Conditions for Columns
1A refined procedure may be used to determine a reduced effective length factor (less than 2.1) for intermediate bents where the beam cap is doweled into a concrete superstructure diaphragm. The procedure is outlined at the end of this section.

For telescoping columns, the equivalent moment of inertia, I, and equivalent effective length factor, K, can be estimated as follows:

Telescoping Columns

$I=\frac{\sum \left(l_n{I}_n\right)}{L}$

Where:

$l_n$= length of column segment $n$

$I_n$= moment of inertia of column segment $n$

$L$= total length of telescoping column

Equivalent Effective Length Factor

$K=\sqrt{\frac{{\pi }^{2}EI}{P_c{L}^2}}$

Where:

$E$ = modulus of elasticity of column

$I$ = equivalent moment of inertia of column

$L$ = total length of telescoping column

$P_c$ =elastic buckling load solved from the equations given by the following boundary conditions:

Warning: The following equations were developed assuming equal column segment lengths. When the segment lengths become disproportionate other methods should be used to verify P_c.

Fixed-Fixed Condition

$(a_1+a_2)[(d_1+d_2)-P_c(\frac{1}{l_1}+\frac{1}{l_2}\left)\right]-{(c_1-c_2)}^2=0$

$a_1$	$=\frac{4E{I}_1}{l_1}$		$a_2$	$=\frac{4E{I}_2}{l_2}$
$c_1$	$=\frac{6E{I}_1}{{l_1}^2}$		$c_2$	$=\frac{6E{I}_2}{{l_2}^2}$
$d_1$	$=\frac{12E{I}_1}{{l_1}^3}$		$d_2$	$=\frac{12E{I}_2}{{l_2}^3}$

Hinged-Fixed Condition

$\left(a_2\right)(a_1+a_2)[(d_1+d_2)-P_c(\frac{1}{l_1}+\frac{1}{l_2}\left)\right]-\left(2b_2{c}_2\right)(c_2-c_1)$

$-{\left(b_2\right)}^2[(d_1+d_2)-P_c(\frac{1}{l_1}+\frac{1}{l_2}\left)\right]-\left(a_2\right){(c_2-c_1)}^2$

$-{\left(c_2\right)}^2(a_2+a_1)=0$

Where:

$b_1$

$=\frac{2E{I}_1}{l_1}$

$b_2$

$=\frac{2E{I}_2}{l_2}$

$a_1,a_2,c_1,c_2,d_1,$ and $d_2$ are defined in the previous equations.

Fixed-Fixed with Lateral Movement Condition

$[(d_1+d_2)-\frac{(c_2-c_1{)}^2}{a_1+a_2}-P_c(\frac{1}{l_1}+\frac{1}{l_2}\left)\right][d_2-\frac{{c_2}^2}{a_1+a_2}-P_c(\frac{1}{l_2}\left)\right]$

$-[(-d_2)+\frac{c_2(c_2-c_1)}{a_1+a_2}+P_c(\frac{1}{l_2}){]}^2=0$

Where:

$a_1,a_2,b_1,b_2,c_1,c_2,d_1,$ and $d_2$ are defined in the previous equations.

Fixed-Free with Lateral Movement Condition

$[(d_1+d_2)-P_c(\frac{1}{l_1}+\frac{1}{l_2})-\frac{A_1}{\beta }][d_2-\frac{P_c}{l_2}-\frac{A_3}{\beta }]$

$-[(-d_2)+\frac{P_c}{l_2}-\frac{A_2}{\beta }{]}^2=0$

Where:

$\beta$	$=(a_2)(a_1+a_2)-(b_2{)}^2$
$A_1$	$=(c_1-c_2)[a_2(c_1-c_2)+(b_2{c}_2)]+(c_2)[b_2(c_1-c_2)+(c_2)(a_1+a_2)]$
$A_2$	$=(c_1-c_2)[(a_2{c}_2)-(b_2{c}_2)]+(c_2)[(b_2{c}_2)-(c_2)(a_1+a_2)]$
$A_3$	$=(c_2)[(a_2{c}_2)-(2b_2{c}_2)+(c_2)(a_1+a_2)]$
$a_1,a_2,b_1,b_2,c_1,c_2,d_1,$ and $d_2$ are defined in the previous equations.

Refined Effective Length Factor for Out-of-plane Bending

The following procedure may be used to reduce the effective length factor for column or pile bents where the beam cap is doweled into a concrete superstructure diaphragm. This procedure is applicable for out-of-plane bending only. The less stiff the substructure the larger the benefit expected from this procedure.

The equation for rotational stiffness assumes the dowel bars are fully bonded in the superstructure and beam. To utilize this procedure the dowel bars shall be developed l_d min into diaphragm and beam but shall not extend into slab and shall clear bottom of beam by 3 inches minimum. Dowel bars shall not be hooked to meet development requirements.

SECTION THRU KEY

The following procedure is developed for the most common substructure type (columns on drilled shafts). This procedure is greatly simplified for non-telescoping column bents and pile bents.

Step 1 – Determine the rotational stiffness at top of bent per ft length of diaphragm, $R_{ki}$

$R_{ki}$ = -12500 + 300A_d + 600D_W – 150 x θ

Where:

$R_{ki}$	= rotational stiffness at top of bent per ft length of diaphragm (k-ft/rad per ft)
$A_d$	= total area of dowel bars (in2)
$D_W$	= diaphragm width between girders and normal to bent (in)
$\theta$	= skew angle of bent (deg.)

Step 2 – Determine the rotational stiffness at top of column, $R_{kb}$

To determine the rotational stiffness at top of column, the rotational stiffness at top of bent, $R_{ki}$, shall be multiplied by the beam cap length and divided by the number of columns. The beam cap length is substituted for the diaphragm length to simplify the calculations and has a marginal affect on the final result.

$R_{kb}=\frac{R_{ki}(\text{beam cap length})}{(\text{No. Columns})}$

Step 3 – Determine the buckling load assuming no rotational stiffness at top, $P_{co}$

For a non-telescoping column on footing or pile with in-ground point of fixity:

Note: this step is not required for a non-telescoping column or pile bent but shown here for completeness.

$P_{co}=\frac{{\pi }^{2}EI}{4L^2}\text{... Note: assumes K= 2.0}$

Where:

$P_{co}$	= initial buckling load assuming no rotational stiffness at top of bent (k)
$E$	= modulus of elasticity of column or pile (ksi)
$I$	= moment of inertia of column or pile for out-of-plane bending (in4)
$L$	= length between point of fixity and top of beam cap (in)

For a telescoping column:

As noted above the equations provided for determining the buckling load of telescoping columns are not accurate for diverging segment lengths. The following equation is provided and may be used for the fixed-free with lateral movement condition.

$P_{co}=\frac{{\pi }^{2}E{I}_2}{4L^2}\frac{1}{\frac{l_2}{L}+\frac{l_1{I}_2}{L{I}_1}-\frac{1}{\pi }(\frac{I_2}{I_1}-1)sin\frac{\pi l_2}{L}}\text{... fixed-free with lateral movement}$

Where:

$E=\frac{\sum (l_n{E}_n)}{L}$

$l_1,l_2,I_1,I_2$ and $L$ are shown in the figures above.

Step 4 – Determine the equivalent moment of inertia for a non-telescoping column using $P_{co}$

$I_{eq}=\frac{P_{co}4L^2}{E{\pi }^2}\text{... Note: assumes K= 2.0}$

Note: This step is only required for telescoping columns.

Step 5 – Determine ideal k

A bilinear approximation is used to determine the ideal effective length factor for out-of-plane bending, $k$.

$k=\{\begin{array}{c}2.000-0.3135\left(\frac{R_{kb}L}{E{I}_{eq}}\right)for\frac{R_{kb}L}{E{I}_{eq}}<2\\ 1.428-0.0275\left(\frac{R_{kb}L}{E{I}_{eq}}\right)for\frac{R_{kb}L}{E{I}_{eq}}<2\end{array}$

Note: $I_{eq}=I$ for non-telescoping columns or piles

Graphical Approximation of k-factor

Step 6 – Adjust $k$ for design

The effective length factor for out-of-plane bending requires an adjustment for design conditions.

$K=\frac{2.1k}{2.0}$

Step 7 – Determine refined buckling load

The buckling load can be calculated using the equivalent non-telescoping column moment of inertia.

$P_c=\frac{{\pi }^{2}E{I}_{eq}}{(KL{)}^2}$

751.31.2.5 Column Charts

$f^{\prime }c$	= 3 ksi
$f_y$	= 60 ksi
${\varphi }_c$	= 0.75
${\varphi }_b$	= 0.9

Note: The axial-moment interaction curves shown throughout this section represent 1% vertical reinforcement and maximum reinforcement allowed as given in LRFD.

751.31.3 Reinforcement

For Seismic detail requirements for seismic design category, SDC B, C and D, See EPG 751.9.1.2 LRFD Seismic Details.

751.31.3.1 Beam Cap

PART ELEVATION		SECTION A-A	SECTION B-B
		(Single Stirrups)
PART PLAN		SECTION A-A	SECTION B-B
		(Double Stirrups)
TRANSVERSE BEAM STEPS OVER 3 INCHES (Also, steps accumulating over 3 inches)		SLOPED BEAMS (Steps over 3 inches on high side)
		(1) #4 @ 12” cts. (Min.)      #6 (Dbl.) @ 6” cts. (Max.)      Minimum spacing of 5” for single stirrups and 6” for double stirrups      Maximum spacing of 12”      All stirrups in the beam shall be the same bar size. (2) L/4 + d, but not less than theoretical cut-off plus development length, where d equals      the distance from compression face to centroid of tension steel. (3) Beam width controlled by minimum support length required for earthquake criteria. (4) Location 1 Class B lap splice. (5) 6” (Max.), add #6 bars as needed. (6) 9” (Max.), add #6 bars at each face as needed. (7) Location 2 development length, f'c = 3 ksi: 20”(uncoated), 30”(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. See EPG 751.5.9.2.2 for epoxy coated reinforcement requirements. See EPG 751.13.1.4 for details of protective coating and sloping top of beam to drain when below an expansion device.
Over 3 Inches Thru 12 Inches	Over 12 Inches
LONGITUDINAL BEAM STEPS
REINFORCEMENT UNDER BEARINGS

751.31.3.2 Column

MINIMUM SPACING AT LAP SPLICES		ALTERNATE DOWEL PLACEMENT
*	Use alternate detail only with approval of Structural Project Manager and then design column reinforcement using the smaller ring diameter.
	Include 1/2-inch buffer for mechanical bar splice.
A =	4 1/2” (5") minimum spacing center-to-center.
B =	2” (2 1/2") clear spacing for bar sizes thru #10.
	2 1/2” (3") clear spacing for bar sizes #11 and #14.
	3 1/2” (4") clear spacing for bar size #18.
STIRRUP LAP DETAIL AND STAGGER NOTE
* X” Minimum lap (Stagger adjacent bar splices)
Lap splices for closed circular ties shall be provided and staggered in accordance with LRFD 5.10.6.3.
Lap length of 1.3 ld (or Class B) for closed stirrup/ties shall be provided in accordance with LRFD 5.11.2.6.4.
Lap length for #4 stirrup bars (4” min. spacing, f’c = 3 ksi, and clear cover = 1½”) equals 24” for uncoated bars and 28” for epoxy coated bars.
For lap length for other scenarios, see EPG 751.5.9.2.8 Development and Lap Splices.

Collision Shear Reinforcement¹

Column Diameter	Minimum Reinforcement2,3	Minimum Lap Splice
		Uncoated (f’c = 3ksi) (Cl. = 1½”)	Epoxy Coated (f’c = 3ksi) (Cl. = 1½”)
3’-0”	By Design	NA	NA
3’-6”	By Design	NA	NA
4’-0”	#6 @ 5”	47”	61”
4’-6”	#5 @ 5”	34”	44”
5’-0”	#4 @ 5”	24”	28”
5’-6”	#4 @ 10”	24”	28”
6’-0”	#4 @ 12”	24”	28”
1 See EPG 751.2.2.6 Other Loads to determine if a pier requires design for collision loads. 2 Design assumptions: Vu = 600 k, Pu = 0 k, Mu = 0 k-ft f’c = 3 ksi, fy = 60 ksi, 1.5” clear cover Shear resistance factor = 1.0 Minimum longitudinal reinforcement per EPG 751.31.2.3 General Design Assumptions 3 The shear reinforcement tabulated is adequate for collision but may not be adequate for other design checks. For example, columns greater than 5’-0” require more stirrups to meet min reinforcement. Lesser reinforcement values may be used by design. Design is required for 3’-0” and 3’-6” columns because the design criteria used for the table requires double stirrups which is not common practice.

Columns shall be reinforced using stirrup ties, unless excessive reinforcement is required, in which case spirals shall be used.

Show spiral details of Fig. 751.9.1.2.1.2 on the bridge plans if spirals are used for bridge in non-seismic area. Anchorage of spiral reinforcement shall be provided by 1 ½ extra turns of spiral reinforcement at each end of the spiral unit.

For Seismic detail requirements for seismic design category, SDC B, C and D, See EPG 751.9.1.2 LRFD Seismic Details.

(1) Location 2 development length. (2) Check clearance to concrete piles. 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. See EPG 751.5.9.2.2 for epoxy coated reinforcement requirements.

751.31.3.3 Web Beam

PART ELEVATION		SECTION THRU WEB BEAM
	(1) L/4 + d, but not less than theoretical cut-off + development length. L = span between columns d = distance from compression face to centroid of tension steel (2) Location 2 development length, 4” to 12” spacing, 1½” clear, f'c = 3 ksi: 14" (uncoated #4), 17" (epoxy coated #4) 18" (uncoated #5), 27" (epoxy coated #5) (3) Location 1 development length, f'c = 3 ksi: 18" (uncoated #4), 22" (epoxy coated #4) 23" (uncoated #5), 27" (epoxy coated #5) (4) Location 2 development length. (5) Location 2 Class B lap splice. (6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice. See EPG 751.5.9.2.8 for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required. See EPG 751.5.9.2.2 for epoxy coated reinforcement requirements.
VARIABLE DIAMETER COLUMN (Without Seismic Detailing)

751.31.3.4 Tie Beam

CONSTANT COLUMN DIAMETER		CHANGE IN COLUMN DIAMETER
PART ELEVATION AT TIE BEAM AND COLUMN
	(1) Location 1 development length, f'c = 3 ksi:    18" (uncoated #4), 22" (epoxy coated #4)    23" (uncoated #5), 27" (epoxy coated #5) (2) Location 1 development length. (3) Location 2 development length. (4) Location 2 Class B lap splice. (5) If depth of tie beam exceeds 1/2 column spacing, use pairs of U-shaped bars. (6) Maximum spacing shall be 6" or 1/5 development length for noncontact lap splice. See EPG 751.5.9.2.8 for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required. See EPG 751.5.9.2.2 for epoxy coated reinforcement requirements.
SECTION THRU TIE BEAM

751.31.3.5 Hammer Head Type

PART PLAN	SECTION A-A
PART ELEVATION	SECTION B-B
(1) #4 @ 12” cts. (Min.) #6 (Dbl.) @ 6” cts. (Max.) Minimum spacing of 5” for single stirrups and 6” for double stirrups Maximum spacing of 12” All stirrups in the beam shall be the same bar size. Locate #4 bars (Π) under bearings if required (not required for P/S double-tee girders). (2) Hook bars if cantilever is less than the required Location 1 development length. (3) Location 2 development length. (4) Location 2 Class B lap splice, f'c = 3 ksi: 34" (uncoated #7), 51" (epoxy coated #7) (5) Location 1 Class B lap splice, f'c = 3 ksi: 24" (uncoated #4), 28" (epoxy coated #4) (6) See EPG 751.2.2.6 and 751.31.2.2 for collision requirements. (7) See LRFD 5.10.6.3 for tie requirements. See EPG 751.5.9.2.8 for development and lap splice lengths not given or for lengths for scenarios other than those shown. Provide standard hooks if required. See EPG 751.5.9.2.2 for epoxy coated reinforcement requirements.

751.31.3.6 Collision Wall

See EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements.

* Design and use negative moment reinforcement for bents with three or more columns (5-#6 bars minimum).

Reinforcement shown is in addition to column reinforcement.

Bent with two columns is shown, single column bent and bent with three or more columns are similar.

751.31.4 Details

751.31.4.1 Construction Joints and Keys

PART ELEVATION

* Optional Construction Joints in bearing beam and tie beam:
When the total length of bearing beam exceeds 60'-0", show a keyed construction joint at or near a 1/4 point between columns in the bearing beam and tie beam. Unless required by design or stage construction, this construction joint shall be shown as optional on the plans and may be eliminated at the contractor's discretion.

For column height greater than 35'-0" with no tie beam or collision wall, place the construction joint at approximately the mid-point of the column height.

Note: Use a keyed const. joint in the tie beam and bearing beam when the length of bearing beam exceeds 60'-0". (At or near the 1/4 point between columns.)

751.31.4.2 Optional Section for Column-Web Beam Joint

D, Column Diameter (inch)	42	48	54	60	66	72
Width of Tie Beam (inch)	21	24	27	30	33	36
Width of Web Beam (inch)	21	24	27	30	33	36
a (inch)	9	10	11 1/2	12 1/2	14	15
b (inch)	10 1/2	12	13 1/2	15	16 1/2	18

Place the following note on plans when using Optional Section A- A.

Note:

At the contractor’s option, the details shown in Optional Section A-A may be used for Column-Web Beam or Tie Beam at Intermediate Bent No._. No addtional payment will be made for this substitution.

* Bent with two columns is shown, bents with three or more columns are similar.

751.31.4.3 Substructure Beam Overhang

PART ELEVATION

* Slope 1/8" per foot for drainage.

** When substructure beam extends beyond the slab as shown, slope end of beam to drain water.

751.31.4.4 Closed Concrete Intermediate Diaphragms

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