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 B1 (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,
Where:
 f'_{c} in ksi
 w_{c} = unit weight of nonreinforced concrete = 0.145 kcf
 K_{1} = correction factor for source of aggregate
 = 1.0 unless determined by physical testing
Modulus of rupture,
 LRFD 5.4.2.6
Where:
 f'_{c} is in ksi
Reinforcing Steel
Minimum yield strength,  60.0 ksi 
Steel modulus of elasticity,  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) (*)
 * Ratio of beam width to beam depth, B/C, shall be ≤ 1.25
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
 3” ≤ D' ≤ 6”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 3” ≤ D' ≤ 15”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 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) (*)
 * Ratio of beam width to beam depth, B/C, shall be ≤ 1.25
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
 3” ≤ D' ≤ 6”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 3” ≤ D' ≤ 15”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 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) (*)
 * Ratio of beam width to beam depth, B/C, shall be ≤ 1.25
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
 3” ≤ D' ≤ 6”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 3” ≤ D' ≤ 15”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 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) (*)
 * Ratio of beam width to beam depth, B/C, shall be ≤ 1.25
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
 3” ≤ D' ≤ 6”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 3” ≤ D' ≤ 15”
 2) Beam width controlled by minimum support length required for earthquake criteria.
 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
 3” ≤ D' ≤ 6”
 1) Beam width controlled by superstructure requirements
 2) Beam width controlled by minimum support length required for earthquake criteria.
 3” ≤ D' ≤ 15”
 2) Beam width controlled by minimum support length required for earthquake criteria.
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) 

* 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) 

* 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:
Where:
= Total factored force effect  
= Force effect  
= Load modifier  
= Load factor  
= Resistance factor  
= Nominal resistance  
= 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 3.4.11 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
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 fixedpinned with no lateral movement at the top of the column for outofplane 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 ServiceI 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. 5.7.3.3.21
 2) 1.33 times the factored moment required by the applicable strength load combinations specified in LRFD Table 3.4.11.
 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).
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 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 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:
 LRFD 5.7.4.2
 Where:
 = 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:
 (Preferred max for seismic design.)
 (Absolute max, LRFD 5.7.4.2)
 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 centerlinetocenterline 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 centerlinetocenterline 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 outofplane 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 outofplane direction equal to the actual column moment of inertia in that direction, and with the moment of inertia in the bent’s inplane direction equal to the total moment of inertia of web in the bent’s inplane 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 .
Section Views for an Intermediate Bent with Web Beam
In the above example, the moment of inertia of the column in the bent’s inplane and outofplane directions can be calculated as:
Outofplane>  
Inplane> 
The equivalent column diameter is then assumed to be .
Thus, the column can be treated as a telescoping column and then the moment magnifier or Pδ 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 outofplane direction is:
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 Zone 1
 Columns shall be analyzed as “Tied Columns”. Unless excessive reinforcement is required, in which case spirals shall be used.
BiAxial Bending
Use the resultant of longitudinal and transverse moments.
Slenderness effects in Columns
The slenderness effects shall be considered when:
Where:
= unsupported length of column
= radius of gyration of column cross section
= effective length factor
Effects should be investigated by using either the rigorous P∆ analysis or the Moment Magnifier Method with consideration of bracing and nonbracing 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, db and ds, 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:
General Procedure for Bending in a Principal Direction
 M_{c} = δ_{s}M_{2}
 Where:
 M_{c} = Magnified column moment about the axis under investigation.
 M_{2} = 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
Where:
=  summation of individual column factored axial loads for a specific Load Combination (kip)  
=  stiffness reduction factor for concrete = 0.75  
=  summation of individual column Euler buckling loads 
Where:
= effective length factor = 1.2 min. (see the following figure showing boundary conditions for columns)
= unsupported lenth of column (in.)
Where:
= concrete modulus of elasticity as defined in EPG 751.31.1.1 (ksi)
= moment of inertia of gross concrete section about the axis under investigation
= ratio of maximum factored permanent load moments to maximum factored total load moment: always positive
Column Moment Parallel to Bent InPlane Direction
= top of footing to top of beam cap
Column Moment Normal to Bent InPlane Direction
= top of footing to bottom of beam cap or tie beam and/or top of tie beam to bottom of beam cap
Outofplane bending Nonintegral Bent 
Outofplane bending Integral Bent  
Inplane bending 
Boundary Conditions for Columns
For telescoping columns, the equivalent moment of inertia, I, and equivalent effective length factor, K, can be estimated as follows:
Telescoping Columns
Where:
= length of column segment
= moment of inertia of column segment
= total length of telescoping column
Equivalent Effective Length Factor
Where:
= modulus of elasticity of column
= equivalent moment of inertia of column
= total length of telescoping column
=elastic buckling load solved from the equations given by the following boundary conditions:
Fixed Fixed Condition
HingedFixed Condition
Where:
and are defined in the previous equations.
FixedFixed with Lateral Movement Condition
Where:
and are defined in the previous equations.
FixedFree with Lateral Movement Condition
Where:
and are defined in the previous equations.
751.31.2.5 Column Charts
Note: The axialmoment interaction curves shown throughout this section represent 1% vertical reinforcement and maximum reinforcement allowed as given in LRFD.
751.31.3 Reinforcement751.31.3.1 Beam CapSee 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. 751.31.3.2 Column
Collision Shear Reinforcement^{1}
751.31.3.3 Web Beam(1) L/4 + d, but not less than theoretical cutoff + development length.
(2) Location 2 development length, 4” to 12” spacing, 1½” clear, f'c = 3 ksi:
(3) Location 1 development length, f'c = 3 ksi:
(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.
751.31.3.4 Tie Beam
751.31.3.5 Hammer Head Type
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. SeeEPG 751.5.9.2.2 for epoxy coated reinforcement requirements. 751.31.3.6 Collision WallSee 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 Details751.31.4.1 Construction Joints and KeysPART ELEVATION * Optional Construction Joints in bearing beam and tie beam: For column height greater than 35'0" with no tie beam or collision wall, place the construction joint at approximately the midpoint of the column height.
751.31.4.2 Optional Section for ColumnWeb Beam Joint
Place the following note on plans when using Optional Section A A. Note: At the contractor’s option, the details shown in Optional Section AA may be used for ColumnWeb 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 OverhangPART ELEVATION * Slope 1/8" per foot for drainage. ** When substructure beam extends beyond the slab as shown, slope end of beam to drain water. 