751.32 Concrete Pile Cap Intermediate Bents: Difference between revisions

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== 751.32.3 Details ==
== 751.32.3 Details ==


===751.32.3.1 Front Sheet===


=== 751.32.3.1 General ===
{|border="0" cellpadding="3" align="center"
|-
|valign="top"|Note:||width="400pt"|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.
|-
|  ||width="400pt"|Details for unsymmetrical roadways shall require dimensions tying Centerline Lane to Centerline Structure.
|}
 
 
<center>[[Image:751.32 details-front sheet plan of int bent.gif]]</center>
 
=== 751.32.3.2 Typical Pile Cap Bent ===


{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
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|-
|-
|valign="top"|[[Image:751.32 circled 4.gif]]
|valign="top"|[[Image:751.32 circled 4.gif]]
|width="500" align="left"|If the depth at the end of the beam, due to the steps, exceeds 4~6", the beam bottom should be stepped or sloped.
|width="500" align="left"|If the depth at the end of the beam, due to the steps, exceeds 4'-6", the beam bottom should be stepped or sloped.
|-
|-
|valign="top"|[[Image:751.32 circled 5.gif]]
|valign="top"|[[Image:751.32 circled 5.gif]]
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|}
|}


=== 751.32.3.2 Front Sheet ===
=== 751.32.3.3 Encased Pile Cap Bent===


{|border="0" cellpadding="3" align="center"  
Consideration shall be given to [http://epg.modot.org/index.php?title=751.1_Preliminary_Design#751.1.2.19_Substructure_Type EPG 751.1.2.19 Substructure Type] before using this type of structure.
 
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|[[Image:751.32.3.3.1.jpg|center|750px]]
|-
!'''Part Elevation'''
|-
|-
|valign="top"|Note:||width="400pt"|The following are details and dimensions for the Plan View on the Front Sheets.
|[[Image:751.32.3.3.2.jpg|center|300px]]
|-
|-
| &nbsp;||width="400pt"|Details for unsymmetrical roadways will require dimensions tying Centerline Lane to Centerline Structure.
!'''Part Section'''
|}
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|valign="top"|[[Image:751.32 circled 1.gif]]
|width="500" align="left"|Use 2'-6" minimum or as determined by the superstructure requirements or the minimum support length required for earthquake criteria (expansion joint bents only) (3" increments).
|-
|valign="top"|[[Image:751.32 circled 2.gif]]
|width="500" align="left"|= 2'-9" (Min.) for Wide Flange and Double-Tee Girders or,<br/> &nbsp;&nbsp;&nbsp;3'-0" (Min.) for Prestressed Girders and Plate Girders.
|-
|valign="top"|[[Image:751.32 circled 3.gif]]
|width="500" align="left"|Check the clearance of the anchor bolt well to the top of pile.  Increase the beam depth if needed.
|-
|valign="top"|[[Image:751.32 circled 4.gif]]
|width="500" align="left"|If the depth at the end of the beam, due to the steps, exceeds 4'-6", the beam bottom should be stepped or sloped.
|-
|valign="top"|[[Image:751.32 circled 5.gif]]
|width="500" align="left"|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.
|-
|valign="top"|[[Image:751.32 circled 6.gif]]
|width="500" align="left"|Minimum of 3 piles at 10'-0" cts., maximum spacing (1" increments).
|}
|}


<center>[[Image:751.32 details-front sheet plan of int bent.gif]]</center>


== 751.32.4 Reinforcement ==
== 751.32.4 Reinforcement ==


 
=== 751.32.4.1 Typical Pile Cap Bent ===
=== 751.32.4.1 General ===


{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
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!colspan="2"|Longitudinal Beam Steps
!colspan="2"|Longitudinal Beam Steps
|}
|}
=== 751.32.4.2 Encased Pile Cap Bent===
Supplemental details for encased pile cap bents are provided.
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|[[image:751.32.4.2 part elev.jpg|center|750px]]
|-
|align="center"|'''Part Elevation'''
|}
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|[[image:751.32.4.2 part section.jpg|center|450px]]
|-
|align="center"|'''Part Section'''
|}
{|border="0" cellpadding="5" align="center" style="text-align:center" cellspacing="0"
|-
|[[image:751.32.4.2 part plan.jpg|center|650px]]
|-
|align="center"|'''Part Plan'''
|}
{|border="0" cellpadding="3" align="center" cellspacing="0"
|-
|valign="top"|Note:||width="500pt" align="left" valign="top"|Locate #4 bars "[[Image:751.32 reinforcement--4 bar under bearing.gif]]" under bearings where required to maintain a 6" maximum spacing of combined stirrups. (#4 bars "[[Image:751.32 reinforcement--4 bar under bearing.gif]]" are not required for Double-Tee Structures.)
|-
|&nbsp;||width="500pt"|When an expansion device is used at an intermediate bent, all reinforcement located entirely within the beam or extending into the beam shall be epoxy coated.
|}


[[Category:751 LRFD Bridge Design Guidelines]]
[[Category:751 LRFD Bridge Design Guidelines]]

Revision as of 12:29, 26 October 2011

751.32.1 General

751.32.1.1 Material Properties

Concrete
Typically, shall consist of:
  Class B Concrete (Substructure) = 3.0 ksi
    = 10

In addition, Class B-1 Concrete (Substructure) may also be used in special cases (See Project Manager). The following equations shall apply to both concrete classes:

Concrete modulus of elasticity:

Where:

= unit weight of non-reinforced concrete = 0.145 kcf
= correction factor for source of aggregate = 1.0


Modulus of Rupture: For minimum reinforcement,
  For all other calculations,
 is in units of ksi    


Reinforcing Steel

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

751.32.2 Design

751.32.2.1 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
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, = 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

(*) 3" (Typ.)
Part Elevation Part Section
Use 2'-6" minimum or as determined by the superstructure requirements or the minimum support length required for earthquake criteria (expansion joint bents only) (3" increments).
= 2'-9" (Min.) for Wide Flange and Double-Tee Girders or,
   3'-0" (Min.) for 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).

751.32.3.3 Encased Pile Cap Bent

Consideration shall be given to EPG 751.1.2.19 Substructure Type before using this type of structure.

Part Elevation
Part Section
Use 2'-6" minimum or as determined by the superstructure requirements or the minimum support length required for earthquake criteria (expansion joint bents only) (3" increments).
= 2'-9" (Min.) for Wide Flange and Double-Tee Girders or,
   3'-0" (Min.) for 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).


751.32.4 Reinforcement

751.32.4.1 Typical Pile Cap Bent

Part Elevation Section Thru Beam
 
 
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.)
  When an expansion device is used at an intermediate bent, all reinforcement located entirely within the beam or extending into the beam shall be epoxy coated.


* #4 Bars () not required for Double-Tee structures
Reinforcement Under Bearings
 
Transverse Beam Steps - Over 3"
or Steps Accumulating Over 3"


Part Plan
 
Over 3" thru 12" Over 12"
Longitudinal Beam Steps

751.32.4.2 Encased Pile Cap Bent

Supplemental details for encased pile cap bents are provided.

Part Elevation
Part Section
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.)
  When an expansion device is used at an intermediate bent, all reinforcement located entirely within the beam or extending into the beam shall be epoxy coated.