In the following sections, the word "pier" is used to refer to the intermediate pier or intermediate bent. Notice that the LRFD specifications include a maximum and minimum load factor for dead load.

The intent is to apply the maximum or the minimum load factors to all dead loads on the structure. It is not required to apply maximum load factors to some dead loads and minimum load factors simultaneously to other dead loads to obtain the absolute maximum load effects.

## Design Example Pier

Accurately determining live load effects on intermediate piers always represented an interesting problem. The live load case of loading producing the maximum girder reactions on the substructure varies from one girder to another and, therefore, the case of loading that maximizes live load effects at any section of the substructure also varies from one section to another.

The equations used to determine the girder live load distribution produce the maximum possible live load distributed to a girder without consideration to the live load distributed concurrently to the surrounding girders. This is adequate for girder design but is not sufficient for substructure design. Determining the concurrent girder reactions requires a three-dimensional modeling of the structure. For typical structures, this will be cumbersome and the return, in terms of more accurate results, is not justifiable.

In the past, different jurisdictions opted to incorporate some simplifications in the application of live loads to the substructure and these procedures, which are independent of the design specifications, are still applicable under the AASHTO-LRFD design specifications.

The goal of these simplifications is to allow the substructure to be analyzed as a two-dimensional frame. One common procedure is as follows:. This procedure is best suited for computer programs.

For hand calculations, this procedure would be cumbersome. In lieu of this lengthy process, a simplified procedure used satisfactorily in the past may be utilized. The live load effects are combined with other loads to determine the maximum factored loads for all applicable limit states. For loads other than live, when maximum and minimum load factors are specified, each of these two factored loads should be considered as separate cases of loading.

Each section is subsequently designed for the controlling limit state. The effects of the change in superstructure length due to temperature changes and, in some cases, due to concrete shrinkage, are typically considered in the design of the substructure. In addition to the change in superstructure length, the substructure member lengths also change due to temperature change and concrete shrinkage.

The policy of including the effects of the substructure length change on the substructure forces varies from one jurisdiction to another. These effects on the pier cap are typically small and may be ignored without measurable effect on the design of the cap. However, the effect of the change in the pier cap length may produce a significant force in the columns of multiple column bents.

This force is dependant on:. Another force effect that some computer design programs use in pier design is the torsion in the pier cap. This torsion is applied to the pier cap as a concentrated torque at the girder locations.

The magnitude of the torque at each girder location is calculated differently depending on the source of the torque. According to SC5.Pier cap width in longitudinal direction Pier cap width in transverse direction. Moment at supports in longitudinal direction Moment at supports in transverse direction. Learn more about Scribd Membership Home. Read Free For 30 Days. Much more than documents. Discover everything Scribd has to offer, including books and audiobooks from major publishers.

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## Design Example Pier

Log In Sign Up. Abhisek Panda. G of the pier, no eccentricity is due to that reaction but the reaction due to girder-A will not pass through the C. G of the pier so that the eccentricity and that reaction should be taken. We have to provide 6 pedestal of size x mm each having ht.

Stress due to buoyancy effect Ht. According to IRC clause — 8. Steel as 0. IRC So equivalent virtual surcharge ht. According to the code both side to be equally reinforced so increasing rf. Solved referring to SP - Side face reinforcement. Provide 0. Increasing the half reinforcement from stem and heel slab to the intersection portion of heel slab and stem.

The base slab thickness is increased upto 4. So the full reaction of the piles will be considered as the shear force to be resisted by the cap. Varghesee 1. Since the design is based on IS,minimum reinforcement is 0. Also the limit state of deflection, shear and bending stress are found to be safe as per IRC which is the latest code of practice for designing reinforced and prestressed concrete bridges.

The whole structure is found to be stable against sliding and overturning. Besides that, provision of long span decreases the obstruction by increasing the water way.

Related Papers. Check for Limiting Longitudinal Reinforcement. By Anil Pyakurel. By kapil shrestha. By Aagat Pyakurel. By Mahesh Raj Bhatt. Download file. Remember me on this computer. Enter the email address you signed up with and we'll email you a reset link.More posts. April 1. March February January 8. December November October 3. September 7. August July Example 1: Design of T shape beam Ground improvement and stabilization techniques-Gr How will inclined bridge deck affect joint continu Ground improvement and stabilization techniques-Gr Why are excessive movement joints undesirable in b Shear and moment diagram part 4 What is the importance of shear stiffness in the d Bridge Top slab Ground improvement and stabilization techniques-Gr For elastomeric bearings, which shape is better, r Shear and moment diagrams part 2 Elastomeric expansion joint Shear and moment diagram part 1 Modular expansion joint Bridge Diaphragm Bridge pier Design of bridge pier Design of T beam Type of bridges Formwork for bridge pier column Influence of the transition zone on properties of June May April August 7.

Design of bridge pier. By Mohammad - July 07, Columns slenderness is an essential factor. The design approach varies depends on the slenderness of columns. Slenderness effects can be evaluated by calculating the slenderness ratio. Where K is the effective length factor. Where M1 is the smaller end moment.Bridge Technology. Pier Design Example Design Step 8. Table of Contents.

Design Step 8. The design methods presented throughout the example are meant to be the most widely used in general bridge engineering practice. The first design step is to identify the appropriate design criteria. This includes, but is not limited to, defining material properties, identifying relevant superstructure information, determining the required pier height, and determining the bottom of footing elevation.

Refer to Design Step 1 for introductory information about this design example. Additional information is presented about the design assumptions, methodology, and criteria for the entire bridge, including the pier.

The following units are defined for use in this design example:. Material Properties:. Concrete density:. Concrete day compressive strength:.

Reinforcement strength:. STable 3. Concrete day compressive strength - For all components of this pier design example, 4. However, per the Specifications, 2. Reinforcing steel cover requirements assume non-epoxy rebars :. Pier cap:. Pier column:. Footing top cover:. Footing bottom cover:.

STable 5. Pier cap and column cover - Since no joint exists in the deck at the pier, a 2-inch cover could be used with the assumption that the pier is not subject to deicing salts. However, it is assumed here that the pier can be subjected to a deicing salt spray from nearby vehicles. Therefore, the cover is set at 2.

Footing top cover - The footing top cover is set at 2. Footing bottom cover - Since the footing bottom is cast directly against the earth, the footing bottom cover is set at 3. Relevant superstructure data:. Girder spacing:.

Free gramophone records song bengali downloadNumber of girders:. Deck overhang:. Span length:. Parapet height:. Deck overhang thickness:. Haunch thickness:. Web depth:. Bearing height:. Superstructure Depth:.Pier cap width in longitudinal direction Pier cap width in transverse direction. Moment at supports in longitudinal direction Moment at supports in transverse direction. Learn more about Scribd Membership Home. Read Free For 30 Days.

Covia locationsMuch more than documents. Discover everything Scribd has to offer, including books and audiobooks from major publishers. Start Free Trial Cancel anytime. Design of RCC Pier. Uploaded by vijayunity. Document Information click to expand document information Description: rcc pier.

Date uploaded Feb 18, Did you find this document useful? Is this content inappropriate? Report this Document. Description: rcc pier. Flag for inappropriate content.

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**Pile Foundations Detail Design and Construction practice**

Jump to Page. Search inside document. Shambhu Sah. Hemraj Raj. Eleonor Pacomios-Virtudazo. Srinivasa Rao. Deepak Kr Gupta.More posts.

### Design of RCC Pier

April 1. March February January 8. December November October 3. September 7. August July Example 1: Design of T shape beam Ground improvement and stabilization techniques-Gr How will inclined bridge deck affect joint continu Ground improvement and stabilization techniques-Gr Why are excessive movement joints undesirable in b Shear and moment diagram part 4 What is the importance of shear stiffness in the d Bridge Top slab Ground improvement and stabilization techniques-Gr For elastomeric bearings, which shape is better, r Shear and moment diagrams part 2 Elastomeric expansion joint Shear and moment diagram part 1 Modular expansion joint Bridge Diaphragm Bridge pier Design of bridge pier Design of T beam Type of bridges Formwork for bridge pier column Influence of the transition zone on properties of June May April August 7.

Design of bridge pier. By Mohammad - July 07,

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