Design of Trinity Farms Bridge Lakeland, Tennesseefacstaff.cbu.edu/~aassadol/CE331/Resources/Sample...

Design of Trinity Farms Bridge

Lakeland, Tennessee

A Project Assignment

Submitted in Partial Fulfillment of the

Requirements for CE 331

Junior Project

By: MAGE Engineering Firm, LLC.

Andres Calzacorta

John Michael Minatra

Grettio Rivas

Department of Civil and Environmental Engineering

Christian Brothers University

650 East Parkway South

Memphis, Tennessee 32104

CE 331 Trinity Farms

Christian Brothers University April 24, 2020

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Table of Contents

1. Introduction

2. Background

3. Site Layout

4. Water Resource, Land Development, and Environmental Engineering

4.1 Water Resource Engineering

4.1.1 Current Drainage

4.1.2 Modifications and Additional Drainage

4.1.3 Stormwater Collection

4.1.4 Alternative 1: Detention Pond

4.1.5 Alternative 2: Detention Basin w/ Water Well

4.1.6 Cost Estimation

4.1.7 Safety

4.2 Land Development / Environmental

4.2.1 Environmental Management Plan

4.2.2 Waste and Stormwater

4.2.3 Design Alternative 1

4.2.4 Design Alternative 2

4.2.5 Chemical Admixtures

4.2.6 Solids Filter Design

4.2.7 Construction Waste


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4.2.9 Safety

5. Geotechnical

5.1 Boring Plan and Sampling

5.2 Soil Analysis

5.2.1 Soil Classification

5.3 Seepage Analysis

5.4 Slope Stability Analysis

5.5 Slope Design Alternative 1: Earthwork and Vegetation

5.6 Slope Design Alternative 2: Buttressing and Regrading

5.7 Foundation of the Bridge

5.8 Bridge Foundation Design Alternative 1: Reinforced Concrete Pile Foundation

5.8.1 Precast Reinforced Concrete Piles

5.8.2 Cast-in-Situ Reinforced Concrete Piles

5.9 Bridge Foundation Design Alternative 2: Spread Footing

5.10 Drawings

5.11 Cost Estimate

5.12 Safety

6. Structural

6.1 Constraints

6.2 Bridge Design Alternative 1: Steel/Truss bridge

6.2.1 Load Determination

6.2.2 Beam Design

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6.2.3 Girder Design

6.2.4 Truss Design

6.2.5 Connection Design

6.2.6 Floor Deck selection

6.2.7 Deck padding selection

6.2.8 Hand Rail Selection

6.2.9 Foundation Design

6.3 Bridge Design Alternative 2: Concrete Structure


6.3.2 Concrete Girder Design

6.3.3 Concrete Deck/Slab design

6.3.4 Concrete Column Design

6.3.5 Reinforcement Selection & Detailing

6.3.6 Deck Padding selection


6.4 Architectural Considerations

6.5 Service line considerations

6.6 Drawings

6.7 Structural Safety

6.8 Preferred Design Analysis

7. Final Design

8. Cost Estimate

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9. Schedule

10. Conclusion

Acknowledgements

Bibliography

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List of Figures

Figure 3.1 : Current Property Boundaries

Figure 3.2 : Tentative Layout of the Bridge

Figure 4.1 : Drainage Ditch

Figure 4.2 : Pipe in Drainage Ditch

Figure 4.3 : Concrete Material in Drainage Ditch

Figure 4.4 : Preliminary Concept of Detention Pond w/ Underground Pipe

Figure 4.5 : Preliminary Design Sketch of Detention Basin w/ Access Well

Figure 4.6 : Example Image of Solids Drainage System

Figure 5.1 : Seepage Analysis

Figure 5.2 : Slope Stability Analysis

Figure 5.3 : Slope Earthwork and Erosion Control Netting

Figure 5.4 : Slope Buttressing and Regrading

Figure 5.5 : Design Alternative 1

Figure 5.6 : Design Alternative 2

Figure 6.2-1: Truss Bridge Example

Figure 6.2-2: Steel Bridge Beams/Girders

Figure 6.2-3: Gusset Plate Connections

Figure 6.2-5: Steel Grid Section

Figure 6.2-6: Deck Padding Material

Figure 6.3-1: Concrete Bridge Example

Figure 6.3-2: Concrete Girders

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Figure 6.3-3: Precast Concrete Decking

Figure 6.3-4: Reinforced Concrete Column

Figure 6.3-5: Reinforced Concrete Footing

Figure 9.1 : Preliminary Project Proposal and RFI Schedule

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1. Introduction

A pedestrian bridge is to be constructed across an open channel present at Trinity Farm, a

horseback riding training facility located off Monroe Road in Lakeland, Tennessee. The site post-

construction will include the bridge itself alongside any necessary utilities, drainage, and

maintenance structures. The site also includes the preexisting drainage, the existing ditch, and the

horse barn and training area.

It will be necessary to design the major components of the bridge as per request of the

owner of Trinity Farm and within any constraints as per the United States Army Corps of

Engineers, who own the rights to the ditch. The design includes all environmental, geotechnical,

structural, and water resource aspects alongside the necessary site development aspects for the site.

All components of the project will have two different design alternatives. The design for the project

will be completed using preexisting information obtained from corporate sponsors Allen &

Hoshall, Inc., this includes information such as soil data, survey and topographic data, local

building codes, water data, and rainfall data. Codes, regulations, and permits for the open channel

will be required due to the open channel being the property of the United States Army Corps of

Engineers rather than the owners of Trinity Farm.

The final project design shall be selected from the preferred design alternatives for each

component, with the final project being the combined efforts of all members and their preferred

designs. The final goal is to provide the client with the most economically sound, structurally

sound, efficient, sustainable, and safe final design for the project.



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2. Background

The pedestrian bridge to be developed, will span an open channel that separates the main

barn from the Horse arena. The existing creek impedes any horses and pedestrians from having a

direct access from the barn to the arena and vice versa. The developing bridge will serve as a direct

connection from the barn to the horse arena, thus allowing people and horses to smoothly transit

through the farm.

The development site is part of Trinity Farm. This is a full-boarding, service, and lesson

facility that works towards educating and providing services related to the positive impacts of

horse riding. Apart from providing services for local riders, the farm works on therapeutic

horseback riding. This aspect of the farm, involves working alongside special needs people. The

development proposed will then facilitate the movement of such individuals through the facilities,

providing a safer and more controlled passage to the arena. Consequentially, it will help control

the equestrian and pedestrian traffic through the farm.

The 24 acres incorporating trinity farms do not include the drainage ditch; the rights of this

section of the property correspond to the U.S. Army Corps of Engineers. Any changes affecting

the composition of the creek will need to be checked and approved by the U.S. Army Corps of

Engineers to proceed with the development. For the purpose of this project, the site will be assumed

to contain all existing structures.



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3. Site Layout

The site for this project is located in 24 acres of the Lakeland area, in the corner of Cobb

Road and Monroe Road. The site is mostly farmland for horses and has heavy vehicle traffic as

well as pedestrian traffic. There are some structures already built on the center of the site, and there

are gravel drive ways that lead into entrances and exits onto Monroe Road. The northeastern

section of the property has a sand arena for the horses. The southeastern section is used for trailer

truck parking as well as storing hay and other equipment. The southwestern section is used as

grazing land for the horses. A drainage ditch is located near the center of the property in between

the two driveways that lead to Monroe Road. The U.S. Army Corps of Engineers is responsible

for the maintenance of the drainage ditch. This location offers a variety of options for drainage

systems due to the large area, but the variable behavior of domesticated animals must be taken into

account when designing any pipe systems, barriers, or protruding structures. Section 4 will explain

the details of the drainage systems.

The construction of a bridge connecting the horse arena to the main barn will result in the

analysis of current soil conditions, drainage systems and weather patterns. The bridge will span

perpendicularly across the centermost end of the drainage ditch. There will be a change in the

amount of runoff water generated in the property due to the construction of the bridge and its

foundations, and there will be a need to accommodate for drainage systems that prevent damage

to the foundation of the bridge. The topography of the area, especially around the drainage ditch,

will be affected by the installation of the foundations of the bridge. If the soil conditions are

determined to be unstable, ground improvement techniques will be necessary.



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The owners of the property will be restricting some of the dimensions of the bridge

according to the limitations of their property. The U.S. Army Corps of Engineers will also restrict

some of the drainage design according to their own standards. Figure 3.1 shows the entire legal

property. Figure 3.2 shows the layout of the current site with a superimposed tentative layout of

the bridge.

Figure 3.1: Current Property Boundaries



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Figure 3.2: Tentative Layout of the Bridge



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4. Water Resource, Land Development, and Environmental Engineering

This aspect of the project design includes the storm water drainage, modification of

existing drainage, and addition of additional drainage to the project site. The determination of the

water flow and needed terrain modifications will be found using preexisting topographic and

survey data as provided by Allen & Hoshall, Inc. Storm water drainage will include the addition

of new piping, inlets, and either a storm water detention pond or detention basin. Depending upon

whether a detention pond or basin is selected, an access well may be designed and implemented

as well. The most realistic pre and post conditions for rainwater runoff will also be determined and

kept in mind as the stormwater drainage system is designed and implemented into the project.

4.1 Water Resource Engineering

This aspect of the project design includes the storm water drainage, modification of

existing drainage, and addition of additional drainage to the project site. The determination of the

water flow and needed terrain modifications will be found using preexisting topographic and

survey data as provided by Allen & Hoshall, Inc. Storm water drainage will include the addition

of new piping, inlets, and either a storm water detention pond or detention basin. Depending upon

whether a detention pond or basin is selected, an access well may be designed and implemented

as well The most realistic pre and post conditions for rainwater runoff will also be determined and

kept in mind as the stormwater drainage system is designed and implemented into the project.



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4.1.1 Current Drainage

Presented in Figures 4.1, 4.2, and 4.3 are photographs of the drainage ditch on-site.

Modifications to the systems may be done as per the request of the customer.

Figure 4.1: Drainage Ditch

Figure 4.2: Pipe in Drainage Ditch



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Figure 4.3: Concrete Material in Drainage Ditch

4.1.2 Modifications and Additional Drainage

Any modifications to the existing drainage plus the addition of any other necessary

drainage structures will be made in accordance with the regulations put forth by the City of

Lakeland as well as the City of Memphis Drainage Manual. This will include pipe size selection,

pipe material selection, and pipe location.

4.1.3 Stormwater Collection

A stormwater collection system will have to be integrated into the system in order to

prevent water from overflowing in the drainage.



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4.1.4 Design Alternative 1: Detention Pond

A wet detention pond is to be used to collect storm and wastewater flowing off the site in

order to prevent sediment and water runoff. The objective of the pond is to provide an aesthetically

pleasing method to entrap and hold the water so it can be properly filtered and purified for

alternative uses. This will protect any present waste from entering the Lakeland sewer system and,

to a larger extent, the streams and channels of the region. A secondary use for the pond is to provide

a medium to purify the water in order to become a source of clean drinking water for the horses

and potential recreational use during the warmer seasons of the year. The information on filter

design and chemical admixtures in detailed in Section 5.3. Water shall enter this detention pond

through an underground pipe running from the ditch to the pond. Figure 4.4 displays a plan view

of the location of the detention pond.

Figure 4.4: Preliminary Concept of Detention Pond w/ Underground Pipe



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4.1.5 Design Alternative 2: Detention Basin w/ Water Well

An underground rectangular detention basin is to be used to collect storm and wastewater

flowing off the site as well as any potential waste being carried by the water. As the basin will be

underground, the customer will be able to retain the current aesthetics of their property. The

drainage basin will be used to hold and purify the wastewater using chemical means while allowing

solid waste to settle at the bottom of the basin. A filtration system can be used in the pipes leading

into the basin to filter out larger particles and debris, with the rest of the debris settling in the basin.

An access well will be installed in order to access the purified water within the basin. This

water can be used to for maintenance of the farm, including for the hydration of horses and

equipment. In order to ensure maximum purification of the water, a media filter will be present in

the pump in order to further extract solid waste from the water as it is drawn from the basin. The

information on filter design and chemical admixtures in detailed in Sections 5.3 and 5.4. A trough

can be included in this design if the horses wanted to be brought to the pump to drink, rather than

having the water be transported to them. Figure 4.5 displays a CAD sketch of this design.



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Figure 4.5: Preliminary Design Sketch of Detention Basin w/ Access Well


For the water resource aspect of this project, the costs of earthwork excavation, pipe-laying,

and the wages of any workers and the cost of the equipment needed to perform the work. This

estimate will be calculated in a cost per unit volume and will be included with the formal project

report.

4.1.7 Safety

OSHA standards will be upheld while on the construction site during the project’s

development. This includes the use of appropriate personal protection equipment of all on-site

personnel, the proper use and storage of equipment, and maintaining constant communication with

on-site personnel in order to provide proper first aid and hazard removal services. This will allow

for the safety of not only those working on the site, but the safety of civilians and animals that may

be present on the worksite.



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4.2. Land Development / Environmental

This aspect of the project design includes the storm and wastewater treatment, sediment

control of the project site, and management of waste produced during construction. The sediment

for the site will be maintained through the control and management of the preexisting soil as it is

moved around or removed from the project site as well as the addition of any additional necessary

sediment. Waste and stormwater treatment will include the use of physical filtration and chemical

admixtures to remove any necessary waste found present as well as the creation of a solid waste

management routine. The materials and chemicals used for water purification will be determined

using data from water samples taken from the site and provided by Allen & Hoshall Inc.

4.2.1 Environmental Management Plan

Earthwork of the site shall include the stockpiling of material, the stripping of topsoil, and

material and equipment transportation for the construction of necessary structures. The only air

pollution to be monitored shall be the exhaust emitted by heavy machinery and dust clouds

resulting from construction. Noise pollution will need to be monitored as the project site is

relatively close to residential housing as well as the housing of horses, which could be spooked

from too much noise. The customer has also shown concern for their line-of-sight from their home

to the barn on-site, thusly visual pollution will need to be monitored and kept to a minimum during

construction. Water pollution and the treatment thereof is discussed in Section 5.2.



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4.2.2 Waste and Stormwater

A storm and wastewater system will be designed to maintain and control the water that

collects and moves through the drainage ditch. This shall include routing the water through a

filtration system located at the end of the ditch, following the water flow of the ditch, into either a

detention basin or detention pond as per the design alternatives mentioned in Sections 4.4 and 4.5.

Water shall enter the detention system through an inlet and pipe system wherein solids

waste will be mechanically filtered out before chemical agents are introduced for further

purification. The goal for the water quality post-treatment is 64, as per the average water quality

for the area so as to help maintain this value. This will fulfill the storm water detention and water

quality for the project as well as drainage for the project.

4.2.3 Design Alternative 1: Solids Filtration and Chemical Admixtures for Detention Pond

The pipe feeding wastewater into the detention pond shall have a built-in filtration system

to mechanically filter out any solid waste present. Meanwhile, chemical admixtures will be

introduced into the detention pond itself in order to remove any hazardous waste still present in

the water once it passes the solids filter. The specifics on the design of both the mechanical filter

and which chemical admixtures to select are explained in further detail in Sections 4.2.6 and 4.2.5

respectively.



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4.2.4 Design Alternative 2: Solids Filtration and Chemical Admixtures for Detention Basin and

Access Well

The initial pipe feeding into the detention basin shall include a mechanical filter to catch

solid waste present in the wastewater. The basin itself will have chemical admixtures introduced

into it in order to remove any waste that is still present in the water post-filtering. The goal of this

system is to provide useable water for the farm via an access well, thus the well will include another

mechanical filter that will aim to catch any solids still present in the basin. This filter will be

designed to catch smaller solids particles that may have slipped past the initial filter leading into

the basin as well as being able to be directly removed from the well for maintenance. The specifics

on the design of both the mechanical filter and which chemical admixtures to select are explained

in further detail in Sections 4.2.6 and 4.2.5 respectively but will follow previous design such as

that picture below in Figure 4.6

Figure 4.6: Example Image of a Solids Drainage System.

Source: https://www.silt-barriers.com/stormdrainfilters.html

https://www.silt-barriers.com/stormdrainfilters.html



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4.2.5 Chemical Admixtures

Chemical admixtures will be determined from the pollutants present in the water that

cannot be mechanically filtered out. This information will be determined from water samples taken

from the site, whereupon the pollutants can be identified, and proper chemical admixtures can be

selected.

4.2.6 Solids Filter Design

In order to ensure maximum purification of the water, a media filter will be present in the

drainage system as well as the access well in design application 2. This media filter will consist of

sand, peat, anthracite, crushed granite, and shredded tires arranged in layers. A maintenance hatch

will be included in the filter design in order to properly clean out the solids that have been removed

from the water. Figure 4.5 provides a sketch of this concept.

4.2.7 Construction Waste

Any waste produced during construction will be separated into one of three categories:

standard, recyclable, and hazardous. Standard and recyclable waste will be collected in separate

bins in accordance with the regulations put forth by the City of Lakeland. Hazardous waste will be

dealt with as per material needs before being removed in accordance with the City of Lakeland’s

regulations for that form of material. Waste bins will be emptied by garbage and recycling vehicles,

which will then carry their waste off-site to the appropriate location as deemed by the City of

Lakeland.



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For the environmental engineering and land development aspect of this project, the costs

of earthwork excavation, the procurement of chemical and filtration equipment, and the installation

of the water well will need to be estimated. Included in this estimate will be the wages of any

workers and the cost of equipment used during this portion of the project. This estimate will be

calculated in a cost per unit volume and will be included with the formal project report. While at

the time of writing, the piping and filtration systems have not been properly designed, but an

estimate can be roughly drawn using sample materials that could be used for the project. This could

include prices for piping samples such as pvc, as well as looking at prices for predesigned and

prebuilt filtration systems.

4.2.9 Safety

Safety when operating within the environmental engineering and land development

portions of the project will adhere to standard OSHA and SDS standards where applicable. This

will include the use of personal protection equipment on-site as well as the proper use, handling,

and storage of the chemicals that may be needed during the project’s lifespan.



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5. Geotechnical Design

The Geotechnical Engineering aspects of this project consist of the design of the foundation

for a bridge that will span across a drainage ditch. Slope stability testing will also be necessary for

the area around the drainage ditch in order to prevent any slope failures.

5.1 Boring Plan and Sampling

The boring plan and sampling shall be conducted in accordance to the specifications in

Geotechnical Engineering Circular on Soil and Rock Properties No.5. A site analysis of the

current system will be performed in order to determine a boring plan. Once measurements of the

site are conducted, samples will be taken into a lab in order to perform testing for properties. It is

necessary to obtain sample boring logs in order to analyze the soil layers in the slope as well as

determine if there is a present water table. This data will be used in the design for the foundation

of the bridge.

5.2 Soil Analysis

The sample obtained in the field will contain data necessary to identifying the soil and its

properties. The soil moisture content, unit weights, cohesion, and angle of internal friction will be

determined from laboratory tests. The boring samples will provide the necessary information to

develop schematics displaying the different soil strata in the system.



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5.2.1 Soil Classification

The soil will be classified according to the United Soil Classification System. Since the

property is used for agricultural purposes, the soil will also be classified according to the United

States Department of Agriculture Soil Classification System. The grain size distribution and

Atterberg Limits will be used to classify various soils in the different strata.

5.3 Seepage Analysis

Since the foundation system will be constructed very close to a drainage ditch where water

flows, it will be necessary to understand how the water travels through the soil strata. Software

can be used to perform a seepage analysis of the system. Figure 5.1 displays an example of a figure

used for seepage analysis.

Figure 5.1: Seepage Analysis



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5.4 Slope Stability Analysis

A slope stability analysis will be performed in order to determine if it is safe to build a

bridge across the drainage ditch. The slope could fail due to applied loading from the bridge,

vegetation, or water. The plane of failure will be calculated in order to determine the safest angle

for the slope. The foundation, bridge, and live loads will cause lateral earth pressure that could

generate slope failure. It may be necessary to make improvements in order to increase the factor

of safety on the soil if the slope is deemed unstable. Two different design alternatives will be

provided. Software and manual calculations will be used to determine the factor of safety of the

slope in different situations. Figure 5.2 displays an example of a figure used for slope stability

analysis.

Figure 5.2: Slope Stability Analysis



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5.5 Slope Design Alternative 1: Earthwork and Vegetation

Design Alternative 1, if there is slope instability, is to remove some soil from the upper

layers in the slopes in order to decrease the slope angle and the overburden weight. After the top

soil layers are removed, erosion control netting will be installed. Then vegetation can be added in

order to increase strength the soil. The roots of the vegetation will increase the tensile strength of

the soil. Earthwork will have to be performed on the drainage ditch, so machinery will be used.

Figure 5.3 displays the installed erosion control netting on a drainage ditch.

Figure 5.3: Slope Earthwork and Erosion Control Netting

5.6 Slope Design Alternative 2: Buttressing and Regrading

Design Alternative 2, if there is slope instability, requires more modifications to the current

system. The soil will have to be regraded, so earthwork will be performed. The toe of the slope

will be buttressed with permeable material that will let the water flow through the ditch. After the

soil is regraded, it will be recompacted. Then vegetation can be added in order to increase strength



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the soil. The roots of the vegetation will increase the tensile strength of the soil. Machinery will be

used in the regrading and recompaction of the soil. Figure 5.4 displays a sketch of a buttressed

slope system.

Figure 5.4: Slope Buttressing and Regrading

5.7 Foundation of the Bridge

The foundation of the bridge will be designed according to the properties of the soil and

the design of the structure of the bridge. The concrete design for the foundation will be done

according to the ACI 318-14 Building Code Requirements for Structural Concrete. Any

calculations regarding the usage of any steel material will be done in accordance with the AISC

Steel Construction Manual



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5.8 Bridge Foundation Design Alternative 1: Reinforced Concrete Pile Foundation

If the soil strata reveal that a strong and stable soil is not available near the surface layers,

reinforced concrete piles will be built into the ground at the depth of the stable soils in order to

increase the stability of the structure. A pile cap will then be placed on the top of the piles in order

to ensure that the loads are evenly distributed among all of the concrete piles. The foundation will

then be attached according to the joints specified in Section 6.2. If the design requires a fixed

connection, shear studs will be built into the top of the pile cap so that the load of the structure is

transferred onto the foundation. The geometry, number, and arrangement of the piles will be

determined according to the load, eccentric forces, depth, and soil conditions. The vertical and

horizontal forces on the piles will be calculated in order to ensure stability. A settlement analysis

will be performed after the foundation is designed. Elastic settlement, primary consolidation

settlement, and secondary consolidation settlement will be calculated. The foundation will be

designed to prevent a consolidation of 2% of the diameter of a pile diameter.

5.8.1 Precast Reinforced Concrete Piles

Precast reinforced concrete piles will require the use of heavy machinery to drive them into

the ground. These types of piles can be custom ordered and already have a set shape. The concrete

is already cured, so the amount of time before a full expected load can be applied to the bridge will

be reduced. The piles can also be prestressed in order to increase their strength.



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5.8.2 Cast-in-Situ Reinforced Concrete Piles

Cast-in-Situ Reinforced Concrete Piles will require a longer time before a full expected

load can be applied. These piles will require boring into the ground at required depths in order to

create a where a case will be inserted. The case is then filled with the steel reinforcements and wet

concrete. The shape of these piles has some variability since they are being cast into the ground.

These piles can also be cased or uncased.

5.9 Bridge Foundation Design Alternative 2: Spread Footing

If the soil strata reveal that a strong and stable soil is available near the surface layers, a

spread footing can be used to support the loadings. This alternative will require Slope Design

Alternative 2 since the applied loading near the surface of the slope could cause slope failure. This

alternative is preferable if the Structural Design Alternative 2 is chosen. Terzaghi’s Bearing

Capacity Equations will be used to determine the size of the spread footings and the depth of

embedment. The loading applied to foundation from the bridge will be determined in section 6.3.1.

The top layers of the soil will be excavated where the footings will be built. Vertical and horizontal

members will be placed in the hole in order to prevent the soil from losing form or collapsing.

Reinforcement steel will then be molded into the shape of the footing. Concrete will be poured

into the excavated holes and will be allowed to cure for 28 days. After the concrete cures, the soil

will be compacted in order to increase the slope stability. The foundation will then be attached

according to the joints specified in Section 6.3.1. If the design requires a fixed connection, the

rebar within the columns supporting the bridge will have a development length in the spread

footing foundation. A settlement analysis will be performed after the foundation is designed.

Elastic settlement, primary consolidation settlement, and secondary consolidation settlement will



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be calculated. The foundation will be designed with a Factor of Safety that meets allowable

settlement guidelines. This design alternative is available if the slope conditions are suitable and

the soil is stable near the surface layers.

5.10 Drawings

Detailed drawings for both alternatives will be produced using AutoCAD software. These

drawings will include all necessary design features. Figure 5.5 and Figure 5.6 show preliminary

sketches of the design alternatives of the bridge foundations.

Figure 5.5: Design Alternative 1



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Figure 5.6: Design Alternative 2

5.11 Cost Estimate

The cost of the concrete will be determined according to its volume. The cost of any

additional soil will be determined according to its volume. The cost of any steel will be determined

by either its unit weight, volume, and or grade. The cost of any vegetation (grass) will be

determined according to its area in square feet. Labor will be determined according to the company

and estimated time of construction. The use of heavy machinery will be priced according to time

and the use of fuel, electricity, water, etc.



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5.12 Safety

The foundation will need to support many live loads, so many values and calculations will

be conservative in order to increase safety. Calculations will be performed using the Load

Resistance Factor Design methods. The actual construction of the foundation will require

technicians and labor to perform in accordance with OSHA Standards.



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6. Structural Design

The pedestrian bridge being designed for this project will include all of the important

aspects of structural design like load analysis, member selection/design, member connection

design, as well as the consideration of architectural principles. The structural section of this project

will require two alternatives for the design of the pedestrian bridge. The two alternatives to be

considered will be: a steel/truss bridge and concrete bridge. Apart from the engineering design

characteristics of the structure, a cost analysis will need to accompany both alternatives.

6.1 Constraints

The immediate constraints presented for this project will be:

The bridge will need to be at least 10 to 12 ft. high to maintain the safety of any riders

Enough space for a Horse to turn around once in the bridge. The minimum width for a two-

way equestrian bridge should be of at least 12 ft.

The non-pedestrian section of the beam should have a railing height of least 4.5 ft.

A service line compartment that will be directed to the barn.

Enough safety to account for special needs people.

Account for equestrian loads of, at least, 1 kip per square area of the bridge (AASHTO

2009).

6.2 Bridge Design Alternative 1: Steel/Truss bridge

The main component of this alternative is to implement steel as the main component of the

structure, using the American Institute of Steel Construction Manual as the design source. Most of

the members incorporated in the structure will be W-Shape steel members, using preferably A992



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steel as specified in the AISC manual. An example of the style of bridge considered as a first

alternative is depicted in Figure 6.2-1. (Trusses) shown below.

Figure 6.2-1. Truss Bridge Example


A complete load analysis will be performed using the Load and Resistance factors design,

in accordance with ASCE/SEI 7-16 Minimum Design Loads and Associated Criteria for Buildings

and Other Structures. The seismic loads will be determined through the ELF method for non-

building structures. Following the design, an analysis through ETABS 2016 software will be

incorporated.

6.2.2 Beam Design

The design of the beam members that will be placed horizontally will be done in

accordance with the AISC Steel construction manual, using the loads determined in Section 6.2.1.

Such beams will be according to the member’s most permissible limit state. Initially an ultimate



36

limit state analysis will be completed, if the ultimate limit state is higher than the permissible limit

state then the members will be in design with the permissibility limits. The limit states for the beam

will be designed based on bending and shear strengths as well as deflection parameters. Such

members will be displayed as shown in Figure 6.2-2 (L.B. Foster).

Figure 6.2-2. Steel Bridge Beams/Girders

6.2.3 Girder Design

The design of the two girders in the structure will be done in accordance with the

procedures from the AISC Steel Construction Manual, considering the loads from Section 6.2.1.

the girder design will be completed base on the most appropriate limit state, starting with the

ultimate limit state and in case needed the serviceability limit state will be used. These limit states

will be analyzed for shear, bending and deflection aspects of the girder. After design, the members

will be oriented and portrayed as shown in Figure 6.2-2.



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6.2.4 Truss Design

The Truss members working as side walls for the structure will be designed in accordance

with the procedures and values from the AISC Steel Construction Manual. This structural

component will be analyzed against the wind loads determined in Section 6.2.1. the truss design

will be completed following the most applicable limit state. The diagonal members for the truss

will most likely be chosen as L members, taking into consideration the design of a lighter bridge.

6.2.5 Connection Design

The design of the connections between all the structural members will be done once all of

the members are designed and the loads are determined. All of the calculations will be done in

accordance with the AISC Steel Construction Manual. The structure will be composed primarily

of bolted connections, although these will be the primary option weld connections will be

considered if needed. Gusset plates will be used for the connections of the diagonal and horizontal

members. The gusset plates designed will be connected to the main members as shown in Figure

6.2-3 (Graitec) but probably in a different face of the main W-member.

Figure 6.2-3. Gusset Plate Connections



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6.2.6 Floor Deck selection

The deck selection will be done following the results from the load analysis, and it will

follow any code constraints regarding the structures drainage. the deck will be designed as a metal

grid deck, which will result in a lighter general structure. The design of the entire deck will also

follow the requirements of the American Association of State Highway and Transportation

Officials (AASHTO, 5th Edition, 2010).

Figure 6.2-5: Steel Grid Section

6.2.7 Deck padding selection

The material for the floor padding will be selected so that it will cause the least weight

impact on the structure and the least damage to the horses. Find Materials that work effectively

through the construction, and work through the different seasons. For this alternative, most likely,

some type of wood or Rumber material will be placed on top of the deck. Rumber is used for the

padding of livestock trailers, as shown in figure 6.2-3 (Rumber).



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Figure 6.2-6: Deck Padding Material

6.2.8 Hand-Rail Selection

The handrail selection will be done taking into consideration any safety parameters

involved in the design of handrails for pedestrian bridges. the height of the non-pedestrian section

of the bridge will follow the constraints set in Section 6.1.


Several aspects will need to be taken into consideration when designing the foundations

for the pedestrian bridge. Some of these aspects are the overall design of the structure, the results

from the load analysis, and the results from soil analysis data provided by Intertek PSI. Sheet piles

will be used for this alternative in accordance with Section 5.8 and Figure 5.1.



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6.3 Bridge Design Alternative 2: Concrete Structure

The purpose of this alternative is to design a pedestrian bridge using reinforced concrete as

the main component for the structure. The design process will follow the procedures from the ACI

318-14 Building Code Requirements for Structural Concrete. An example of the second alternative

is shown by the concrete bridge over an open channel in Figure 6.3-1. (Proform 2011) below.

Figure 6.3-1. Concrete Bridge Example


A complete load analysis will be performed using the Load and Resistance factors design,

in accordance with ASCE/SEI 7-16 Minimum Design Loads and Associated Criteria for Buildings

and Other Structures. The dead loads will vary due to the material selection, but the load

determination will follow the same procedure as for Alternative 1. The seismic loads will be

determined through the ELF method for non-building structures. Following the design, an analysis

through ETABS 2016 software will be incorporated.



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6.3.2 Concrete Girder Design

The girders for the structure will be design in accordance with ACI 318-14 Building Code

Requirements for Structural Concrete. The design of such members will depend on the load

analysis. All the girders will be designed based on their ultimate limit state and adjusted based on

the serviceability limit states. The girders will most likely be rectangular members as shown in the

far left of Figure 6.3-2. (Deopujar).

Figure 6.3-2: Concrete Girders

6.3.3 Concrete Deck design

The deck supporting the padding for the structure will be designed based on the results

from the load analysis. All of the calculations will be completed in accordance with ACI 318-14

Building Code Requirements for Structural Concrete. The deck should follow all the drainage and

slope serviceability limits for an equestrian bridge. The designed decks will resemble Figure 6.3-

3 (Oldcastle Precast).



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Figure 6.3-3: Precast Concrete Decking

6.3.4 Concrete Column Design

The concrete column will be designed to raise the height of the bridge, serving as a barrier

for any riders. The design of the walls will be based on the load analysis, taking into special

consideration the wind loads. The design of such members will be done in accordance with ACI

318-14 Building Code Requirements for Structural Concrete. The tubing connecting both columns

in each side will be selected in accordance to any aesthetical aspects of the structure. the columns

will be designed in accordance of their governing limit state. The governing limit state for such

member includes local buckling, lateral torsional buckling, and elastic or inelastic buckling. Figure

6.3-4 (Structurepoint) works as an example of a reinforced concrete column.



43

Figure 6.3-4: Reinforced Concrete Column

6.3.5 Reinforcement Selection & Detailing

The selection of any reinforcement for the structure will be done based on the designed

members dimensions and loads determined. Once all of the previous members are selected and

designed the reinforcement will have to adhere to any constraints from the ACI 318-14 Building

Code Requirements for Structural Concrete. All of the calculation will need to consider

reinforcement splicing. The location of the reinforcement will depend of the direction of the

bending. The reinforcement will be fully developed for tension, and in case it is needed the

compression reinforcement will also be fully developed. After the loads are determined an analysis

for the use of stirrups will completed, and the stirrup type and spacing will be determined in the

case they are needed.



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6.3.6 Deck Padding selection

The deck padding is not a structural component, but it will have to be taken into

consideration since it is one of the constraints specified for the development. The padding selected

for this alternative will be different to the previous alternative and will be a blasted rock type

padding.


Several aspects will need to be taken into consideration when designing the foundations

for the pedestrian bridge. Some of these aspects are the overall design of the structure, the results

from the load analysis, and the results from soil analysis data provided by Intertek PSI. A footing

will be used for the foundation of this alternative and it will be in accordance with Section 5.9,

Figure 5.2. this design will thoroughly determine the number, amount and spacing of the

reinforcement rebar. The reinforcement for the foundation will be determined based on the

required area of steel, using the factored ultimate loading the column will apply into the

foundation. The determined area will be analyzed in flexure and compression to assure no failure

occurs. Figure 6.3-5 (Happo) depicts the scenario of rebar detailing within a concrete footing.

Figure 6.3-5: Reinforced Concrete Footing



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6.4 Architectural Considerations

The architectural aspect is not a main component of the structure’s design, although several

architectural principles will need to be considered in order to create an appealing structure. Any

elements of architecture used during the design process will adhere to any of the constraints

imposed for this project.

6.5 Service Line Considerations

Following one of the constraints for this project, a service line pipe will be incorporated

into the main structure. Such design will be done in accordance to any code constraints on service

lines and based on the results from the girder and member designs.

6.6 Drawings

After completing all of the design components and the members for the structure have been

selected, AutoCAD drawings will be done. Such drawings will include all views needed to show

in depth all of the components in the structure.

6.7 Structural Safety

The safety parameter for the structure will be set in accordance with the U.S. Forest Service

and following any specification in place to account for special need individuals. The structural

safety parameters for the structure refers to the minimum width, minimum height, minimum

amount of load, maximum weight of the structure. some of these values are explained in the

constraints set in Section 6.1. Apart from the constraints set for the horse’s space there are

minimum measures that account for pedestrians. All of the safety parameters in place for the



46

structure and the construction process will have to follow the standards and procedures set by

OSHA.

6.8 Preferred Design Analysis

Once each one of the alternatives has been fully designed, a cost, efficiency, and safety

analysis will be completed to compare each alternative.



47

7. Final Design

The final design of all of the components of this projects will be done in accordance with

the owners of the property. Safety, cost, and efficiency will be evaluated for each of the options in

order to guarantee a design that satisfies the most criteria assigned.



48

8. Cost Estimate

The development of this project will be influenced by the cost. Different designs will

require different amounts of funds. The cost will be estimated according to material, labor, and

economic factors. The individual components of each will be calculated before construction in

order to decide which design alternative is the most beneficial. The cost of the project will be based

on the options chosen for the final designs.



49

9. Schedule

Figure 9.1: Preliminary Project Proposal and RFI Schedule



50

10. Conclusion

This purpose of this project is to prepare students pursuing careers in the field of civil

engineering. The interactions, decision, calculations, professionalism, and technical knowledge

applied in this project provide a good environment for the students to gain more professional

experience. The situations presented in this project are very similar to ones that professional civil

engineers would encounter in their careers. In conclusion, this project is a good opportunity for

the students to demonstrate to their professors and professionals that they are well prepared to

enter the professional world.



51

Acknowledgements

Faculty:

Dr. Andrew Assadollahi, P.E.

Department Chair, Associate Professor

Dept. of Civil and Environmental Engineering


Office Phone: (901) 321-4154

E-mail: [email protected]

Dr. L. Yu Lin P.E.

Professor



Office Phone: (901) 321-3403


Gene McGinnis

Associate Professor



Office Phone: (901) 321-3279


mailto:[email protected]





52

Project Sponsors:

Allen & Hoshall, Inc.

Engineers ⠂Architects ⠂Surveyors

1661 International Dr. Suite 100

Memphis, TN, 38120

Phone: (901) 820-0820

www.allenhoshall.com

Trinity Farm

Mrs. Poppy Doyle

10365 Monroe Rd

Lakeland, TN 38002

Phone: (901) 867-8682

www.trinityfarmtn.com

http://www.allenhoshall.com/



53

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