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
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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
4.2.8 Cost Estimation
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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
6.3.1 Load Determination
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
6.3.7 Foundation Design
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
4.1.6 Cost Estimation
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
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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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4.2.8 Cost Estimation
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
6.2.1 Load Determination
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
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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.
6.2.9 Foundation Design
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
6.3.1 Load Determination
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.
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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.
6.3.7 Foundation Design
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
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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.
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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.
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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.
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9. Schedule
Figure 9.1: Preliminary Project Proposal and RFI Schedule
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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.
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Acknowledgements
Faculty:
Dr. Andrew Assadollahi, P.E.
Department Chair, Associate Professor
Dept. of Civil and Environmental Engineering
Christian Brothers University
Office Phone: (901) 321-4154
E-mail: [email protected]
Dr. L. Yu Lin P.E.
Professor
Dept. of Civil and Environmental Engineering
Christian Brothers University
Office Phone: (901) 321-3403
E-mail: [email protected]
Gene McGinnis
Associate Professor
Dept. of Civil and Environmental Engineering
Christian Brothers University
Office Phone: (901) 321-3279
E-mail: [email protected]
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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
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