Central Hollywood Plaza Christian Brothers...

Design of Central Hollywood Plaza Midtown

Memphis, Tennessee

A Project Assignment Submitted in Partial Fulfillment of the

Requirements for CE 331 Junior Project

By: Buccaneer Engineering Diego Alonso Acosta

Rafael Jahir Arce Maximiliano Gomez-Pedro

Kolbie Anne Seay Victor Leroy Bryan Smith

Department of Civil and Environmental Engineering

Christian Brothers University 650 East Parkway South

Memphis, Tennessee 32104

Central Hollywood Plaza Christian Brothers University Table of Contents CE 331 Nov. 2019____________________________________________________________________________________

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Table of Contents

1. Introduction 8

2. Background 10

3. Site Layout 12

4. Transportation Design 14 4.1 Traffic Analysis and Signalization 14 4.2 Parking Lot Layout 15

4.2.1 Alternative 1: Quarterly-divided 15 4.2.2 Alternative 2: Half-divided 17

4.3 Access Road Design 18 4.4 Drawings 19 4.5 Cost Estimate 19 4.6 Preferred Design Analysis 19

5. Water Resource / Land Development Design 20 5.1 Existing Terrain 20 5.2 Detention Basin 20

5.2.1 Alternative 1: Wet Detention Basin 21 5.2.2 Alternative 2: Dry Detention Basin 22

5.3 Land Development 24 5.4 Piping 26 5.5 Storm Water Pollution Prevention Plan 26 5.6 Drawings 26 5.7 Preferred Design Analysis 26

6. Environmental Design 28 6.1 Construction Environmental Management Plan 28 6.2 Wastewater 29

6.2.1 Alternative 1: Traditional Centralized Wastewater System 29 6.2.2 Alternative 2: Decentralized Wastewater System 29

6.3 Stormwater 30 6.4 Solid/Hazardous Waste 30

6.4.1 Alternative 1: Lighter to Heaviest 31 6.4.2 Alternative 2: Least Amount of Turns 31

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6.6 Drawings 31 6.5 Cost Estimate 31 8.5 Preferred Design Analysis 32

7. Structural Design 34 7.1 Constraints 34 7.2 Alternative 1: Steel Structure 34

7.2.1 Load Determination 35 7.2.2 Roof Deck Selection/Design 35 7.2.3 Roof Beam Design 36 7.2.4 Roof Girder Design 36 7.2.5 Column Design 37 7.2.6 Connection Design 37 7.2.7 Foundation Design 38

7.3 Alternative 2: Reinforced Concrete Superstructure 38 7.3.1 Load Determination 38 7.3.2 Roof Deck Selection/Design 39 7.3.3 Roof Beam Design 39 7.3.4 Roof Girder Design 39 7.3.5 Column Design 39 7.3.6 Connection Design 40 7.3.7 Foundation Design 40

7.4 Interior 40 7.5 Architectural Considerations 40 7.6 Drawings 41 7.7 Preferred Design Analysis 41

8. Geotechnical Design 42 8.1 Soil Data 42 8.2 Foundation of Small Structure 42

8.2.1 Alternative 1: Foundation for Steel Structure 42 8.2.2 Alternative 2: Foundation for Concrete Structure 44

8.3 Retaining Wall 45 8.3.1 Alternative 1: Mechanically Stabilized Earth Wall 45 8.3.2 Alternative 2: Gabion Wall 46

8.4 Drawings 47

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8.5 Preferred Design Analysis 47

9. Cost Estimate 48

10. Final Design 50

11. Conclusion 52

12. Schedule 54

Acknowledgments 56

References 58

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List of Figures

Figure 2-1. Site Location 10

Figure 3-1. Tentative Proposed Site Layout 13

Figure 4.2.1-1. Quarterly-divided Lot 16

Figure 4.2.2-1. Half-divided Lot 18

Figure 5.2.1-1. Wet Detention Basin Design 22

Figure 5.2.2-1 Example of Dry Detention Basin 23

Figure 5.2.2-2. Dry Detention Basin Design 24

Figure 5.3-1. Gravel Entry and Exit 25

Figure 7.2-1. Steel Structure Example 35

Figure 7.2.2-1. Typical Steel Roof Section 36

Figure 7.2.4-1. Open Web-Steel Joist 37

Figure 7.3-1 Reinforced Concrete Structure Example 38

Figure 8.2.1-1. Spread Footing Foundation 43

Figure 8.2.2-1. Mat Foundation 44

Figure 8.3-1. Location of Retaining Wall. 45

Figure 8.3.1-1. MSE Wall Example 46

Figure 8.3.2-1. Gabion Wall Example 46

Figure 11-1. Proposal Draft and Document Schedule 54

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Central Hollywood Plaza Christian Brothers University Section 1: Introduction CE 331 Nov. 2019____________________________________________________________________________________

1. Introduction

A shopping center is to be constructed on the specified site located at the corner of

Central Avenue and Hollywood Street. The site will include a large department store and two

smaller structures. It is also assumed that the site currently has no existing structures of any kind.

Buccaneer Engineering has been tasked with designing all of the major components of

the project, which include the structural, geotechnical, environmental, transportation, and water

resource designs. Each project team member has been assigned a specific component of

designing using knowledge and skills obtained from relevant courses. Every component will

include two alternatives (i.e. concrete structure and steel structure). The project team will also be

responsible for obtaining any necessary information about the site, such as existing topographic

conditions, soil data, local building codes, and more from corporate sponsors Allen & Hoshall,

Inc.

The final design of the project will be dependent upon all of the preferred design

alternatives for each component. All of the team members will converge their preferred designs

into one grand design. The goal for Buccaneer Engineering is to provide to their client with the

most safe, economical, efficient, and environmentally friendly overall design.

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Central Hollywood Plaza Christian Brothers University Section 1: Introduction CE 331 Nov. 2019____________________________________________________________________________________

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Central Hollywood Plaza Christian Brothers University Section 2: Background CE 331 Nov. 2019____________________________________________________________________________________

2. Background

The site selected for this development is located in Midtown Memphis and is surrounded

by Avery Avenue, Flicker Street, Central Avenue, and Hollywood Street. This location is ideal

for a department store anchored development due to its proximity to local areas of interest and

surrounding neighborhoods. Immediately surrounding the site is The Children's Museum of

Memphis, Christian Brothers University, Memphis Fairgrounds, the Liberty Bowl Stadium, and

several residential neighborhoods. This development would offer shopping and amenities within

walking distance for the surrounding neighborhoods and the students of Christian Brothers

University.

Figure 2-1. Site Location.

Large amounts of traffic is generated during University of Memphis football games at the

Liberty Bowl, Memphis Fairground activities, and various festivals in the greater surrounding

neighborhoods. Additionally, located in the greater surrounding area are the established, popular

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Central Hollywood Plaza Christian Brothers University Section 2: Background CE 331 Nov. 2019____________________________________________________________________________________

neighborhoods of Cooper-Young and Overton Square as well as Overton Park. This location also

allows easy access to Downtown Memphis to the West, East Memphis to the East, and the

Memphis International Airport to the South.

The site is currently home to a telecommunications maintenance facility, the Shelby

County Board of Education, and Tobey Park. For the purpose of the project, the site will be

assumed as undeveloped, open land.

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Central Hollywood Plaza Christian Brothers University Section 3: Site Layout CE 331 Nov. 2019____________________________________________________________________________________

3. Site Layout

This location chosen is ideal for a large “box store” due to its proximity to areas of high

traffic areas as well as residential ones. The large box store will be located in the Northeast

section of the lot, adjacent to the Avery Avenue and Flicker Street intersection. Apart from the

larger structure, the preliminary project information includes the erection of two smaller

structures, which locations will be determined upon acquirement of further information. One of

the locations will be a fast food restaurant while the second structure is yet to be determined.

The addition of structures that will attract vehicular and pedestrian traffic to the site will

result in thorough planning for the accommodation of such. Parking and island locations will be

analyzed and discussed in Section 4.2 of this report. These areas will be determined upon further

knowledge of structure location and dimensions. These will also rely on information from the

water resources/land development team for further information of the location of water retention

pond.

By the addition of pavement and concrete for lots, walkways, and structures, the runoff of

water will increase. The results of such a large area accounting for minimal water absorption will

require the water resources team to develop a plan to minimize this impact. A water retention

pond will be a great alternative for this problem. Further information on this aspect will be found

in Section 5.2 of this report.

The topography of the land as well as the existing roads along the site require the project

team to introduce a retaining wall. To be located on the Southern portion of the lot, the retaining

wall will provide support for the extreme grade change in this portion of the site. Information

from the existing terrain and location of certain structures will be needed in order to develop a

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Central Hollywood Plaza Christian Brothers University Section 3: Site Layout CE 331 Nov. 2019____________________________________________________________________________________

solution to this problem. Details of this aspect of the project will be found in Section 8.3 of this

report.

Figure 3-1. Tentative Proposed Site Layout.

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Central Hollywood Plaza Christian Brothers University Section 4: Transportation CE 331 Nov. 2019____________________________________________________________________________________

4. Transportation Design

The transportation engineering portion of the project will involve the traffic analysis and

signalization due to the presence of the buildings, the parking lot layout depending on the

positioning of such, as well as a possible design of an access road onto the proposed site. This is

a highly collaborative aspect of the project, considering much of the layout is dependent on other

factors. Extensive communication and collaboration among all engineers should be prioritized

for the design to be appropriate. Cost will be analyzed and implemented with each required

alternative.

4.1 Traffic Analysis and Signalization

The traffic analysis will be conducted along Central Avenue, South Hollywood Street,

Avery Avenue, Flicker Street, and all adjoining roads. These studies will develop a basis for

needed signalization due to expansion of vehicular and pedestrian traffic along and within the

site. The analysis will include the use of a capacity software. The addition of a large supermarket

along with smaller structures is bound to increase traffic along the proposed site. The placement

of the site will create a much higher traffic volume along South Hollywood Street. Both Avery

and Central Avenue will also have volume increases. If the traffic volume is studied to be high

enough around the perimeter roads, possible widening of roads and/or dedicated left turn lanes

must be considered. All changes to the design of roads, considering volume numbers, will be a

factor on signalization choices.

If permitted, traffic data will be obtained from the City of Memphis or private entities. In

the case that this is not possible, a viable alternative will be to evaluate these by having actual

vehicle counts for a short period of time and developing an estimate depending on the time of

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day. The magnification of these numbers because of the increase of traffic volume in the

proposed area will be the determining factor in the ultimate design.

4.2 Parking Lot Layout

The parking lot layout will be dependent on positioning of structures and points of access

and egress for structures and overall market area. The proximity to residential areas will be

accounted for in terms of pedestrian facilities such as sidewalks, crosswalks, and curb ramps.

These will be designed considering guidelines under Public Rights-of-Way Accessibility

Guidelines provided by the Policy on Geometric Design of Highways and Streets (Green Book).

The parking lot should accommodate sufficient lot spaces and clearance for commercial vehicle

use throughout the site. Positioning of signage and lighting will be studied with sufficient

alternatives throughout the site being developed. Specifications for parking, loading, marking,

curbs, queuing, buffering, etc. will be obtained from Article 4 of the Memphis Unified

Development Code (UDC). Thickness of pavement must be developed and will be dependent on

the amount and type of vehicular traffic along the site, soil characteristics, climate, performance

of pavement in the area, availability of materials, maintenance, and service-life costs. At least

two design alternatives for parking lot layout shall be developed to accommodate for changes

throughout the design process.

4.2.1 Alternative 1: Quarterly-divided

If the proposed restaurant is to be placed in the Southwest corner of the lot, a possible

alternative of the site is to split it into four smaller subsections. These would be broken up by

two major parking lot pathways, with one spanning from South Hollywood St. to Flicker St. and

the other spanning from Central Ave. to Avery Ave. The reasoning for this is to allow maximum

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potential parking for the larger structure, which will be located on the Northeast corner of the

proposed site. Possible future erection of a gas station belonging to the large supermarket could

also fit on the top left quadrant if high volumes are achieved with the erection of such store. This

would be possible with the choice of Alternative 1. With the other two structures located in the

Southwest corner of the lot, the traffic volume will be distributed throughout the area.

The detention pond will be located in the Southeast corner of the lot. This will have to be

carefully placed as seepage could become an issue for the geotechnical engineer designing the

retaining wall. A possible plan is to have the detention pond adjacent to the North side of the

Southeast quadrant and implementing a recreation area on the Southmost section. This is

depicted in Figure 4.2.1-1.

Figure 4.2.1-1. Quarterly-divided Lot.

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4.2.2 Alternative 2: Half-divided

The proposed site lot layout would be divided into two major halves as pictured in Figure

4.2.2-2. By focusing on keeping most of the high traffic flow on the North portion of the lot,

Buccaneer Engineering decided upon placing the two small structures on the Northwest corner of

the lot, opposite to the department store located on the Northeast corner of the site as already

established. The placement of the smaller structures in proximity to the larger retail store allows

for simplified logistics in terms of public service vehicle flow, parking space layout, as well as

pedestrian and bicycle traffic flow.

The portion on the South of the proposed area will include the detention basin as

designed by the water resources engineer. This area of land will be majorly surrounded by

environmentally friendly landscape. A possible park with a walking trail was one of the ideas

thoroughly discussed among the engineering team involved.

The proposed layout of this alternative will be to ease the overall access and mobility

plans of the center. By addressing the parking layout in a comprehensive and strategic manner

for the entire proposed lot, the grouping of structures with commonalities provided better flow.

The current layout will also support long-term development for an increase in possible structures.

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Figure 4.2.2-1. Half-divided Lot.

4.3 Access Road Design

Possible alternatives for the design and placement of an access road will be developed.

The positioning of such will be dependent on the location of structures and should be analyzed to

facilitate incoming and outgoing volume and clearance depending on minimum turning path of

motor vehicles. Guidelines provided by the Policy on Geometric Design of Highways and Streets

will be followed. This will assure that the American Association of State Highway and

Transportation Officials (AASHTO) requirements are met. The Tennessee Department of

Transportation (TDOT) requirements should be studied and met as well.

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4.4 Drawings

Detailed drawings for both alternatives will be produced. These drawings will include all

necessary plan views. This will be done using AutoCad.

4.5 Cost Estimate

Detailed cost estimates for both alternatives will be developed regarding cost of

materials, equipment and labor for construction, among other necessary factors

4.6 Preferred Design Analysis

The final design will be based on safety, cost, and efficiency of design.

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Central Hollywood Plaza Christian Brothers University Section 5: Water Resource / Land Development CE 331 Nov. 2019____________________________________________________________________________________

5. Water Resource / Land Development Design

The water and land development aspect of this construction site will consist of modifying

the existing terrain, storm water drainage, piping, grading due to the building, and sediment

control. Modifying existing terrain will consist of grading and using the topography to the

company’s advantage. Storm water drainage will consist of adding swells, curb and gutter, or

inlets leading to a storm water basin. Sediment control will consist of ensuring sediment does not

exit the construction site in any manner. Buccaneer Engineering will also be responsible for

access to clean water and piping into new structures (see Section 6.2 for wastewater piping).

5.1 Existing Terrain

The current flow of water in the topography shows the water shifting to the Northeast

corner of the site, meaning that the existing terrain will have to be graded to a minimum slope to

direct water runoff into an inlet, a wet detention basin, or a dry detention basin. The land will

have to be graded for the water to flow from the Northwest area of the site to the Southeast area .

5.2 Detention Basin

A detention basin will be temporarily used during construction to prevent water and

sediment runoff. The primary objective is to reduce peak flow discharge and slow the storm

water runoff for a property or development, therefore, reducing flooding downstream. The

secondary objective is to remove suspended sediment, trash, debris, oil, grease, and other

pollutants in order to protect the water quality of Memphis and Shelby County streams and

channels.

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5.2.1 Alternative 1: Wet Detention Basin

Wet detention basin satisfies both storm water detention and storm water quality

requirements. According to Shelby County Stormwater Management Manual Volume 3, a wet

detention basin can be enhanced with other stormwater treatments, such as a pretreatment

sediment forebay, baffle box, or storm water quality inlet. A wet detention basin is, generally,

more effective than a dry detention basin at allowing sediments and other pollutants to

completely settle. According to Shelby County Stormwater Management Manual Volume 3,

Outlets structure peak release rate for the 10-year, 24-hour duration storm shall not exceed the

pre-development peak runoff rate, emergency outflow capable of handling 100-year post

development discharge.

Wet detention basins have multiple benefits for passive recreation during dry periods

such as trails, fields, canoeing, etc. Wet detention basins are recommended for large regional

detention facilities, and large areas mainly have minimum base flow. Stormwater coming from

pavement or rooftops must be treated in order to reduce the thermal impacts to the stream,

therefore, the basin will need to be located away from sunlight by using buildings as shades or

using trees.

The storage volume can be divided into two things a live detention storage and pool

storage. The live detention storage provides peak flood control, erosion control and treatment

benefits. Sediment forebay will be recommended in the design, wherever the storm water runoff

enters the wet detention basin. The permanent pool storage provide a quiescent volume for

settling particulate contaminants and the uptake of dissolved contaminants by aquatic plants

between storms.

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Figure 5.2.1-1. Wet Detention Basin Design.

According to the Shelby County Stormwater Management Manual Volume 3,

design flow paths to minimize potential short-circuiting by locating the inlets as far away form

the outlet structure as possible.

5.2.2 Alternative 2: Dry Detention Basin

A dry detention basin is a common method for storm water detention; this is applicable

for small or large developments. Dry detention ponds are easy to design and construct and, with

adequate inspections and maintenance, are long lasting and durable. The design for a dry

detention pond must be designed to have adequate detention storage, and outlet structures.

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Figure 5.2.2-1. Example of Dry Detention Basin .

Storm water runoff that falls onto rooftops and pavement should be detained and treated

in order to reduce high temperature impacts into the streams, this can be prevented by using trees

or buildings for shade. Memphis and Shelby County require volume control of the 2-year and

5-year rainfall events. According to Shelby County Stormwater Management Manual Volume 3,

Outlets structure peak release rate for the 10-year, 24-hour duration storm shall not exceed the

pre-development peak runoff rate, emergency outflow capable of handling 100-year post

development discharge. The outlet structure must be made out masonry or concrete along with

multiple weirs in order to release the designed storm at pre-development rate. As shown in

Figure 5.2.2-2, the length to width ratio of a basin is preferable to be 3:1.

In order to prevent soil erosion strong growth on vegetation on the side slopes will be

necessary. Steep slopes, particularly on embankments will help cause soil erosion and therefore

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reduce the effectiveness of a dry detention basin with respect to water quality. Avoid locating

detention basin above or below steep slope die to impound water may occur and create slope

stability problems.

The best way to maintain a dry detention pond is to do regular inspections especially

after heavy rainfall, remove trash and debris after rain events, check outlet structure for clogging,

removing sediment when aximmulation becomes noticeable (1”-2”). Maintaining a thick and

healthy vegetation is encouraged along with it being mowed and trimmed.

Figure 5.2.2-2. Dry Detention Basin Design.

5.3 Land Development

Tennessee Erosion Prevention and Sediment Control will need to be implemented. Silt

fencing will need to be placed all around the construction site to prevent any kind of sediment

from leaving the site. Gravel entry and exit points (as shown in Figure 5.3-1) will need to be

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placed to prevent sediment from exiting the site on vehicles. The gravel entry and exit will be a

minimum length of 50 feet and a minimum width of 20 feet. General aggregate should be

crushed, washed, and well-graded rocks, with 2” to 3” aggregate, at a depth of 6” according to

the Shelby County Stormwater Management Manual Volume 3. According to the topography, the

flow of water will be leading to the Northeast area of the construction site where a large grocery

store will be constructed. The water will need to be shifted to the Southeast corner of the

construction site for the water to flow into the desired direction. The terrain will also need

grading.

Figure 5.3-1. Example of Gravel Entry and Exit.

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5.4 Piping

Water piping for this site will need to be precariously laid out to where it does not

overlap with existing pipes or electrical lines. It will also need to be placed around and not

underneath structures. If any problems were to occur in the future, the pipes will need to be made

accessible to the maintenance and repair teams without the delay of traffic in the area. The piping

from the buildings will also need to be connected to existing water lines, manholes, and inlets.

5.5 Storm Water Pollution Prevention Plan

The purpose of Storm Water Pollution Prevention Plan is to identify Best Management

Practices (BMPs) the facility is using to reduce the pollutants in storm water. See Section 6.2 for

further information.

5.6 Drawings


necessary plan views, side views, and cut sections. This will be done using AutoCAD.


The final design will be based on the safety, final cost, and efficiency

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Central Hollywood Plaza Christian Brothers University Section 6: Environmental CE 331 Nov. 2019____________________________________________________________________________________

6. Environmental Design

The environmental impact in the construction and maintenance of Central Hollywood

Plaza is to be monitored by the environmental engineer. The construction of the project will

impact the surrounding environment by sound and air pollution, and hazardous contaminating

procedures. The environmental engineer is to propose a construction management plan to ensure

that the environmental coordination of contractors and designers is kept to standards. In the

completion of the project design, the maintenance of wastewater, stormwater and

solid/hazardous waste will be necessary. The design of a sanitary sewer layout connecting to the

existing Shelby County sewer line will be proposed in accordance to the layout of any structures

within the site. By the completion of the parking lot layout, a storm water sewer system will be

designed. This system will be will be completed using data collected by the water resource team

to obtain the most convenient control of pre and post conditions. As the structural engineer

completes the layout of the proposed building, the environmental engineer will need to design a

solid waste management routine. Routines will include the collection of solid waste by garbage

and recycling trucks. Solid waste is going to be collected from the garbage storage which needs a

specified location based on best route.

6.1 Construction Environmental Management Plan

Land development will consider earthwork of the terrain which will include topsoil

stripping, stockpiling, and transportation of material for necessary pavement and structures. Air

pollution in the Memphis area has not exceeded ambient air quality, therefore, procedures will

only consider ambient motoring for exhaust emission created by heavy machinery in the site.

Noise modeling will need to be performed to determine if the construction noise levels are

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appropriate for surrounding residential areas. During construction, excess wastewater from

equipment and machines will be created, therefore, erosion control plan will be required as

mentioned in Section 5.3.

6.2 Wastewater

A sanitary sewer system will be designed and constructed to connect to existing sewer

lines in the City of Memphis. The layout of the sewer system will consider the location of each

building to obtain total containment of sanitary waste. Design concepts will include size of pipe,

topography, soil conditions, ground water infiltration and exfiltration, and treatment plan. The

direction of drainage flow will be considered to be direct toward Northeast corner of the site.

6.2.1 Alternative 1: Traditional Centralized Wastewater System

Alternative One will consist of a traditional centralized system which collects wastewater

including solids. The system is generally composed of large diameter sewers that extends long

distances to a mechanical treatment plant. In this alternative, the wastewater drainage flow of the

restaurant is to be directed towards the North end. The direction of the flow will be governed by

the location of toilets and sinks within the restaurant.

6.2.2 Alternative 2: Decentralized Wastewater System

Alternative Two will consist of a decentralized system, which includes the collection of

treatment, and disposed/reuse of wastewater at a near location to Central Hollywood Plaza. In

this alternative, the wastewater drainage flow of the restaurant is to be directed to the East.

The alternative to the wastewater system are generalized by the cost. Alternative two will

minimize cost by material, operation and maintenance, and use of disposal/ reuse of treated

wastewater. The selection of a decentralized concepts will convey into an urban centralized

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system. The direction of the wastewater drainage flow is important due to the fact that sewer

system may interfere with stormwater sewer. Routing the drainage flow in the most efficient

manner will allow to minimize cost of the system. The material used is to be determined as final

design is developeds

6.3 Stormwater

The base design concept will consider peak flow, runoff volume, and watershed

properties. The City of Memphis and Shelby County StormWater Management Manual will be

used to design the stormwater sewer. A Stormwater Pollution Prevention Plan (SWPPP) will be

created to obtain National Pollutant Discharge Elimination System (NPDES) permit. Runoff

control will be implemented using Best Management Practices (BMPs) to manage the discharge

of stormwater pollutants. The layout of the stormwater sewer system is to be established in order

to control post construction runoff conditions of the Central Hollywood Plaza construction

project. The project will consider a detention storage due to topography on site. All sewers

system will connect to existing sewer lines in Shelby County.

6.4 Solid/Hazardous Waste

Hollywood plaza will have an excess of solid waste but no hazardous waste. Solid waste

will be accumulated in separate containers distributed at best route according to size and

location. The production of solid waste quantified by capacity and permits obtained for Central

Hollywood Plaza. The storage of garbage containers will be in coordination to the capacity of

the building and type of business of location. Collection roads will be designed to route the most

efficient path for garbage and recycling trucks. This will be analyzed and designed by a

collaborative effort with traffic engineers. The City of Memphis will comply with regulations of

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solid and hazardous waste, therefore, Buccaneer Engineering will need to abide to all rules

supplemented.

6.4.1 Alternative 1: Lighter to Heaviest

The route in which garbage and recycling trucks will need to take can be from lightest to

heaviest container. In this route the truck driver will not take into consideration the turns that it

needs to make in order to collect all disposed garbage and recycling. This route gives the most

efficient type of collection on Central Hollywood Plaza.

6.4.2 Alternative 2: Least Amount of Turns

The second alternative will only consider the amount of turns to be able to collect all

disposed garbage and recycling. This route will be the most time efficient collection of garbage

and recycling on Central Hollywood Plaza

6.6 Drawings



6.5 Cost Estimate

The cost estimation for the environmental engineering portion will start accumulating as

preliminary construction permits are obtained. Some applications and fees will be required in

order to initiate and complete Central Hollywood Plaza construction project. The Tennessee

Department of Environmental and Conservation (TDEC) will require permits for activities such

as housing subdivision, commercial and industrial buildings, sewage treatment plants, and roads.

The Construction Stormwater General Permit will include fees for acres of project plus a fee to

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submit a Stormwater Pollution Prevention Plan (SWPPP). All cost will reflect the minimal based

on efficiency of maintenance and material.

Table 1. Environmental Cost Estimate.

Fee Description Cost

CGP Fee Per Acres of Project $10,000.00

Initial Primary Operator $100.00

401 Certification or ARAP $2,500.00

Decentralized Wastewater Systems $1,000.00

Stormwater Discharge Permits (Industrial Activities) $690.00

Total = $14,290.00



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Central Hollywood Plaza Christian Brothers University Section 7: Structural CE 331 Nov. 2019____________________________________________________________________________________

7. Structural Design The scope of the structural design is to design one of the smaller buildings on the site.

This design will include all the major components of a structure, such as member design,

member connections, load analysis, and some architectural considerations. This structure shall be

a one-story, rectangular partitioned building intended for general retail use to be partitioned as

needed by the owner. Although the design of the partition(s) is not within the scope of the

structural design, the partition(s) shall be accounted for during the load analysis in accordance

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

Structures. The structural design of this project will include two alternative designs: a steel

structure and a reinforced concrete structure. Each design will have its own foundation designed

in conjunction with the geotechnical engineer. A cost analysis will also be performed for both

alternatives.

7.1 Constraints

The following are the primary constraints regarding the structural design of the building:

the structure must adhere to the required area specified by Allen & Hoshall, Inc., which is

approximately 10,000 SF. The structure’s dimensions shall be 165 ft x 60 ft. This will yield an

area of 9,900 SF. Additionally, each alternative design must provide adequate strength, stiffness,

serviceability, functionality, and fire resistance as required by ASCE/SEI 7-16 and local building

codes.

7.2 Alternative 1: Steel Structure

This alternative is based on using steel as the main material for the structural frame of the

building and will be designed using the AISC Steel Construction Manual. Since the columns and

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beams for this design will primarily be W-shape steel members, the preferred material will

primarily be A992 steel, as specified by the AISC Steel Construction Manual.

Figure 7.2-1. Steel Structure Example.

7.2.1 Load Determination

An in-depth load analysis will be performed using Load Resistance Factor Design, in

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

and Other Structures. All load types will be considered, which include dead, live, wind, snow,

rain, and seismic loads. The analysis will include the use of Extended Three-Dimensional

Analysis of Building Systems (ETABS) 2016 software.

7.2.2 Roof Deck Selection/Design

The design of the roof of the structure will be dependent on the results from the load

analysis. The roof design will adhere to relevant building codes regarding appropriate drainage.

The roof must also be designed with consideration of plumbing and ventilation systems. The

resulting design will include the roof type (hip, low slope, gable, etc.), material, dimensions, and

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the location of any openings. The latest version on the Vulcraft Steel Roof & Floor Manual shall

be used as a primary reference.

Fig. 7.2.2-1. Typical Steel Roof Section.

7.2.3 Roof Beam Design

The roof beams of the structure will be identified as the smaller and shorter members

supporting the roof. The beams will be designed using the results obtained from the load analysis

and in accordance with the AISC Steel Construction Manual. All beams will be designed using

their ultimate limit state or serviceability limit state; the more applicable limit state will be used

during design.

7.2.4 Roof Girder Design

The roof girders of the structure will be identified as larger members supporting the roof

and beams. Girders will be designed in accordance with the AISC Steel Construction Manual

and using the results obtained from the load analysis as well as the determined beam design. All

girders will also be designed using their more applicable limit state. Due to their versatility and

practicality, open web-steel joists (OWSJs) will most likely be the member of choice for the

structure’s roof girders.

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Figure 7.2.4-1. Open Web-Steel Joist.

7.2.5 Column Design

The columns of the structure will be designed in accordance with the AISC Steel

Construction Manual using the results of the load analysis and determined girder design. All

columns will be designed based on their governing failure mode. These failure modes include

local buckling, lateral-torsional buckling, and either elastic or inelastic buckling.

7.2.6 Connection Design

The connections for all members will be designed using the determined loads and designs

for each member type. This will be done in accordance with the AISC Steel Construction

Manual. All connections will be simple connections. Bolted connections will be preferred

throughout the structure over welded connections due to cost, however, welded connections will

be used where they are deemed more practical. If a situation demands it, both bolts and welds

shall be used.

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7.2.7 Foundation Design

The foundation design of the structure will be done by considering several things: the

overall loads caused by the structure, the geometry of the structure, and the results obtained from

the geotechnical engineering analysis. More information of the foundation can be found in

Section 8.2.1.

7.3 Alternative 2: Reinforced Concrete Superstructure

This alternative is based on using reinforced concrete as the main material for the

structural frame of the building. This design will be in accordance with ACI 318-14 Building

Code Requirements for Structural Concrete. The preferred type of concrete material may differ

throughout the structure.

Figure 7.3-1. Reinforced Concrete Structure Example.

7.3.1 Load Determination

An in-depth load analysis will be performed using Load Resistance Factor Design, in

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

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and Other Structures. All load types will be considered, which include dead, live, wind, snow,

rain, and seismic loads. The analysis will include the use of ETABS 2016 software.

7.3.2 Roof Deck Selection/Design

The design of the roof of the structure will be dependent on the results from the load

analysis. The roof design will adhere to relevant building codes regarding appropriate drainage.

The roof must also be designed with consideration of plumbing and ventilation systems. The

resulting design will include the roof type (hip, low slope, gable, etc.), material, dimensions, and

the location of any openings.

7.3.3 Roof Beam Design

The roof beams of the structure will be identified as the smaller and shorter members

supporting the roof. The beams will be designed using the results obtained from the load analysis

and in accordance with ACI 318-14 Building Code Requirements for Structural Concrete. All

beams will be designed using their ultimate limit state or serviceability limit state; the more

applicable limit state will be used during design.

7.3.4 Roof Girder Design

The roof girders of the structure will be identified as larger members supporting the roof

and beams. Girders will be designed in accordance with ACI 318-14 Building Code

Requirements for Structural Concrete and using the results obtained from the load analysis as

well as the determined beam design.

7.3.5 Column Design

The columns of the structure will be designed in accordance with ACI 318-14 Building

Code Requirements for Structural Concrete using the results of the load analysis and determined

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girder design. All columns will be designed based on their governing failure mode. These failure

modes include local buckling, lateral-torsional buckling, and either elastic or inelastic buckling.

7.3.6 Connection Design

The connections for all members will be designed using the determined loads and designs

for each member type. This will be done in accordance with ACI 318-14 Building Code

Requirements for Structural Concrete.

7.3.7 Foundation Design

The foundation design of the structure will be done by considering several things: the

overall loads caused by the structure, the geometry of the structure, and the results obtained from

the geotechnical engineering analysis. More information of the foundation can be found in

Section 8.2.2.

7.4 Interior

The interior design of the structure will include the design of interior walls, plumbing and

electrical system considerations, floor layout, and the location and spacing of any additional

structural elements.

7.5 Architectural Considerations

Although the architectural design of the building is not within the scope of this project,

the structural design must be considerate of the architectural principles and elements of the

building in order to provide a cohesive structure. This will be done by considering the purpose of

the building.

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7.6 Drawings

The final step of the structural design will be to produce detailed drawings for both

alternatives. These drawings will include all necessary plan views, side views, and cut sections.

This will be done using AutoCAD.


The final design will be based on safety, cost, and efficiency of the structure.

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Central Hollywood Plaza Christian Brothers University Section 8: Geotechnical CE 331 Nov.

2019____________________________________________________________________________________

8. Geotechnical Design

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

foundation for the restaurant and the of a retaining wall on the Southern portion of the site.

8.1 Soil Data

To determine the properties of the soils of the site, testing results will be needed. Since

the site is very large and assumed to be undeveloped for the scope of this project, the soil data

will be assumed consistent across the entire site. Soil data will be obtained to find the soil type,

unit weight, angle of friction, cohesion, and elasticity. Boring logs will need to be acquired to

determine the depth of soils and water table.

8.2 Foundation of Small Structure

The design of the foundation for the general retail building will consist of two

alternatives: a mat foundation and a spread footing foundation. These alternatives will both be

designed to accommodate for the load of the building designed in Section 7. The design will

include a soil bearing capacity analysis and a settlement analysis. The structural design and

reinforcement of each alternative can be found in Section 7. The preferred design will be decided

based on cost estimate and efficiency data. The preferred design will then be used in the final

design in Section 9.

8.2.1 Alternative 1: Foundation for Steel Structure

Design Alternative 1 for the foundation will be a spread footing foundation to support the

steel structure designed in Section 7.2. A spread footing foundation is the chosen design for the

steel structure because its weight will most likely not put too great a stress on the soil to require

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anything larger. If the soil bearing capacity is low or the steel structure is unexpectedly heavy

causing the spread footings to cover more than 50% of the building area, this design will be

switched to a mat foundation for cost efficiency.

The size and depth of embedment of the spread footing foundations will be determined

using the Terzaghi’s Bearing Capacity Equation. The loading from the building applied to the

foundation can be found in Section 7.2.7. A factor of safety will be applied to the loading during

calculations.

Figure 8.2.1-1. Spread Footing Foundation.

Once the dimensions of the foundation are determined, a settlement analysis will be done.

The allowable settlement for this type of building is usually between one half inch (0.5 in.) and

two inches (2 in.). The types of settlements that will be calculated are elastic settlement, primary

consolidation settlement, and secondary consolidation settlement. If the total settlement of the

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foundation is outside of the allowable range, the size and depth of embedment of the foundation

will be revisited.

8.2.2 Alternative 2: Foundation for Concrete Structure

Design Alternative 2 for the foundation will be a mat foundation to support the concrete

structure designed in Section 7.3. Concrete structures are heavier relative to steel structures and

thus require more support from the foundation and soil.

The size and depth of embedment of the mat foundations will be determined using the

Meyerhof Bearing Capacity Equation. The loading from the building applied to the foundation

can be found in Section 7.3.7. A factor of safety will be applied to the loading during

calculations.

Figure 8.2.2-1. Mat Foundation.

Once the dimensions of the foundation are determined, a settlement analysis will be done.

The allowable settlement for this type of building is usually between one half inch (0.5 in.) and

two inches (2 in.). The types of settlements that will be calculated are elastic settlement, primary

consolidation settlement, and secondary consolidation settlement. If the total settlement of the

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foundation is outside of the allowable range, the depth of impediment of the foundation will be

revisited and grade beams may be added.

8.3 Retaining Wall

Due to the slope of the existing land on the South side of the site parallel to Central

Avenue, a retaining wall will be used to stabilize the area and add more usable space above the

wall. The retaining wall will extend from the Southeast corner of the site to the proposed new

entrance to the development as seen in Figure 8.3-1.. This design will consist of two alternatives:

a Mechanically Stabilized Earth Wall (MSE) and a Gabion Wall.

Figure 8.3-1. Location of Retaining Wall.

8.3.1 Alternative 1: Mechanically Stabilized Earth Wall

This alternative will be a Mechanically Stabilised Earth Wall (MSE). MSE walls are one

of the most popular styles of retaining wall due to the ease of installation and being cost

effective. They are comprised of granular soil, metal ties or geosynthetic materials to give the

soil stability, and a cover or skin on the front of the wall.

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The design of this wall will be a sandy backfill, metal ties, and precast concrete panels.

The metal ties will be designed using the Rankine method. Internal stability checks will be done

against tie breakage and breakout as well as external stability checks for overturning, sliding, and

bearing capacity failure. Factors of safety will be applied during the design of the ties.

Figure 8.3.1-1. MSE Wall Example.

8.3.2 Alternative 2: Gabion Wall

This alternative will be a gabion wall, which is a wall made out of wire cages filled with

rock, sand or soil. This wall will be a gabion wall with rock fill that will be backfilled with sand

on one side.

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Figure 8.3.2-1. Gabion Wall Example.

The design of the gabion wall will consist of designing the size of the brackets, size and

shape of fill material, and the arrangement of the baskets. Fill material will be chosen based on

its effectiveness, cost, and its ability to be sourced locally. The design of the wall be be done

using the Coulomb’s theory. The wall will be checked for overturning, sliding, and bearing

capacity failure. Factors of safety will be applied during this design.

8.4 Drawings





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Central Hollywood Plaza Christian Brothers University Section 9: Final Design CE 331 Nov. 2019____________________________________________________________________________________

9. Cost Estimate

As part of the scope of this project a conceptual cost estimate of the entire development

will be done. This estimate will help determine the viability of the project going forward to

construction. Cost considered in this project will include local material and labor cost. The cost

estimate will be broken down by each individual component with the estimated price of each

given as a unit cost. While cost will be a factor in determining which alternative for each design

element will make it into the final design, this cost estimate will be focused on the cost of the

final design as a whole.

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Central Hollywood Plaza Christian Brothers University Section 9: Final Design CE 331 Nov. 2019____________________________________________________________________________________

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Central Hollywood Plaza Christian Brothers University Section 10: Cost Estimate CE 331 Nov. 2019____________________________________________________________________________________

10. Final Design

The final design will be determined at the conclusion of all prior design and cost

analyses. This design will not be based on cost alone, but should be based on the combination of

safety, efficiency, and cost altogether along with prior approval of all engineers and entities

involved.

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Central Hollywood Plaza Christian Brothers University Section 10: Cost Estimate CE 331 Nov. 2019____________________________________________________________________________________

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Central Hollywood Plaza Christian Brothers University Section 11: Conclusion CE 331 Nov.

2019____________________________________________________________________________________

11. Conclusion

This project will allow the students involved to implement material learned throughout

years of education at Christian Brothers University’s Gadomski School of Engineering. This will

provide a great experience by simulating real-world situations by involving different branches of

civil engineering in a collaborative effort. By the conclusion of the project, the students involved

will have sufficient experience to join the professional workforce thanks to the dedication of

their professors, advisors, corporate sponsors and all else involved.

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Central Hollywood Plaza Christian Brothers University Section 11: Conclusion CE 331 Nov.

2019____________________________________________________________________________________

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Central Hollywood Plaza Christian Brothers University Section 12: Schedule CE 331 Nov. 2019____________________________________________________________________________________

12. Schedule

Figure 11-1. Proposal Draft and Document Schedule.

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Central Hollywood Plaza Christian Brothers University Section 12: Schedule CE 331 Nov. 2019____________________________________________________________________________________

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Central Hollywood Plaza Christian Brothers University Acknowledgments CE 331 Nov. 2019____________________________________________________________________________________

Acknowledgments

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 OfficePhone: (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]

Corporate Sponsors:

Allen & Hoshall, Inc. Engineers ⠂Architects ⠂Surveyors 1661 International Dr. Suite 100

Memphis, TN, 38120 Phone: (901) 820-0820 www.allenhoshall.com

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Central Hollywood Plaza Christian Brothers University Acknowledgments CE 331 Nov. 2019____________________________________________________________________________________

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Central Hollywood Plaza Christian Brothers University Bibliography CE 331 Nov.

2019____________________________________________________________________________________

References

A Policy on Geometric Design of Highways and Streets - 2011. 6th ed., American Association of State Highway and Transportation Officials, 2011.

Annual Book of ASTM Standards. American Society for Testing and Materials International. Building Code Requirements for Structural Concrete (ACI 318-11) and Commentary. Michigan:

American Concrete Institute, 2011. Print. Das, Braja M. Fundamentals of Geotechnical Engineering. 4th ed., Cengage Learning, 2013. Memphis and Shelby County Unified Development Code, The. The City of Memphis and Shelby

County. 2019. Minimum Design Loads for Buildings and Other Structures, Standard ASCE 7. American

Society of Civil Engineers. Steel Construction Manual. 15th ed. United States of America: American Concrete Institute,

2017. Segui, William T. Steel Design, 6th ed. Cengage Learning, 2018. Stormwater Management Manual, Volume 1. The City of Memphis and Shelby County

StormWater Management, 2007. Stormwater Management Manual, Volume 2. The City of Memphis and Shelby County

StormWater Management, 2006. Stormwater Management Manual, Volume 3. The City of Memphis and Shelby County

StormWater Management, 2006.

Tennessee Erosion Prevention and Sediment Control

Steel Roof & Floor Deck Manual. Vulcraft, 2018.

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