Download Xyston Inn. NY

 Xyston Inn. NY
Proposal
Xiaodong Jiang
Structure Option
Advisor:
Dr. Linda Hanagan
December 12, 2014
Xyston Inn. NY
Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Executive Summary
Xyston Inn is a 17-story hotel building that will be located in Brooklyn, New York. The design
of Xyston Inn is inspired by the varied character of the developing part of the city. This 65,000
sq. ft. hotel will provide a comfortable spot for the people visiting New York. To create a blight
and commodious lounge space, the first floor is designed to be 20-feet tall. The building also
includes 16 hotel floors and a mechanical floor which are all 10-feet in height. The overall height
of the building is about 215 feet. Beside the floors above ground level, the building also contains
a 12-foot-high cellar floor. The structural systems are two-way reinforced concrete slabs for
gravity and reinforced concrete shear walls for lateral.
Xyston Inn is built on bedrock, which has great allowable bearing capacity values. Due to the
large gravity load and wind load of this building, the foundation system is designed to be a mat
foundation with thickness varies from 3 feet to 4 feet. To transfer building load to foundation,
20” x 24” reinforced columns are commonly used as the cellar and first floor level columns.
The lateral system employs a reinforced concrete shear wall system at several locations,
throughout the building. To balance the architectural needs with the great torsional force and
moment, the structure adopts a 1’ x 75’shear wall on the west to east direction. The concrete
compressive strength of the shear walls also vary along the height of the levels. In the north to
south direction, the lateral system consists of several separate shear walls which have varying
lengths from 10 feet to 26 feet.
To design the building structural system, the loads considered in this building design include live
loads, building dead loads, snow loads, wind loads, seismic loads, and lateral soil loads. The live
load, dead load and snow load are also known as gravity loads, which are the load caused by
gravity force and acting in the vertical direction. The wind and seismic loads are known as lateral
loads, which are the load caused by wind or ground motion; both wind and seismic loads are
acting directly in the lateral direction, but they also have some effect in the vertical direction.
The building structural design is based on 2008 New York City Building Codes for general
structural requirements. The building loads are determined by using ASCE 7-10, and the details
of concrete elements are designed by using ACI 318-11.
The following report will cover and explain the details of the existing structural conditions and a
proposal of redesign scenario.
Proposal | Xyston Inn. NY
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Advisor: Dr. Linda Hanagan
Table of Contents
Executive Summary ---------------------------------------------------------------------------------------
1
Table of Contents -----------------------------------------------------------------------------------------
2
Purpose -----------------------------------------------------------------------------------------------------
3
General Description of Building ------------------------------------------------------------------------
3
Structural System -----------------------------------------------------------------------------------------
5
Structural System Overview--------------------------------------------------------------------------
5
Foundation System ---------------------------------------------------------------------------------
5
Gravity System ---------------------------------------------------------------------------------------
7
Lateral System ----------------------------------------------------------------------------------------
14
Joints Details -------------------------------------------------------------------------------------------
16
Design Codes and Standards--------------------------------------------------------------------------
17
Material
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17
Design Loads
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18
Proposed Redesign Scenario -------------------------------------------------------------------
23
Proposed Methods -------------------------------------------------------------------------------
23
MAE Requirements ------------------------------------------------------------------------------
25
Breadth Studies -----------------------------------------------------------------------------------
25
Tasks and Tools ----------------------------------------------------------------------------------
26
Thesis Schedule ----------------------------------------------------------------------------------
27
Conclusion ----------------------------------------------------------------------------------------
28
Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Purpose
The purpose of this report is to propose a feasible scenario that includes the redesigns of gravity
and lateral system of Xyston Inn. This report will go through the overview of the existing
building conditions, proposed redesign scenario, and comparisons between them. This report also
includes the tasks and tools that will be used to complete the proposed redesign of the building
structural systems. Other objects included in this report are a spring semester calendar schedule,
an introduction of breadth topics, and MAE requirements for graduate students.
Proposal | Xyston Inn. NY
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Advisor: Dr. Linda Hanagan
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Structural System
Overview
Xyston Inn is a 17 story reinforced concrete building. The building system is supported by a mat
foundation with thickness varying from 3 to 4 feet. The building floor system is supported by a
two-way concrete flat slab with thickness varying from 8 to 10 inches. To resist lateral wind and
seismic load, this building includes reinforced concrete walls with thickness varying from 8” to
1’-2”.
Foundation System
Pilllori Associates created a geotechnical report of the proposed building site on November 29,
2012. The geotechnical investigation was to explore the subsurface conditions in order to
determine the soil parameters for the building design and the construction of new foundations for
the proposed construction. They recommended footings bearing on bedrock subsurface should be
designed for an allowable bearing pressure of 20 tons per square foot. More details can be found
in the lateral soil loads section of this report.
The building mat foundation with varying thickness and reinforcing is designed by the following
recommendations. The reason for choosing a mat foundation system is because the mat foundation
reduces the soil and concrete pressure due to gravity loads and overturning moment from wind.
Instead of having a lot of individual spread footings with varying foundation construction
conditions, a mat foundation creates a flat level and makes construction easier and safer. The
variation of mat foundation thickness is shown on Figure 4, next page. The mat foundation
variation details are provided in Figure 5. As the figure shows, shear walls, which carry the lateral
load, are supported on a 4 foot mat foundation region due to the larger load the shear walls were
designed to carry.
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3’ mat foundation
Figure 4: Mat Foundation Thickness 4’ mat foundation
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Concrete column reinforcing is continuous into the mat foundation to provide a rigid connection, transfer
gravity load, and overturning moment loads due to wind and seismic. Figure 6 shows a typical connection
between a column and the foundation. The column schedule and details will be shown in the gravity
system section.
Figure 6: Typical Column Connecting to foundation Gravity System
Floor System Overview
Xyston Inn hotel is a 48’ x 100’ rectangular slender building. The building floor is a two-way flat
slab system supported by columns. The floor slab thicknesses vary depending on the different
levels and keeps consistent on the same levels. The shape of the floor also varies depending on the
levels. Figure 7 shows the first floor two-way slab with a thickness of 10”. In comparison to Figure
8 which shows a typical floor with 8” two-way slab. In addition, Figure 9 shows the varied shape
of the floor plan with respect to the floor level on the next page. (Note: tendon sizes are also shown
on those plans)
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Advisor: Dr. Linda Hanagan
Figure 7: First Floor Plan Figure 8: Second Floor Plan Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Figure 8: Second Floor Structural Plan Figure 9: Sixteenth Trough Seventeenth Floor Plan Beside the tendons, the slabs have their own reinforcement based on ACI 318-11, and as required,
the reinforcing of slabs cannot exceed the limit of 18 inches spacing limit. Table 1 shows the
typical reinforcement of the slabs.
Basic Slab Reinforcing Schedule
Floor #
Slab thickness
Top
Bottom
1
10”
-
#6 @12” each way
2 to 15
8”
-
#4 @12” each way
16 to 17
8”
-
#4 @12” each way
18
8”
-
#4 @12” each way
Table 1: Basic Slab Reinforcing Schedule Proposal | Xyston Inn. NY
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Advisor: Dr. Linda Hanagan
Typical Floor Bay
A typical floor bay is shown in Figure 10-1. This 20’-0” x 23’ bay is reinforced by #4 bars @12”
each way on the bottom of the slab. The bottom reinforcement will provide the minimum strength
required for slab to resist the tension due to the positive moment. The design also includes the
details of the slabs top reinforcement, and more details of the two-way slab are shown in Figure
10-2. The columns that support this bay are labeled as, C2, C3, C10 and C11, the details of the
columns are described in the next section.
Typical 12’‐9” x 23’ Bay Figure 10‐1: Typical Bay Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Figure 10‐2: Two‐way slab Reinforcement The greatest concern about the impact of the columns to the floor slab is punching shear. When
the slab is loaded too much, the shear stress around the columns would exceed the limit of the
concrete shear capacity and result in slab cracking and “dropping” from the column. Figure 11
shows a sample example of punching shear failure. To protect the slab from punching shear while
limiting the slab thickness, the engineer used 6,000 psi concrete instead of 4,000 psi and continuous
reinforcements of slab through the columns.
Figure 11: Punching Shear Failure Unlike simply changing the concrete strength, the reinforcement to resist punching shear provides much
more complicated details. Figure 12-1 and 12-2 shows the punching shear reinforcement schedule of this
project.
Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Figure 12‐1: Punching Shear Reinforcement Drawing Figure 12‐1: Punching Shear Reinforcement Schedule Parameters Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Gravity Columns
The columns in this project are reinforced concrete columns. To transfer the gravity load into
foundation, the reinforcements of the columns are continuous to the foundation. The most
challenging part of the column design is the large number of floors. The first floor columns need
to carry all of the load from above, it is not a big issue when the building has a small number of
floors; however, Xyston Inn consists of 17 hotel floors, a mechanical floor and extremely heavy
mechanical equipment on the roof level. Besides the huge gravity loads, the first floor column
lengths are 20 feet, which might cause a column buckling issue. To solve those problems, this
design calls for 8,000 psi concrete for the 1st floor to the 8th floor and 7,000 psi concrete for the
levels above. Therefore, the size of the columns can be limited to the maximum of 20” x 24”.
Figure 13 shows the column designs for the first and second floors. Figure 14 shows a section of
a column. All other floor to floor column heights are 10 feet.
Figure 13: Column Schedule of the First and Second floor.
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Advisor: Dr. Linda Hanagan
Figure 14: Column drawing Lateral System
The lateral system is a challenging task for this building. Xyston Inn hotel has a height of 215 feet. This
height will results in large wind loads. A possible problem to consider is the first floor column buckling
due to the large lateral moment and ground overturning. The lateral load of this design follows 2008 New
York City Building codes, the concrete element requirements of ACI 318-11, and AISC 14th edition
Specification for Structural Steel Buildings.
Shear Wall
This buildings lateral system consists of several shear walls with high strength concrete. The
concrete strength also varies from floor to floor as shown in Figure 15, the highest strength
concrete used in this project is 8,000 psi concrete.
Floor
f’c (Compressive Strength of Concrete)
Cellar through 8th floor
8,000 psi
8th floor through 15th floor
7,000 psi
15th floor through roof
5,000 psi
Figure 15: Shear Wall Concrete Compressive Strength
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Advisor: Dr. Linda Hanagan
The shear wall layout of the 2nd floor is shown on Figure 16. The concrete shear wall system tends
to be located on the south part of the building, due to the architecture features on the north façade
and the varied shape of floor plans. In the north-south direction, the lateral system consists of five
separate 1’-0” thick shear walls which are shown in blue. In the west-east direction, the lateral
system consists of two 1’-2” shear walls around stair shaft and one 1’- 0” x 75’-0” shear wall
extending all the way to the roof. Due to differing locations of the COF (center of Force) and COR
(center of rigidity) in the north to south direction, a large value of torsion will occur when winds
are blowing. This design takes advantage of the solid south wall, and use 75% of the south wall’s
length for the shear wall system. With a length of 75’, this shear wall is adequate to resist a large
proportion of the lateral shear and torsion.
12’’ SW, W‐E Figure 16: Lateral System Shear Wall Layout 14’’ SW, W‐E 12’’ SW, N‐S To stabilize and resist possible loads, the shear walls need to be moment connected to the mat
foundation. The typical connection is to use embedded dowels in the shear wall to hook and
connect shear wall into the foundation. Figure 17-1 and 17-2 shows the #4 bars @16” o.c. serving
as the dowels.
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Advisor: Dr. Linda Hanagan
Figure 17‐1: Column to mat foundation Figure 17-2 Typ. Interior/ Exterior CMU Wall Reinforcement
Joint Details
In Xyston Inn hotel, the typical connections are slab-to-wall, slab-to-column, column-tofoundation, and shear wall-to-foundation. To connect two or more members together the joint
detail is extremely important. If a joint is not capable of transferring the designed loads, the
structure would behave quite differently, because if one part fails, the adjacent joint might also fail
due to the increased load. Eventually, one joint failure might result into a progressive building
failure. In previous sections, the reinforcing bar dowel is introduced. In this project, there are much
more different joint details. Figure 18-1 shows the typical concrete wall construction joint detail,
the water stop is important for the rebar protection.
Figure 18‐1 Typ. Concrete Wall Construction Joint Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
As Figure 18-2 shows, the gap between the walls shall not be less than 14 days after the second
adjacent section is cast, it is important for gap control, drift control and water proof.
Figure 18-2 Typ. Concrete Wall Construction Gap Detail.
Design Codes and Standards
This hotel is located in Brooklyn, New York. The building design shall meet the requirements of
2008 New York City Building Code. The structural engineer used ACI 318-11 and to design the
concrete structure and AISC 14th edition to design the steel bar details.
Structural Codes and Standards
¾ Overall: 2008 New York City Building Code
¾ Concrete: ACI 318-11
¾ Steel: AISC 14th edition
o Specification for Structural Steel Buildings (Commentary and Supplements)
Materials
This hotel use concrete as the main structural material and grade 60 steel for concrete reinforcing.
The concrete used in this building has four different strength capacities which are listed in Table
2. The steels used in this building are listed in Table 3.
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Advisor: Dr. Linda Hanagan
Concrete (Normal Weight)
Project Concrete
Columns
5,000 psi; 7,000 psi; 8,000 psi
Shear Walls
5,000 psi; 7,000 psi; 8,000 psi
Slabs
6,000 psi
Foundation
6,000 psi
Table 2: Normal Weight Concrete Usage and Strength Steel
Steel Reinforcement
Typical Reinforcing Bars
ASTM A-615, Grade 60
Welded Wire
ASTM A 82 and ASTM A 185
Table 3: Reinforcing Steel and Standards Design loads
This section describes the determination of the structural loads based on national codes. The load
path analysis is also included in this section.
National Code for Live Loads and Lateral Loads
Load
National Code
Section
Live
ASCE 7-10, Chapter 4
4.3, 4.7 & 4.8
Lateral
ASCE 7-10,
27.1 – 27.6 &
Chapter 12& 27
12.1 -12.14
Table 4: National Codes Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Gravity Load
Gravity load is the load caused by gravity force of the building and acting in the vertical direction.
There are three types of gravity loads in this building. Those gravity loads are live load, dead load,
and snow load.
Live Loads
The live loads in this building were determined by ASCE 7-10 Chapter 4 section 4.3, 4.7 and 4.8.
The building live loads are listed on drawing S-500 of the structural drawing.
Dead Loads
The designed dead loads and total ASD design loads are also listed on drawing S-500 of the
structural drawing.
Snow Loads
The snow load is calculated based on ASCE 7-10, the design criteria of snow are listed on drawing
S-500 of the structural drawing.
Lateral Loads
Lateral Load is the load caused by wind or ground motion and acting in the lateral direction. There
are two main types of lateral loads. Those two lateral loads are wind load and seismic load.
Wind Loads
The designed wind loads of this project were determined by ASCE 7-10 Chapter 27 part 1, which
is for enclosed, partially enclosed, and open buildings of all heights. The wind load criteria is also
listed on drawing S-500 of the structural drawing.
Seismic Loads
The designed seismic loads of this project were determined by ASCE 7-10 Chapter 12.8, which
outlines the equivalent lateral force procedure. The seismic load criteria is also listed on drawing
S-500 of the structural drawing.
Lateral Soil Loads
Pollori Associates determined the unit soil weight to be 125 pcf. To resist the lateral soil loads, the
designer needs to consider both at-rest earth pressure, active earth pressure, and passive earth
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Advisor: Dr. Linda Hanagan
pressure. The lateral soil loads on the foundation walls are a function of wall height. By considering
the wall boundary condition as pin-pin, the moment and shear on the foundation can be determined.
The Figure 19 below shows the equivalent lateral soil pressure.
Figure 19: Lateral soil pressure Load Path
The function of load path is to ensure that any loading on the structural system is eventually
transmitted into the foundation and distributed to the ground. Due to the different types of loads,
there are generally two types of load paths which are gravity and lateral.
Gravity
The gravity loads of the building consist of live loads and dead loads. The load of the occupied
spaces are supported by the two-way reinforced concrete slabs. Then, the gravity moments and
loads are transferred from slab into columns and shear walls. The most of the slab gravity load
moments are almost canceled by each other, except the exterior columns and shear walls in which
the moment is accumulated along the building height and eventually dissipated to the foundation
and bedrock. The vertical gravity loads also accumulate along the building height and eventually
transferred to the foundation and transferred to bedrock.
Lateral
Wind
Wind blows onto the building and creates wind pressure on the exterior façade. The façade
transfers the load into the floor diaphragm which distributes it into the shear wall system.
While this lateral load transferring along the wall height, the moment is being accumulated.
Then the shear walls transfer the lateral shear and the great amount of moment to the
foundation. Then the foundation transfers the shear and moment to bedrock. Eventually,
the shear and moments are dissipated into the earth. On the roof level, wind creates a large
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Advisor: Dr. Linda Hanagan
uplift pressure across the surface of the roof. The uplift force is transferred from the
aluminum cover to the roof slab. And at certain heights below the roof top, the uplift force
will be canceled by the roof’s dead load. The roof plan is shown below.
Figure 20-1: Roof Plan
Figure 20-2: Roof Elevation
Seismic
The seismic loads are the loads due to ground shifting, when the ground shifts, the buildings
inertia makes it want to stay in place. But due to the displacement, the stiffness of the
building creates a response of internal forces. This response makes the building start
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Advisor: Dr. Linda Hanagan
moving. However, the motion is damped as long as the building is moving. Eventually, the
energy of the ground motion is absorbed and dissipated to earth. In the structural field, the
load path of seismic load is the same as wind load path.
Soil
The lateral soil loads are acting on the foundation wall and transferred through the cellar
floor and first floor diaphragm. There are two possible paths. The first one is the loads
transfer from one side to the other and dissipate into bedrock. The second one is the load
transfers directly to the shear walls and goes down, eventually being dissipated into
bedrock.
Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
Proposed Redesign Scenario
Technical Reports II, III and IV analyzed the existing structural reinforced concrete design. The
redesign scenario will focus on the alternative of a composite girder slab structural design, and
investigate the effects of steel structure on the construction schedule, and cost as compared to the
existing reinforced concrete structure. A breadth topic of construction will be introduced in the
redesign scenario. Another breadth topic of lighting will go through an interior lighting condition
analysis of hotel bedroom and a daylighting condition analysis of hotel lobby. Due to the change
in the structural system, it is important to re-evaluate building loads, floor vibration, deflection,
and other building serviceability requirements.
The first intention of the building redesign scenario of the composite steel structure is to create a
lighter building with a faster structural construction schedule. Because the “real” cost of a hotel
building shall also consider the profit, which a hotel can make in the reduced number of days of
construction schedule. The second intention is to take advantage of multiple choices of available
lateral systems for the composite steel structure to try to move the center of rigidity toward the
center of mass. By doing so, the lateral design shear and story drift can both be reduced.
Proposed Methods
Gravity System
The existing structural layout of the floor plan has no grid system because of the irregular layout
of the columns, which supports the two-way flat slab system. The proposed composite girder
slab system will create a floor grid system. The location of columns will be adjusted to fit the
architectural floor plan and interior design drawings (see Figure P-2).
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Advisor: Dr. Linda Hanagan
Figure P‐2: Alternative Composite Steel System, Grid layout (Partial) By changing the floor system from two-way reinforced concrete into composite girder slab
system, a floor vibration check is required to be proved by Design Guide 11. Therefore, floor
vibration issues must be researched and the redesign of composite girder slab gravity system
shall be proved to pass the vibration requirements.
Lateral System
The existing lateral system consists of reinforced concrete shear walls with a large eccentricity
with respect to the center of mass. To be able to compare the existing concrete shear wall system
with another different structural system, the proposed lateral system is also made up of steel. To
support the lateral load as well as reduce the lateral eccentricity, the steel lateral system design
could include the following options:
1. Using steel plate shear walls in the exactly the same locations of the existing reinforced concrete
shear walls, which will also result in large torsional shear in those shear walls.
2. In addition to option 1, adding regular brace frames on the north part of the building floor plan
to move the center of rigidity close to the center of mass.
3. In addition to option 1, adding eccentrically braced frames or other specially braced frames to
the structural system on the north part of the building floor plan to move the center of rigidity
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Advisor: Dr. Linda Hanagan
closer to the center of mass without interrupting the architectural features.
Those three options will be researched and the most feasible option will be chosen as the new
lateral system for the Xyston Inn. To analyze those steel lateral systems, ETABS 2013 will be used
to process the base reactions, building drifts, and finite element analysis. The design of each single
element of each lateral system will follow the requirements of AISC Steel Construction Manual
14th edition. Additional study of designing steel lateral system by using AISC Steel Construction
Manual 14th edition will also be processed.
Proposal | Xyston Inn. NY
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Xiaodong Jiang | Structure Option
Advisor: Dr. Linda Hanagan
MAE Requirement
The future thesis report will use the graduate level coursework to proceed with the design and
analysis of proposed structural system. ETABS 2013, which is one of the most useful computer
modeling software introduced in AE 530, will be used to process the loading responses of the
redesigned structural system. Steel connection design, which was introduced in AE 534, will also
be used for designing the steel connections.
Breadth Studies
1- Lighting System Analysis
As an important intention of the project architect, the building is designed to take advantage of
its orientation to bring indirect sunlight into the building and create comfortable day-lighting
conditions for the hotel lobby space. The lighting breadth will involve the general daylighting
quality, lighting system solution, and the cost of lighting energy consumption.
In addition to the lighting breadth, an analysis of interior lighting condition of bedroom will also
be performed to determine the proper lighting equipment and energy consumption of the
bedroom interior lighting system.
2 - Construction Schedule and Cost Analysis
The new structural design of Xyston Inn uses steel as the major structural material. The
construction schedule of a steel structure is typically faster to be erected than a reinforced
concrete structure. By changing the building structural system from reinforced concrete system
into steel structural, the construction period of the building can be significantly reduced. In the
future, a comparison of construction time schedule between reinforced concrete and steel
structure will be included.
Even though the cost of two-way slab system is the cheapest one compare to other types of
structure system, steel structure is faster to be erected. As a hotel building, the faster it is erected,
the sooner owner can start making profit and reduce the “real” cost of construction. In addition to
steel construction, because the more and more steel suppliers are involved into pre-fabricated
steel connection business. If this project can take advantage of using pre-fabricated steel
connection, the consuming time of construction can also be significantly reduced. In the future
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research study, a study of pre-fabricated steel connection will also be included into construction
breadth.
Tasks and Tools
1. Research and process floor vibration design
a) Floor vibration design requirements based on Design Guide 11
2. Research and compare lateral system
a) Research the three options of steel lateral system designs
b) Compare feasible and cost of each system
c) Chose the best steel lateral system
3. Computer modeling
a) Computer modeling for chosen steel gravity system
b) Computer modeling for chosen steel lateral system
c) Computer modeling for chosen steel gravity and lateral system under specific loading cases
4. Breadth Topic 1 -Lighting System
a) The effects to day-lighting if brace frame is used
b) Analysis any possible change to lighting system.
c) Cost of daily lighting consumption change
d) Lighting quality change due to structural brace frame
5. Breadth Topic 2 - Construction Schedule and Cost
a) Possible effects of steel structure to construction schedule.
b) The updated schedule date and the cost of gravity system
c) The updated schedule date and the cost of lateral system
d) Pre-fabricated steel connection
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Advisor: Dr. Linda Hanagan
Proposal | Xyston Inn. NY
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Advisor: Dr. Linda Hanagan
Conclusion
This report introduce the background statement of the existing structural design, which includes
the gravity and lateral systems of the Xyston Inn hotel. A scenario has been created based on the
results from Technical Reports II, III, and IV. Due to the large eccentricity between the center of
mass and center of rigidity, the existing designed shear walls have to resist both directly lateral
shear and torsional shear. The redesign of building lateral system will use steel plate shear wall
for resisting major lateral loads, and the redesign will also try to design additional braced frame
in the north exterior wall to make the center of rigidity closer to the center of mass and reduce
torsional shear.
In order to complete this thesis project in spring 2015, two breadth topics of redesigned
structures impacts on the lighting and construction fields. A lighting study will be performed to
analyze the effects of structure redesign to the light conditions and lighting energy consumption.
The construction breadth will include the schedule change and evaluated cost difference due to
the redesigned steel structure.
This report also includes the tasks and tools for completing the structural redesign of the Xyston
Inn hotel. According to the tasks and tools, a schedule of spring semester is also provided in this
report.
The graduate level course work will be reference from AE 530, Computer Modeling of Building
Structure, to perform the ETABS structural analysis. Another graduate level course work will be
reference from AE 534, Advanced Steel Connection Design, to perform a complete and detailed
steel design of the Xyston Inn hotel.
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