siue project
TRANSCRIPT
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Dalian Office Buildi
April 27, 2012
g
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Table of Contents
Abstract ..................................................................................................................................................... ii
Scope and Background ............................................................................................................................. 1
Design Parameters .................................................................................................................................... 1
Applied loading......................................................................................................................................... 2
Structural Beam and Column Design........................................................................................................ 4
Lateral Bracing Design ............................................................................................................................. 6
Foundation Design .................................................................................................................................... 6
Engineering Fee Assessment .................................................................................................................... 7
Sustainability............................................................................................................................................. 7
Conclusion ................................................................................................................................................ 8
References................................................................................................................................................. 9
Figure 1 - Building RAM 3-D Model ............................................................................................................... 4
Figure 2 - Double Coped Beam ..................................................................................................................... 5
Table 1 - Summary of Uniform Area Loadings .............................................................................................. 2
Table 2 - Summary of Uniform Line Loadings ............................................................................................... 3
Table 3 - Building Deflection Criteria ............................................................................................................ 5Table 4 - Engineering Fee Assessment .......................................................................................................... 7
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Abstract
The purpose of this project was to use applicable design guides and software to construct a
model of a seven-story office building. The group learned how to use RAM Structural Systems,
which designed the structural components throughout the building including all of the steel
beams, columns, lateral bracing, and concrete foundation. Samples of these components were
spot checked by the group to insure the accuracy of the software. Due to the complexity of the
building, the group did not verify lateral bracing design with hand calculations, but had to set site
dependent criteria for seismic and wind loadings within RAM. Once all of the structural
components were designed by the software, the group learned how to create structural drawings
in Revit Structure. These drawings include a typical floor layout, column schedule, lateral
bracing elevations, and foundation plans and sections.
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Scope and Background
The purpose of this project was to provide the structural design of a seven-story office
building with a three-story subgrade parking structure in Dalian, China. The design team
completed all work under the guidance of professors at campus and the structural engineering
division of a local firm. The office space will be constructed out of structural steel framing with
cast-in-place concrete decking. The parking structure and foundations will consist of reinforced
cast-in-place concrete.
For this project the design team was required to calculate all of the loads superimposed
on the building, create a model of the building in a structural software program, run the software
to design all of the members for the building, check the sizes of several typical members with
hand calculations, design the foundation, produce structural drawings for the completed designs,
calculate engineering fees associated with the project, and propose methods to include
sustainability in to the project. The parking structure is not within the scope of this project but
was realistically modeled and appropriately loaded so the foundations could be correctly
designed.
Design Parameters
The building is located in China; therefore the final design will be in accordance with the
Chinese Building Code. For the scope of this project, the Senior Design team was instructed not
to use the Chinese Building Code, but use applicable U.S. standards. ASCE 7-10 was utilized
for load calculations while AISC 14th
edition and ACI 318-11 codes were used for the steel and
concrete design portion of this project, respectively. The team used RAM Structural System
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v14.04.05 to model the building and then design the building’s steel and concrete members.
Once the steel and concrete designs were completed the structural drawings were produced using
Revit Structure 2010.
Applied loading
The building has several separate loading areas that were considered; typical office floor,
first floor corridor, corridors above first floor, heavy storage, light storage, mechanical rooms, as
well as flat and sloped roof loads. In addition to uniform floor and roof loading, several line
loads were considered including the building façade, stair openings, and the elevator and
plumbing chases. The applied live and dead loads are summarized in Tables 1 and 2 listed next.
Table
Dead Load
Total (psf)
Live Load
Total (psf)
Typ. Office Floor w/ 12" Raised Fl. 137 65Typ. Corridor Above First Floor 137 95
Typ. First Floor Corridor 137 100
Typ. Garage Concrete Floor 146 40
Typ. High Density Filing 147 250
Typ. Flat Roof With Mechanical
Equip. 173 27
Typ. Flat Roof Under Gable 115 125
Typ. Gable Roof Over Framed 22 20
Typ. Light Storage 147 125
Typ. Mechanical Room 285 150
Typ. Elevator Machine Room 47 150Table 1 - Summary of Uniform Area Loadings
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The applied wind loads were calculated by hand using the “All Heights Method” outlined
in ASCE7-10 (Chapter 27). Although the structural modeling software calculated and applied all
lateral loading on the structure, the wind load calculation was performed to become familiar with
the wind loading calculation process. The building is considered a risk category II building with
a wind exposure category of C and a basic wind speed of 115 miles per hour. The wind speed
and exposure categories were provided to the design team as part of the project specifications.
The team also considered seismic loading applied to the structure. The project
specifications indicated a soil site class C, seismic design category C, Ss of 0.56g, and S1 of
0.22g. This data was inputted into RAM Structural System and utilized to perform all seismic
load calculations.
Dead Load
Total (plf)
Live Load
Total (plf)
Stairs and Exits (perimeter line load) 167 100Exterior Façade, 1st Floor 1575 0
Ext. Façade, Above 1st Floor 1260 0
Elevator Shaft Walls 197 0
Plumbing Chase 197 0
Table 2 - Summary of Uniform Line Loadings
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Structural Beam and Colum
The structural model was
outline provided in the project s
design specifications for the stee
structure; composite beams and
non-composite members for the
system, floor slab consisting of
decking and 3000 psi normal we
concrete, ASTM grade A992 wi
flange beams, and hollow struct
steel members conforming to AS
grade A500.
The RAM model was set
design using the aforementioned
criteria. Review of the gravity b
and girder designs revealed that
applied moment on most membe
for most beam members was go
beams throughout the structure a
CE – 493
n Design
created in RAM utilizing a column gridline lay
ecifications. The building was modeled utilizi
l super
irders,
roof
etal
ight
e
ral
TM
up to
ams
oment capacity far exceeded the
rs. After further review it was determined that
erned by deflection, not flexure. The deflectio
re shown in Table 3.
Figure 1 - Buil
4
out and building
g the following
he steel sizing
n criteria for all
lding RAM 3-D Model
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In an effort to reduce cost, attempts were made to standardize beam sizes within typical
bays for constructability purposes. Also, beam sizing was modified to select sizes that would not
require double coping at beam to girder attachment points, further reducing fabrication cost. In
general, coping beams is the partial removal of the flange at the end of the beam to prevent
interference when attaching to the girder. Double coping beams
would require both the top and bottom flanges of a beam to be
partially removed to acquire the same result; a graphical
representation of double coping is shown in Figure 2.
The column design outputs from RAM were based on one of
eighteen loading scenarios of full load or pattern loading to
maximize the load effect on the column. If pattern loading governs the design, an accidental
moment will be applied to the column which could increase the size of the required column. All
columns have been designed as W14 sizes due to the relative square shape of this size member.
Hand calculations were performed for a typical beam and column to verify the design outputs
from RAM.
Steel Composite Interior Beams Steel Composite Spandrel Beams
Construction Dead < 2.50" Construction Dead < 2.50"
Post Composite Live Span/360 <
1.00"
Post Composite Live Span/360 <
0.25"
Post Composite Superimposed Span/300 Post Composite Superimposed Span/600 <0.375"
Net Total Span/240 Net Total Span/480
Table 3 - Building Deflection Criteria
Figure 2 - Double Coped Beam
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Lateral Bracing Design
The lateral system for this structure is
composed of eight concentrically braced frames per
floor, four on each global axis. Moment frames were
considered for the design, but were eliminated as an
option in an effort to reduce cost of construction and
materials. The reduction in cost for using concentric
braced frames comes from their reduced ductility, which
results in fewer frames necessary to meet the lateral design requirements. Also, connections for
moment frames are more costly to fabricate. The frames have been located to maximize
symmetry and reduce induced torsional loading. A chevron style bracing, see Figure 2, has been
selected in an effect to reduce obstructions as compared to diamond or x-bracing, making it the
most viable and least obstructive option outside of moment frames.
Foundation Design
For the foundation design, the project specifications indicated that bedrock is located near
the base of the parking structure. The allowable bearing capacity for the bedrock is specified as
11 kips per square foot. Based on this data the foundation will be constructed of shallow spread
footings. Grade 60 rebar and 6000 psi normal weight concrete have been specified for the
foundation design. RAM produced designs for all continuous wall footings and pad footings in
the structure. Footings supporting the lateral frames are significantly larger than other footings
in the structure. Large uplift forces are governing the design of the lateral frame footings, not
allowable bearing pressure. By increasing the size and weight of the lateral frame foundations it
Figure 3 – Concentric Braced Frame (Chevron Style)
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will eliminate the net uplift forces applied to the lateral frame footings. Two of the pad footings,
one interior and one exterior, were selected and hand calculations were produced to verify the
design outputs.
Engineering Fee Assessment
The team calculated the associated engineering fees based on data provided by the local
structural design firm. The fee was assed as 1% of the total cost of construction. See Table 4 for
calculation assumptions and assessed fee.
It is important to note that calculated fee is for the completed structural engineering design,
including the parking structure.
Sustainability
The design team is proposing several methods to incorporate sustainability into the
Dalian Office Building project. The most significant is the use of structural steel that has been
produced using recycled steel scrap. According to the American Institute of Steel Construction
Office
Space
Parking
Garage
Price/ft2 $200 $100
Total Area (ft 2 ) 221,250 95,000
Total Cost $53,750,000Engineering
Fee $537,500
Table 4 - Engineering Fee Assessment
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(AISC) all structural steel produced in the United States contains 93.3% recycled steel scrap.
The design team also is proposing the use of supplementary cementitious materials (SCMs) in
the concrete mix design. According to the Portland Cement Association, fly ash or slag cement
may be used to replace up to 25% or 50% of the cementitious material respectively. The use of
SCMs significantly reduces greenhouse gas emissions, up to 45%, increasing the sustainability of
the structure (PCA 2012). The design team did not specify using SCMs throughout the structural
design process; but SCMs should be used in the concrete mix design, as long as the nominal
compressive strength matches the design requirements. The design specifications already
include precast concrete wall panels, which is a sustainable product, for the building façade.
Conclusion
The design team has successfully completed all tasks in the scope of work. Setbacks that
occurred during the design process were effectively handled in a timely manner which resulted in
on time completion of the Dalian Office Building project. From this project the design team
learned how to use RAM Structural System to model buildings, and then run different analyses
to design all of the structural components throughout the structure. By using the design data
from RAM, the design team then learned how to use Revit Structure to create construction
drawings.
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References
American Concrete Institute (ACI). (2011). Building Code Requirements for Structural
Concrete (ACI-318-11). American Concrete Institute. United States of America.
American Institute of Steel Construction (AISC). (2011). Steel Construction Manual, 14th
Ed.,
AISC, United States of America.
(AISC). “There’s always a solution in steel.” Designing for sustainability,
<http://www.aisc.org/content.aspx?id=17560> (Mar. 13, 2012).
American Society of Civil Engineers (ASCE). (2010). ASCE 7-10, Minimum Design Loads for
Buildings and Other Structures. ASCE, Reston, VA
PCA. “Concrete thinking for a sustainable world.” Recycled content,
<http://www.concretethinker.com/solutions/recycled-content.aspx> (Mar. 13, 2012).