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PSU AE Senior Thesis Towers Crescent Building B
Vienna Virginia
Mike Synnott Structural Option
TOWERS CRESCENT BUILDING BVIENNA, VA
Mike SynnottStructural
Architecture:•Size: 218,000 sf
•Height: 9 Stories, 122.75'
•Building designed after existing Phillip Johnson building already on site.
•Part of Master plan including existing and 2nd
new building.
•Glazed Aluminum and Brick Curtain WallConstruction:•Owner: Quadrangle Development Corporation and AEW Capital Management
•Project Designer: Rod Henderer, AIA
•Project Manager: A. J. Thackrah
•Structural: KCE
•MEP: EDG
•GM: Davis Construction
•Civil: VIKA
•Project Delivery: GMP ( Guaranteed Maximum Price)
•Cost: app. $37,000,000
Structural System:•Structural Steel Moment Frame
•5.25" Flat Slab on Metal Decking
•Concrete/Steel Composite Design
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
1
Table of Contents
Executive Summary …………………………………………………..... 2 Introduction/Site Information .………………………………………….. 3 Breadth Study 1 – Architectural History ……………………………... 5 Existing Structure ………………………………………………………. 8 In Depth Study ………………………………………………………… 11 40’ x 30’ Structure ……………………………………………….11 30’ x 27.5’ Structure …………………………………………….15 Breadth Study 2 – Cost Analysis ……………………………………. 18 Conclusion ……………………………………………………............. 20 Credits/Acknowledgements …………………………………………. 21 Appendices ……………………………………………………………. 22
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
2
Executive Summary Throughout the year, I have studied the current design of Towers
Crescent Building B, as well as proposed two alternate structures to compare to
the design of the building. Much was learned through checking the existing
structure and designing my own alternate structures.
The existing structure is composite steel with braced frames for lateral
support. This design was quite efficient, especially when considering
constructability and time of construction.
The two alternate structures are concrete flat slab designs, with the first
using the same column layout as the original design and the second adding a
row of columns. The first alternate design employs the use of post tensioning
and slab beams to counteract the forces and deflections on the structure. The
second alternate design uses drop panels and smaller bays to limit deflection
and loads on the columns.
Height was not considered to change between designs for Building B due
to the importance of the architectural design of the structure. Had this been
considered, it would have greatly influenced my decision on which design was
the most efficient and economic.
I decided that the existing system was the best design for Towers
Crescent Building B. It was the least expensive and took the least amount of
time to build. It was also the simplest design to construct. Had height changes
been considered in the design of the alternate structures, the second alternate
structure would have been the best design. With the lowering of the story height,
and the addition of a row of columns, this design would have been much less
expensive and would not have taken much more time to construct than the steel
structure.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
3
Introduction
Towers Crescent Building B is a 9 Story, mixed use retail and office
building. Located in Vienna Virginia, it shares its space with two other buildings
already located on the site. This 200,000 square foot building completed
construction in November 2001 at a cost of about $45,000,000.
The owners of Building B, Quadrangle Development Corporation and
AEW Capital Management hired the following firms for the design of the building.
• RTKL Architects designed the building, basing it off of an existing
building, already on the site.
• KCE Structural Engineers handled the design of the structure.
• EDG-MEP Engineering handled the design of the mechanical and
electrical systems.
• Davis Construction Corporation acted as general contractor and
Construction Manager for the construction of the building.
My proposal for Building B is a look into the structural design of the
building and to check if the composite steel design is in fact the most efficient
design for the building. Two alternate structures will be investigated. The first
structure looked at a concrete flat slab layout, using the same column layout as
the original design. The second is also a concrete flat slab, but with an extra row
of columns added to decrease the size of the bays.
Two breadth studies were also done on Building B. The first is an in depth
look at the architectural history of the building and why it was designed the way it
was. The second is an in depth cost analysis/comparison of the existing design
and the two alternate designs.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
4
Site Information Located on the 8000 block of Towers Crescent Dr are three buildings,
Towers Crescent, Building B, and Building C. Towers Crescent was built first, in
the mid 1980’s, while buildings B and C were built about the year 2001. The
photo below is of the site taken from Google Earth. Highlighted in red is the
original Towers Crescent building. In blue is Building B and in green is Building
C.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
5
Breadth Study 1 – Architectural History Built in 2001, Building B was designed based off of Towers Crescent, the
first building built on the site. Towers Crescent was designed by well known
architect Philip Johnson in the early 1980’s.
If you do not recognize the name Philip Johnson, he was born July 8th,
1906 in Cleveland OH. He attended Harvard and graduated in 1930 with a
degree in Architectural History. From there he became the first Director of the
Department of Architecture at the Museum of Modern Art in New York City. He
returned to Harvard in 1940 and studied architecture, where the design for one of
his most famous works, the Glass House, was designed for his master Thesis.
Due to “50 years of imagination and vitality embodied in a myriad of museums,
theaters, libraries, housed, gardens and corporate structures”, he became the
first recipient of the Pritzker Architecture Prize in 1979.
A few of his most Notable works I have listed below.
The Glass House, New Canaan CT (1949)
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
6
Crystal Cathedral, Garden Grove CA (1980)
AT&T Headquarter, New York City (1984)
Transco Tower, Houston Texas (1983)
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
7
Johnson’s original idea for the design of the Towers Crescent site was to
have two other identical buildings built alongside the original in order to provide a
focal point from I-495. RTKL, the architectural firm hired
for the design of the site, decided to modify Johnson’s
original idea. The redesign is to create five smaller
buildings instead of two identical buildings, but still
maintain the same total square footage of 900,000
square feet. Buildings B and C are the first two of the
five to be built with three other buildings still in the
planning/design phase.
With such a prestigious name attached to site,
the design of Building B had to encompass Johnson’s
style as well as accentuate Towers Crescent Building. The façade, primarily
brick and glass, also contains aluminum trim and a two story, pre-patina copper
wall. RTKL succeeded in designing buildings which complemented the original
Towers Crescent and added to the beauty of the site.
Towers Crescent Building
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
8
Existing Structure Building B is a 9 story, 200,000 square foot building with an average story
height of 13’-4”. The exterior façade is composed of mainly glass and brick, with
aluminum and copper aspects as well. The footprint of the building is basically
rectangular, measuring 210’ x 110’. Two typical bay sizes, 40’ x 30’ and 30’ x 30’
make up a typical floor, shown below.
The entire building is a steel composite structure, with a 5.5” concrete slab,
including 2” metal decking and shear studs to transfer the load between concrete
and steel. The 4th through 7th floors of Building B are considered to be typical
floors, with the 8th floor similar, but with a few differences in beam selection, and
the 2nd and 9th floors differing in floor plan and story height, respectively. A
section of the steel composite floor for one beam is shown below.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
9
Steel braced frames are in place to resist the lateral forces on the building,
four in the north/south direction and two in the east/west. These walls provide a
great deal of deflection resistance, limiting the entire building to just 1.6” drift,
which is less than half the allowable drift of 3.68”. The braced frames on the
building are shown below. Frames #1 and #2 resist in the east/west direction
and frames #3 - #6 resist in the north/south direction.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
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10
Three floors of parking garage are located below the first floor of Building
B. Concrete flat slab with drop panels is used for each floor of the garage. The
slab is 9” deep with #5 @ 12” on center. The drop panels are 5.25” deep and
span 1/6th the total span from column to column in all directions. The foundation
is comprised of mini-piles and piles with pile caps located at each column. The
basic foundation plan is shown below.
.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
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11
Depth Study Proposed for my in depth study of Building B is a check of two alternate
structures, both consisting of cast-in-place concrete. The first uses the same
column layout as the existing steel structure, using 40’ x 30’ and 30’ x 30’ bays,
while the second adds a row of columns in the east/west direction, cutting down
the bay size to 30’ x 27.5’. Also, due to both alternate structures being concrete,
shear walls will be investigated and compared to the existing braced frame lateral
support. RAM Concept was used for the design of both concrete floor systems,
with the use of excel spreadsheets and PCACOL for the design of the columns.
The first alternate structure being looked at has the same column layout
as the original building. A post tensioned flat slab with drop panels was my
original design for the floors, but throughout the design process this was changed
to a flat slab with beams spanning from column to column. The structural plan of
the floor system is shown below.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
12
The floor system of Building B is made up of a 9 inch flat slab, 16” x 18”
interior beams, 24” x 24” exterior beams, and post tensioning in both directions.
When working through the design of the floor, a 9” slab was necessary due to the
amount of deflection occurring in the larger span. The use of any shallower slab
would cause deflections greater than 2”, which is the limit when considering
L/240 for the maximum allowable deflection. All of the beams were designed to
aid in the strength of the system, as well as counteract punching shear at the
columns. The exterior beams are larger than the interior beams due to the
amount of moment being transferred to them by the interior beams and slab.
Post tensioning was needed to help limit the deflection in the slab. The area
needing the most post tensioning was located along the beam in the 40’ span
direction. A maximum of 27 strands of ½” unbonded tendons were needed in
order to create an allowable span. 25 strands were used for the rest of the
tendons in the north/south directions. In the east west direction, 5 and 15
strands were used, the greater being used along the beams. Post tensioning
plans in both directions, as well as a deflection plan of a section of the building
are shown below.
Lateral Tendons
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
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Longitudinal Tendons
Deflection Plan – Northeast section of Building
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
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14
The design of the columns for this system include 24” square columns for
the 4th through 9th floors, 28” square columns for the 2nd and 3rd floors, and 32”
square columns for the 1st floor. The columns were sized through the use of
PCACOL, assuming biaxial loading. Axial loads were calculated using tributary
area method. Also, moments on each column were taken from RAM Concept
calculations. For the design of each floors column sizes, only the worst case
scenario was considered and used for every column on that floor in order to
maintain uniformity and create an easier build. Detailed Calculations through
excel and a summary of Calculations from PCACOL can be found in Appendix
A.2. Also, a summary of the column sizes and reinforcement is shown below.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
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15
The second alternate structure investigated added a row of columns
creating 1 uniform bay of 30’ x 27.5’. The floor system for this design is a flat
slab with drop panels. The structural plan is shown below.
The floor system of this design uses a 7” flat slab with 14” drop panels,
sized at 10’ x 10’. The drop panels increase in size around the corner columns in
order to accommodate for punching shear. These panels are the same depth as
the others, with an 8’ span in both directions. Due to the decrease in bay size,
post tensioning was not needed for the design to work. Reinforcement in the
slab ranged from as little as 5 # 4 bars along the edge beams to as much as 30
#8 bars starting at the middle of the slab. This seems like a large number, but
being spaced out over 15’, it isn’t quite as congested as assumed at first glance.
Considering L/240 for maximum deflection, or a maximum deflection of 1.5”,
every span was acceptable. The worst deflection, which occurred on the
southeast section of the building, was 1.3”. A plan of the floor system, along
with a deflection plan of the southeast corner of the building can be found on the
next page.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
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16
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
17
The design of the columns for this system includes 24” square columns for
the 2nd through 9th floors and 28” columns for the first floor. As with the first
alternate design, the columns were designed using PCACOL, assuming biaxial
loading. Axial loads were calculated in excel using the tributary area method.
Moments were found in RAM Concept. Detailed Calculations through excel and
a summary of Calculations from PCACOL can be found in Appendix A.2. Also, a
summary of the column sizes and reinforcement is shown below.
Due to the change from steel to concrete, shear walls were designed to
replace the steel braced frames in order to resist lateral loads. The walls are 12”
thick and are located exclusively around the openings on the interior of the
building. The design was checked through the use of ETABS. A total drift of
0.79 inches was found when designing for the worst case loads, seismic.
Compared to the steel braced frame of the existing design, this dropped the total
drift by nearly 50%. Even with the decrease in drift, both designs were well
below the allowable drift of 3.68”.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
18
Breadth Study 2 – Cost Analysis
Cost Analysis As a second breadth analysis, I performed a cost comparison between the
existing composite steel structure and the two other proposed structures.
RSMeans 2006 was used to compute the total costs of the structures. You can
find all calculations for the costs in Appendix B.
Through looking at total costs for materials, labor, and equipment, none of
the structures really stood out above the rest in cost to the owner. The least
expensive layout is the existing structure, though the difference in cost between it
and the 40’x30’ Bay Structure is only $58,000. For a $48 million structure, this
difference is not a factor. The largest difference in cost is between the existing
layout structure and the 30’x27.5’ Bay structure. The $290,000 difference is
quite large; yet still not large enough to be a deciding factor in selecting the
system. Below is a table showing the broken down as well as total cost of each
structural system.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
19
Along with a cost analysis, I compared the time of construction between
the existing structure and the two proposed structures. This turned out to be the
real deciding factor for choosing one layout over the other.
Through the use of Primavera scheduling software, the amount of time to
construct the existing steel structure, 52 days, was much less then the two
alternate concrete structures, 135 days and 126 days. (The 40’x30’ Bay
structure taking 135 days and the 30’x27.5’ Bay structure 126 days.)
This large difference in construction time is mostly due to the float
available in steel construction, where as the slab is being poured and curing, the
next level of steel columns/beams is placed on the structure.
Normally, a nine story concrete structure would take longer than 126 or
135 days to erect, but through discussion with a professional, I was informed that
since Washington DC is a concrete city, contractors have become extremely
efficient in the construction of concrete structures, even with post tensioning.
This was taken into consideration when setting the construction schedule. A
detailed schedule from Primavera is located in Appendix C.
When considering both structural cost and time of construction, the steel
building is the most economic to build, with it having such a short time of
construction. This also will save the owner a lot of money due to a lower cost for
general construction costs, such as engineers, project managers, trailers, etc.
There is no real difference economically between the two concrete alternatives
as both cost nearly the same, with the 40’x30’ Bay costing less then the 30’x27.5’
Bay, and their construction schedules differ by about one week.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
20
Summary/Conclusions Through comparing the design of the alternate systems and the existing
building, I learned much about steel and concrete design, and the economics
behind why each is chosen.
The existing structure was very well designed, utilizing a simply planned
building. The composite steel design is very efficient, especially when
considering the time of construction. At an estimated 52 days for the
construction of the structural elements, the time taken to construct the existing
structure is much less than the time taken to construct either of the two alternate
structures. The cost of the structure was also the cheapest, though not by much.
Both alternate structures were equal economically. The 40’ x 30’ design
was about $200,000 cheaper than the 30’ x 27.5’ design, but also took a week
longer to construct. The feasibility of each structure is about the same. The first
layout would be difficult due to the amount of post tensioning needed in the slab,
while the second layout would be difficult due to the amount of reinforcement
needed. Both structures show about the same amount of deflection. The only
real difference was the thickness of the slab between the 2 designs. The first
layout had a 9” slab, but the second layout was able to shrink that to 7”.
The height of the building was kept constant throughout the design of the
alternate structures due to the architectural aspect of the building. If this was
considered, the second alternate structure would have been the best design, as it
would have lowered the story height by nearly 1.5’. Thus lowering the cost
dramatically, since the columns would be shorter and the façade would use less
materials.
In conclusion, the best design for Building B is the existing composite steel
design. Though, if height was considered in the economy of the building, adding
a row of columns to the design would be the most economic design.
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
21
Credits and Acknowledgements References
• American Society of Civil Engineers 2003. Minimum Design Loads
for Buildings and Other Structures: ASCE 7-02.
• American Concrete Institute, ACI 318 – 05. Building Code
Requirements for Structural Concrete
• R.S. Means Company, Means Building Construction Cost Data,
2006
• http://architecture.about.com/library/bl-johnson.htm
• International Building Code, IBC, 2003
Special Thanks To:
• RTKL Architects – Matthew Loeffler, Kristen Kaiser
o For providing the architectural plans and other firms involved
in the design
• KCE Structural - Allyn Kilsheimer, Stan Jagan
o For the structural documents
• Davis Construction – James Davis, Robin Wallace
o For information on the Construction of Building B
• Quadrangle Development Corp. – Steve Foote, Paula Conley
o For allowing me to use Building B for my thesis
• Frank Malits and Frank Burke
o For answering my many questions on design. Mainly the
same questions Frank Burke asked I had.
• Professor Parfitt
o For advising me throughout the year
Towers Crescent Building B Mike Synnott
Structural Advisor - Parfitt
Final Presentation
22
• Professor Hanagan and Boothby
o For being understanding of thesis and adapting their classes
to the thesis schedule
• All my Friends
o For providing much stress relief in the form of baseball,
poker, football, mouse pad Frisbee. And all that in the thesis
lab
o And for providing me with great music to keep me motivated
to continue working when I was losing concentration
Roof
column #
Mr(ft k)
Ms(ft k)
Tributary Area (sq ft)
Colum
n area (sq in)slender colum
n?1
132-62.9
300576
No
2-139
69.3600
576N
o3
13720.5
600576
No
4-124
-66.6300
576N
o5
81.235.9
600576
No
6-158
371200
576N
o7
15934.4
1200576
No
8-62.6
32.9600
576N
o9
20313.3
600576
No
10-143
15.81200
576N
o11
15720.4
1200576
No
12-198
11.3600
576N
o13
1894.57
600576
No
14-120
-16.3900
576N
o15
1439.6
600576
No
16-180
12.5600
576N
o17
60-4
600576
No
18-131
-12.91200
576N
o19
155-67.3
900576
No
20-35.4
0.693600
576N
o21
213-11.4
600576
No
22-104
3.791200
576N
o23
15354.4
900576
No
24-198
-5.22600
576N
o25
210-30.9
600576
No
26-144
-16.81200
576N
o27
157-49.5
1200576
No
28-184
-24.9600
576N
o29
13174.8
300576
No
30-143
32.4600
576N
o31
15376.3
600576
No
32-117
80.6300
576N
o
Floors 5-8colum
n #M
r(ft k)M
s(ft k)Tributary A
rea (sq ft)C
olumn area (sq in)
slender column?
1254
-146300
576N
o2
-238-99.9
600576
No
3240
-107600
576N
o4
-243-152
300576
No
5376
35.1600
576N
o6
22928.4
1200576
No
7227
27.21200
576N
o8
-34528.4
600576
No
9521
10.5600
576N
o10
-25137.6
1200576
No
11230
1451200
576N
o12
-4855.4
600576
No
13478
-16600
576N
o14
-2954.58
900576
No
15355
20.7600
576N
o16
-4705.36
600576
No
17311
-1.94600
576N
o18
-301-32.8
1200576
No
19303
-269900
576N
o20
-3635.99
600576
No
21474
-13.9600
576N
o22
-25430.2
1200576
No
23297
147900
576N
o24
-534-6.78
600576
No
25505
-32.2600
576N
o26
-260-67.7
1200576
No
27245
-97.41200
576N
o28
-496-25.5
600576
No
29263
156300
576N
o30
-239208
600576
No
31255
234600
576N
o32
-247158
300576
No
Floors 3-4colum
n #M
r(ft k)M
s(ft k)Tributary A
rea (sq ft)C
olumn area (sq in)
slender column?
1254
-146300
784N
o2
-238-99.9
600784
No
3240
-107600
784N
o4
-243-152
300784
No
5376
35.1600
784N
o6
22928.4
1200784
No
7227
27.21200
784N
o8
-34528.4
600784
No
9521
10.5600
784N
o10
-25137.6
1200784
No
11230
1451200
784N
o12
-4855.4
600784
No
13478
-16600
784N
o14
-2954.58
900784
No
15355
20.7600
784N
o16
-4705.36
600784
No
17311
-1.94600
784N
o18
-301-32.8
1200784
No
19303
-269900
784N
o20
-3635.99
600784
No
21474
-13.9600
784N
o22
-25430.2
1200784
No
23297
147900
784N
o24
-534-6.78
600784
No
25505
-32.2600
784N
o26
-260-67.7
1200784
No
27245
-97.41200
784N
o28
-496-25.5
600784
No
29263
156300
784N
o30
-239208
600784
No
31255
234600
784N
o32
-247158
300784
No
Floors 2colum
n #M
r(ft k)M
s(ft k)Tributary A
rea (sq ft)C
olumn area (sq in)
slender column?
1254
-146300
1024N
o2
-238-99.9
6001024
No
3240
-107600
1024N
o4
-243-152
3001024
No
5376
35.1600
1024N
o6
22928.4
12001024
No
7227
27.21200
1024N
o8
-34528.4
6001024
No
9521
10.5600
1024N
o10
-25137.6
12001024
No
11230
1451200
1024N
o12
-4855.4
6001024
No
13478
-16600
1024N
o14
-2954.58
9001024
No
15355
20.7600
1024N
o16
-4705.36
6001024
No
17311
-1.94600
1024N
o18
-301-32.8
12001024
No
19303
-269900
1024N
o20
-3635.99
6001024
No
21474
-13.9600
1024N
o22
-25430.2
12001024
No
23297
147900
1024N
o24
-534-6.78
6001024
No
25505
-32.2600
1024N
o26
-260-67.7
12001024
No
27245
-97.41200
1024N
o28
-496-25.5
6001024
No
29263
156300
1024N
o30
-239208
6001024
No
31255
234600
1024N
o32
-247158
3001024
No
*NO
TE*
All M
oments Taken from
24"X24" C
olumn
Roof
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
300.001.00
116.0
20.00.683
4.010.928
150.0176.49
52.952
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
3600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.944
300300.00
1.001
16.020.0
0.6834.0
10.928150.0
176.4952.95
5600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.946
12001200.00
4.001
16.020.0
0.4674.0
7.464150.0
170.94205.13
71200
1200.004.00
116.0
20.00.467
4.07.464
150.0170.94
205.138
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
9600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.9410
12001200.00
4.001
16.020.0
0.4674.0
7.464150.0
170.94205.13
111200
1200.004.00
116.0
20.00.467
4.07.464
150.0170.94
205.1312
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
13600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.9414
900900.00
3.001
16.020.0
0.5004.0
8.000150.0
171.80154.62
15600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.9416
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
17600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.9418
10501050.00
3.501
16.020.0
0.4814.0
7.703150.0
171.33179.89
19900
900.003.00
116.0
20.00.500
4.08.000
150.0171.80
154.6220
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
21600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.9422
12001200.00
4.001
16.020.0
0.4674.0
7.464150.0
170.94205.13
23900
900.003.00
116.0
20.00.500
4.08.000
150.0171.80
154.6224
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
25600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.9426
12001200.00
4.001
16.020.0
0.4674.0
7.464150.0
170.94205.13
271200
1200.004.00
116.0
20.00.467
4.07.464
150.0170.94
205.1328
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
29300
300.001.00
116.0
20.00.683
4.010.928
150.0176.49
52.9530
600600.00
2.001
16.020.0
0.5564.0
8.899150.0
173.24103.94
31600
600.002.00
116.0
20.00.556
4.08.899
150.0173.24
103.9432
300300.00
1.001
16.020.0
0.6834.0
10.928150.0
176.4952.95
Floor 9
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
300.001.00
1100
200.683
468.30
150.0268.28
133.432
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
3600
600.002.00
1100
200.556
455.62
150.0247.99
252.744
300300.00
1.001
10020
0.6834
68.30150.0
268.28133.43
5600
600.002.00
1100
200.556
455.62
150.0247.99
252.746
12001200.00
4.001
10020
0.4674
46.65150.0
233.64485.50
71200
1200.004.00
1100
200.467
446.65
150.0233.64
485.508
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
9600
600.002.00
1100
200.556
455.62
150.0247.99
252.7410
12001200.00
4.001
10020
0.4674
46.65150.0
233.64485.50
111200
1200.004.00
1100
200.467
446.65
150.0233.64
485.5012
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
13600
600.002.00
1100
200.556
455.62
150.0247.99
252.7414
900900.00
3.001
10020
0.5004
50.00150.0
239.00369.72
15600
600.002.00
1100
200.556
455.62
150.0247.99
252.7416
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
17600
600.002.00
1100
200.556
455.62
150.0247.99
252.7418
10501050.00
3.501
10020
0.4814
48.15150.0
236.03427.73
19900
900.003.00
1100
200.500
450.00
150.0239.00
369.7220
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
21600
600.002.00
1100
200.556
455.62
150.0247.99
252.7422
12001200.00
4.001
10020
0.4674
46.65150.0
233.64485.50
23900
900.003.00
1100
200.500
450.00
150.0239.00
369.7224
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
25600
600.002.00
1100
200.556
455.62
150.0247.99
252.7426
12001200.00
4.001
10020
0.4674
46.65150.0
233.64485.50
271200
1200.004.00
1100
200.467
446.65
150.0233.64
485.5028
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
29300
300.001.00
1100
200.683
468.30
150.0268.28
133.4330
600600.00
2.001
10020
0.5564
55.62150.0
247.99252.74
31600
600.002.00
1100
200.556
455.62
150.0247.99
252.7432
300300.00
1.001
10020
0.6834
68.30150.0
268.28133.43
Floor 8
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
600.001.00
2100
200.556
455.62
150.0247.99
207.832
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
3600
1200.002.00
2100
200.467
446.65
150.0233.64
392.924
300600.00
1.002
10020
0.5564
55.62150.0
247.99207.83
5600
1200.002.00
2100
200.467
446.65
150.0233.64
392.926
12002400.00
4.002
10020
0.4034
40.31150.0
223.49753.69
71200
2400.004.00
2100
200.403
440.31
150.0223.49
753.698
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
9600
1200.002.00
2100
200.467
446.65
150.0233.64
392.9210
12002400.00
4.002
10020
0.4034
40.31150.0
223.49753.69
111200
2400.004.00
2100
200.403
440.31
150.0223.49
753.6912
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
13600
1200.002.00
2100
200.467
446.65
150.0233.64
392.9214
9001800.00
3.002
10020
0.4274
42.68150.0
227.28574.28
15600
1200.002.00
2100
200.467
446.65
150.0233.64
392.9216
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
17600
1200.002.00
2100
200.467
446.65
150.0233.64
392.9218
10502100.00
3.502
10020
0.4144
41.37150.0
225.19664.17
19900
1800.003.00
2100
200.427
442.68
150.0227.28
574.2820
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
21600
1200.002.00
2100
200.467
446.65
150.0233.64
392.9222
12002400.00
4.002
10020
0.4034
40.31150.0
223.49753.69
23900
1800.003.00
2100
200.427
442.68
150.0227.28
574.2824
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
25600
1200.002.00
2100
200.467
446.65
150.0233.64
392.9226
12002400.00
4.002
10020
0.4034
40.31150.0
223.49753.69
271200
2400.004.00
2100
200.403
440.31
150.0223.49
753.6928
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
29300
600.001.00
2100
200.556
455.62
150.0247.99
207.8330
6001200.00
2.002
10020
0.4674
46.65150.0
233.64392.92
31600
1200.002.00
2100
200.467
446.65
150.0233.64
392.9232
300600.00
1.002
10020
0.5564
55.62150.0
247.99207.83
Floor 7
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
900.001.00
3100
200.500
450.00
150.0239.00
279.532
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
3600
1800.002.00
3100
200.427
442.68
150.0227.28
529.294
300900.00
1.003
10020
0.5004
50.00150.0
239.00279.53
5600
1800.002.00
3100
200.427
442.68
150.0227.28
529.296
12003600.00
4.003
10020
0.4004
40.00150.0
223.001021.29
71200
3600.004.00
3100
200.400
440.00
150.0223.00
1021.298
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
9600
1800.002.00
3100
200.427
442.68
150.0227.28
529.2910
12003600.00
4.003
10020
0.4004
40.00150.0
223.001021.29
111200
3600.004.00
3100
200.400
440.00
150.0223.00
1021.2912
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
13600
1800.002.00
3100
200.427
442.68
150.0227.28
529.2914
9002700.00
3.003
10020
0.4004
40.00150.0
223.00774.98
15600
1800.002.00
3100
200.427
442.68
150.0227.28
529.2916
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
17600
1800.002.00
3100
200.427
442.68
150.0227.28
529.2918
10503150.00
3.503
10020
0.4004
40.00150.0
223.00898.32
19900
2700.003.00
3100
200.400
440.00
150.0223.00
774.9820
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
21600
1800.002.00
3100
200.427
442.68
150.0227.28
529.2922
12003600.00
4.003
10020
0.4004
40.00150.0
223.001021.29
23900
2700.003.00
3100
200.400
440.00
150.0223.00
774.9824
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
25600
1800.002.00
3100
200.427
442.68
150.0227.28
529.2926
12003600.00
4.003
10020
0.4004
40.00150.0
223.001021.29
271200
3600.004.00
3100
200.400
440.00
150.0223.00
1021.2928
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
29300
900.001.00
3100
200.500
450.00
150.0239.00
279.5330
6001800.00
2.003
10020
0.4274
42.68150.0
227.28529.29
31600
1800.002.00
3100
200.427
442.68
150.0227.28
529.2932
300900.00
1.003
10020
0.5004
50.00150.0
239.00279.53
Floor 6
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
1200.001.00
4100
200.467
446.65
150.0233.64
349.622
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
3600
2400.002.00
4100
200.403
440.31
150.0223.49
663.394
3001200.00
1.004
10020
0.4674
46.65150.0
233.64349.62
5600
2400.002.00
4100
200.403
440.31
150.0223.49
663.396
12004800.00
4.004
10020
0.4004
40.00150.0
223.001288.89
71200
4800.004.00
4100
200.400
440.00
150.0223.00
1288.898
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
9600
2400.002.00
4100
200.403
440.31
150.0223.49
663.3910
12004800.00
4.004
10020
0.4004
40.00150.0
223.001288.89
111200
4800.004.00
4100
200.400
440.00
150.0223.00
1288.8912
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
13600
2400.002.00
4100
200.403
440.31
150.0223.49
663.3914
9003600.00
3.004
10020
0.4004
40.00150.0
223.00975.68
15600
2400.002.00
4100
200.403
440.31
150.0223.49
663.3916
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
17600
2400.002.00
4100
200.403
440.31
150.0223.49
663.3918
10504200.00
3.504
10020
0.4004
40.00150.0
223.001132.47
19900
3600.003.00
4100
200.400
440.00
150.0223.00
975.6820
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
21600
2400.002.00
4100
200.403
440.31
150.0223.49
663.3922
12004800.00
4.004
10020
0.4004
40.00150.0
223.001288.89
23900
3600.003.00
4100
200.400
440.00
150.0223.00
975.6824
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
25600
2400.002.00
4100
200.403
440.31
150.0223.49
663.3926
12004800.00
4.004
10020
0.4004
40.00150.0
223.001288.89
271200
4800.004.00
4100
200.400
440.00
150.0223.00
1288.8928
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
29300
1200.001.00
4100
200.467
446.65
150.0233.64
349.6230
6002400.00
2.004
10020
0.4034
40.31150.0
223.49663.39
31600
2400.002.00
4100
200.403
440.31
150.0223.49
663.3932
3001200.00
1.004
10020
0.4674
46.65150.0
233.64349.62
Floor 5
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
1500.001.00
5100
200.444
444.36
150.0229.98
418.612
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
3600
3000.002.00
5100
200.400
440.00
150.0223.00
797.194
3001500.00
1.005
10020
0.4444
44.36150.0
229.98418.61
5600
3000.002.00
5100
200.400
440.00
150.0223.00
797.196
12006000.00
4.005
10020
0.4004
40.00150.0
223.001556.49
71200
6000.004.00
5100
200.400
440.00
150.0223.00
1556.498
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
9600
3000.002.00
5100
200.400
440.00
150.0223.00
797.1910
12006000.00
4.005
10020
0.4004
40.00150.0
223.001556.49
111200
6000.004.00
5100
200.400
440.00
150.0223.00
1556.4912
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
13600
3000.002.00
5100
200.400
440.00
150.0223.00
797.1914
9004500.00
3.005
10020
0.4004
40.00150.0
223.001176.38
15600
3000.002.00
5100
200.400
440.00
150.0223.00
797.1916
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
17600
3000.002.00
5100
200.400
440.00
150.0223.00
797.1918
10505250.00
3.505
10020
0.4004
40.00150.0
223.001366.62
19900
4500.003.00
5100
200.400
440.00
150.0223.00
1176.3820
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
21600
3000.002.00
5100
200.400
440.00
150.0223.00
797.1922
12006000.00
4.005
10020
0.4004
40.00150.0
223.001556.49
23900
4500.003.00
5100
200.400
440.00
150.0223.00
1176.3824
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
25600
3000.002.00
5100
200.400
440.00
150.0223.00
797.1926
12006000.00
4.005
10020
0.4004
40.00150.0
223.001556.49
271200
6000.004.00
5100
200.400
440.00
150.0223.00
1556.4928
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
29300
1500.001.00
5100
200.444
444.36
150.0229.98
418.6130
6003000.00
2.005
10020
0.4004
40.00150.0
223.00797.19
31600
3000.002.00
5100
200.400
440.00
150.0223.00
797.1932
3001500.00
1.005
10020
0.4444
44.36150.0
229.98418.61
Floor 4
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
1800.001.00
6100
200.427
442.68
150.0227.28
486.802
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
3600
3600.002.00
6100
200.400
440.00
150.0223.00
930.994
3001800.00
1.006
10020
0.4274
42.68150.0
227.28486.80
5600
3600.002.00
6100
200.400
440.00
150.0223.00
930.996
12007200.00
4.006
10020
0.4004
40.00150.0
223.001824.09
71200
7200.004.00
6100
200.400
440.00
150.0223.00
1824.098
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
9600
3600.002.00
6100
200.400
440.00
150.0223.00
930.9910
12007200.00
4.006
10020
0.4004
40.00150.0
223.001824.09
111200
7200.004.00
6100
200.400
440.00
150.0223.00
1824.0912
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
13600
3600.002.00
6100
200.400
440.00
150.0223.00
930.9914
9005400.00
3.006
10020
0.4004
40.00150.0
223.001377.08
15600
3600.002.00
6100
200.400
440.00
150.0223.00
930.9916
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
17600
3600.002.00
6100
200.400
440.00
150.0223.00
930.9918
10506300.00
3.506
10020
0.4004
40.00150.0
223.001600.77
19900
5400.003.00
6100
200.400
440.00
150.0223.00
1377.0820
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
21600
3600.002.00
6100
200.400
440.00
150.0223.00
930.9922
12007200.00
4.006
10020
0.4004
40.00150.0
223.001824.09
23900
5400.003.00
6100
200.400
440.00
150.0223.00
1377.0824
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
25600
3600.002.00
6100
200.400
440.00
150.0223.00
930.9926
12007200.00
4.006
10020
0.4004
40.00150.0
223.001824.09
271200
7200.004.00
6100
200.400
440.00
150.0223.00
1824.0928
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
29300
1800.001.00
6100
200.427
442.68
150.0227.28
486.8030
6003600.00
2.006
10020
0.4004
40.00150.0
223.00930.99
31600
3600.002.00
6100
200.400
440.00
150.0223.00
930.9932
3001800.00
1.006
10020
0.4274
42.68150.0
227.28486.80
Floor3
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
2100.001.00
7100
200.414
441.37
150.0225.19
554.362
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
3600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.794
3002100.00
1.007
10020
0.4144
41.37150.0
225.19554.36
5600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.796
12008400.00
4.007
10020
0.4004
40.00150.0
223.002091.69
71200
8400.004.00
7100
200.400
440.00
150.0223.00
2091.698
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
9600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.7910
12008400.00
4.007
10020
0.4004
40.00150.0
223.002091.69
111200
8400.004.00
7100
200.400
440.00
150.0223.00
2091.6912
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
13600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.7914
9006300.00
3.007
10020
0.4004
40.00150.0
223.001577.78
15600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.7916
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
17600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.7918
10507350.00
3.507
10020
0.4004
40.00150.0
223.001834.92
19900
6300.003.00
7100
200.400
440.00
150.0223.00
1577.7820
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
21600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.7922
12008400.00
4.007
10020
0.4004
40.00150.0
223.002091.69
23900
6300.003.00
7100
200.400
440.00
150.0223.00
1577.7824
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
25600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.7926
12008400.00
4.007
10020
0.4004
40.00150.0
223.002091.69
271200
8400.004.00
7100
200.400
440.00
150.0223.00
2091.6928
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
29300
2100.001.00
7100
200.414
441.37
150.0225.19
554.3630
6004200.00
2.007
10020
0.4004
40.00150.0
223.001064.79
31600
4200.002.00
7100
200.400
440.00
150.0223.00
1064.7932
3002100.00
1.007
10020
0.4144
41.37150.0
225.19554.36
Floor 2
column #
Floor Area
(sq ft)Tributary
Area (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
Reduction factor
KLL
FactorR
educed LL(psf)
Self W
eight D
L(pcf)Total
load(pcf)A
xial Load(k)
1300
2400.001.00
8100
200.403
440.31
150.0223.49
621.402
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
3600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.594
3002400.00
1.008
10020
0.4034
40.31150.0
223.49621.40
5600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.596
12009600.00
4.008
10020
0.4004
40.00150.0
223.002359.29
71200
9600.004.00
8100
200.400
440.00
150.0223.00
2359.298
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
9600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.5910
12009600.00
4.008
10020
0.4004
40.00150.0
223.002359.29
111200
9600.004.00
8100
200.400
440.00
150.0223.00
2359.2912
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
13600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.5914
9007200.00
3.008
10020
0.4004
40.00150.0
223.001778.48
15600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.5916
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
17600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.5918
10508400.00
3.508
10020
0.4004
40.00150.0
223.002069.07
19900
7200.003.00
8100
200.400
440.00
150.0223.00
1778.4820
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
21600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.5922
12009600.00
4.008
10020
0.4004
40.00150.0
223.002359.29
23900
7200.003.00
8100
200.400
440.00
150.0223.00
1778.4824
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
25600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.5926
12009600.00
4.008
10020
0.4004
40.00150.0
223.002359.29
271200
9600.004.00
8100
200.400
440.00
150.0223.00
2359.2928
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
29300
2400.001.00
8100
200.403
440.31
150.0223.49
621.4030
6004800.00
2.008
10020
0.4004
40.00150.0
223.001198.59
31600
4800.002.00
8100
200.400
440.00
150.0223.00
1198.5932
3002400.00
1.008
10020
0.4034
40.31150.0
223.49621.40
By C
olumn
1,4,29,322,3,5,8,9,12,13,15,16,17,20,21,24,25,28,30,31
FloorA
xial LoadFloor
Axial Load
R52.946
R103.943
9133.43
9252.74
8207.83
8392.92
7279.53
7529.29
6349.62
6663.39
5418.61
5797.19
4486.80
4930.99
3554.36
31064.79
2621.40
21198.59
6,7,10,11,22,26,2714,19,23
FloorA
xial LoadFloor
Axial Load
R205.131
R154.620
9485.50
9369.72
8753.69
8574.28
71021.29
7773.43
61288.89
6975.68
51556.49
51176.38
41824.09
41377.08
32091.69
31577.78
22359.29
21778.48
18Floor
Axial Load
R179.892
9427.73
8664.17
7898.32
61132.47
51366.62
41600.77
31834.92
22069.07
Floors 1-8column # Mr(ft k) Ms(ft k) Tributary Area (sq ft) Column area (sq in) slender column?
1 115 -149 825 576 NO2 8.82 -252 1650 576 NO3 -0.24 -259 1650 576 NO4 10.3 -250 1650 576 NO5 -115 -147 825 576 NO6 232 17.8 1650 576 NO7 -20 20.4 3300 576 NO8 -236 19 1650 576 NO9 0.949 12.6 3300 576 NO10 21.3 19.5 3300 576 NO11 241 -1.64 1650 576 NO12 -30.4 4.92 3300 576 NO13 -16.9 125 3300 576 NO14 60.4 37.6 3300 576 NO15 -247 -0.662 1650 576 NO16 253 0.802 1650 576 NO17 -92.2 11.5 3300 576 NO18 159 1.57 3300 576 NO19 -271 0.901 1650 576 NO20 250 -0.0122 1650 576 NO21 -85.3 -29.9 3300 576 NO22 113 -34.3 3300 576 NO23 -261 -3.99 1650 576 NO24 5.4 -311 1650 576 NO25 246 2.93 1650 576 NO26 -56.3 41 3300 576 NO27 -127 234 2475 576 NO28 126 41.7 3300 576 NO29 -259 5.26 1650 576 NO30 241 -18.3 1650 576 NO31 -45.6 -57.3 3300 576 NO32 1.2 -160 3300 576 NO33 61.4 -67.9 3300 576 NO34 -248 -19.1 1650 576 NO35 124 147 825 576 NO36 -5.71 262 1650 576 NO37 -1.68 285 1650 576 NO38 7.81 262 1650 576 NO39 -127 145 825 576 NO
9th Floorcolumn # Mr(ft k) Ms(ft k) Tributary Area (sq ft) Column area (sq in) slender column?
1 67.5 -93.4 825 576 NO2 0.465 -182 1650 576 NO3 -0.133 -181 1650 576 NO4 1.94 -181 1650 576 NO5 -68 -92 825 576 NO6 137 12.9 1650 576 NO7 41.2 44.4 3300 576 NO8 -140 13.7 1650 576 NO9 0.269 21.1 3300 576 NO10 -41.4 44.2 3300 576 NO11 145 -1.92 1650 576 NO12 15.6 -0.621 3300 576 NO13 -11.7 79.9 3300 576 NO14 7.53 23.6 3300 576 NO15 -150 -1.33 1650 576 NO16 154 0.692 1650 576 NO17 -21.3 8.96 3300 576 NO18 67.9 2.48 3300 576 NO19 -167 0.629 1650 576 NO20 152 -0.228 1650 576 NO21 -16.1 -22.3 3300 576 NO22 45.4 -25.7 3300 576 NO23 -162 -2.86 1650 576 NO24 4.39 -156 1650 576 NO25 148 2.61 1650 576 NO26 4.2 33 3300 576 NO27 -73.4 136 2475 576 NO28 50.3 32.9 3300 576 NO29 -158 4.24 1650 576 NO30 143 -13.6 1650 576 NO31 25.5 -71.2 3300 576 NO32 0 -115 3300 576 NO33 -11 -74.5 3300 576 NO34 -148 -13.9 1650 576 NO35 74.8 92.5 825 576 NO36 0.27 188 1650 576 NO37 0.988 197 1650 576 NO38 0.654 188 1650 576 NO39 -75.8 90.5 825 576 NO
Roof1
206.25206.25
1.001
16.020.0
0.7724.0
12.356150.0
178.76936.871
2412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.1273
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
4412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.1275
206.25206.25
1.001
16.020.0
0.7724.0
12.356150.0
178.76936.871
6412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.1277
825825.00
4.001
16.020.0
0.5114.0
8.178150.0
172.085141.970
8412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.1279
825825.00
4.001
16.020.0
0.5114.0
8.178150.0
172.085141.970
10825
825.004.00
116.0
20.00.511
4.08.178
150.0172.085
141.97011
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
12825
825.004.00
116.0
20.00.511
4.08.178
150.0172.085
141.97013
680.63680.63
3.301
16.020.0
0.5374.0
8.600150.0
172.759117.585
14825
825.004.00
116.0
20.00.511
4.08.178
150.0172.085
141.97015
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
16412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.12717
825825.00
4.001
16.020.0
0.5114.0
8.178150.0
172.085141.970
18713.63
713.633.46
116.0
20.00.531
4.08.492
150.0172.587
123.16319
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
20412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.12721
825825.00
4.001
16.020.0
0.5114.0
8.178150.0
172.085141.970
22767.25
767.253.72
116.0
20.00.521
4.08.332
150.0172.332
132.22123
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
24340.31
340.311.65
116.0
20.00.657
4.010.505
150.0175.808
59.82925
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
26825
825.004.00
116.0
20.00.511
4.08.178
150.0172.085
141.97027
206.25206.25
1.001
16.020.0
0.7724.0
12.356150.0
178.76936.871
28748.69
748.693.63
116.0
20.00.524
4.08.386
150.0172.417
129.08729
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
30412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.12731
825825.00
4.001
16.020.0
0.5114.0
8.178150.0
172.085141.970
32686.81
686.813.33
116.0
20.00.536
4.08.579
150.0172.726
118.63033
825825.00
4.001
16.020.0
0.5114.0
8.178150.0
172.085141.970
34412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.12735
206.25206.25
1.001
16.020.0
0.7724.0
12.356150.0
178.76936.871
36412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.12737
412.5412.50
2.001
16.020.0
0.6194.0
9.908150.0
174.85372.127
38412.5
412.502.00
116.0
20.00.619
4.09.908
150.0174.853
72.12739
206.25206.25
1.001
16.020.0
0.7724.0
12.356150.0
178.76936.871
Axial
Load(k)K
LL Factor
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)Floor
Multiplier
Live Load (psf)
Dead Load
(psf)reduction
factorTributary A
rea (sq ft)
Floor Area
(sq ft)colum
n #A
rea M
ultiplier
Floor 91206.25
206.251.00
1100
200.772
477.22
150.0282.557
95.1492
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
3412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.5874
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
5206.25
206.251.00
1100
200.772
477.22
150.0282.557
95.1496
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
7825
825.004.00
1100
200.511
451.11
150.0240.779
340.6128
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
9825
825.004.00
1100
200.511
451.11
150.0240.779
340.61210
825825.00
4.001
10020
0.5114
51.11150.0
240.779340.612
11412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.58712
825825.00
4.001
10020
0.5114
51.11150.0
240.779340.612
13680.63
680.633.30
1100
200.537
453.75
150.0244.997
284.33714
825825.00
4.001
10020
0.5114
51.11150.0
240.779340.612
15412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.58716
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
17825
825.004.00
1100
200.511
451.11
150.0240.779
340.61218
713.63713.63
3.461
10020
0.5314
53.08150.0
243.921297.233
19412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.58720
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
21825
825.004.00
1100
200.511
451.11
150.0240.779
340.61222
767.25767.25
3.721
10020
0.5214
52.08150.0
242.322318.143
23412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.58724
340.31340.31
1.651
10020
0.6574
65.66150.0
264.049149.688
25412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.58726
825825.00
4.001
10020
0.5114
51.11150.0
240.779340.612
27206.25
206.251.00
1100
200.772
477.22
150.0282.557
95.14928
748.69748.69
3.631
10020
0.5244
52.41150.0
242.856310.911
29412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.58730
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
31825
825.004.00
1100
200.511
451.11
150.0240.779
340.61232
686.81686.81
3.331
10020
0.5364
53.62150.0
244.789286.754
33825
825.004.00
1100
200.511
451.11
150.0240.779
340.61234
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
35206.25
206.251.00
1100
200.772
477.22
150.0282.557
95.14936
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
37412.5
412.502.00
1100
200.619
461.93
150.0258.084
178.58738
412.5412.50
2.001
10020
0.6194
61.93150.0
258.084178.587
39206.25
206.251.00
1100
200.772
477.22
150.0282.557
95.149
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)A
xial Load(k)
column #
Floor Area
(sq ft)Tributary A
rea (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
reduction factor
KLL
Factor
Floor 81206.25
412.501.00
2100
200.619
461.93
150.0258.084
148.3782
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
3412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.9084
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
5206.25
412.501.00
2100
200.619
461.93
150.0258.084
148.3786
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
7825
1650.004.00
2100
200.435
443.46
150.0228.542
529.1598
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
9825
1650.004.00
2100
200.435
443.46
150.0228.542
529.15910
8251650.00
4.002
10020
0.4354
43.46150.0
228.542529.159
11412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.90812
8251650.00
4.002
10020
0.4354
43.46150.0
228.542529.159
13680.63
1361.253.30
2100
200.453
445.33
150.0231.525
441.92014
8251650.00
4.002
10020
0.4354
43.46150.0
228.542529.159
15412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.90816
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
17825
1650.004.00
2100
200.435
443.46
150.0228.542
529.15918
713.631427.25
3.462
10020
0.4494
44.85150.0
230.764461.912
19412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.90820
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
21825
1650.004.00
2100
200.435
443.46
150.0228.542
529.15922
767.251534.50
3.722
10020
0.4414
44.15150.0
229.634494.330
23412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.90824
340.31680.63
1.652
10020
0.5374
53.75150.0
244.997233.063
25412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.90826
8251650.00
4.002
10020
0.4354
43.46150.0
228.542529.159
27206.25
412.501.00
2100
200.619
461.93
150.0258.084
148.37828
748.691497.38
3.632
10020
0.4444
44.38150.0
230.011483.118
29412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.90830
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
31825
1650.004.00
2100
200.435
443.46
150.0228.542
529.15932
686.811373.63
3.332
10020
0.4524
45.24150.0
231.378445.666
33825
1650.004.00
2100
200.435
443.46
150.0228.542
529.15934
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
35206.25
412.501.00
2100
200.619
461.93
150.0258.084
148.37836
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
37412.5
825.002.00
2100
200.511
451.11
150.0240.779
277.90838
412.5825.00
2.002
10020
0.5114
51.11150.0
240.779277.908
39206.25
412.501.00
2100
200.619
461.93
150.0258.084
148.378
Axial
Load(k)K
LL Factor
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)Floor
Multiplier
Live Load (psf)
Dead Load
(psf)reduction
factorcolum
n #Floor A
rea (sq ft)
Tributary Area (sq
ft)A
rea M
ultiplier
Floor 71206.25
618.751.00
3100
200.552
455.15
150.0247.242
199.3722
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
3412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.0674
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
5206.25
618.751.00
3100
200.552
455.15
150.0247.242
199.3726
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
7825
2475.004.00
3100
200.401
440.08
150.0223.121
713.2348
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
9825
2475.004.00
3100
200.401
440.08
150.0223.121
713.23410
8252475.00
4.003
10020
0.4014
40.08150.0
223.121713.234
11412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.06712
8252475.00
4.003
10020
0.4014
40.08150.0
223.121713.234
13680.63
2041.883.30
3100
200.416
441.60
150.0225.556
595.44014
8252475.00
4.003
10020
0.4014
40.08150.0
223.121713.234
15412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.06716
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
17825
2475.004.00
3100
200.401
440.08
150.0223.121
713.23418
713.632140.88
3.463
10020
0.4124
41.21150.0
224.935622.433
19412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.06720
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
21825
2475.004.00
3100
200.401
440.08
150.0223.121
713.23422
767.252301.75
3.723
10020
0.4064
40.63150.0
224.012666.203
23412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.06724
340.311020.94
1.653
10020
0.4854
48.47150.0
236.556313.565
25412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.06726
8252475.00
4.003
10020
0.4014
40.08150.0
223.121713.234
27206.25
618.751.00
3100
200.552
455.15
150.0247.242
199.37228
748.692246.06
3.633
10020
0.4084
40.83150.0
224.320651.064
29412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.06730
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
31825
2475.004.00
3100
200.401
440.08
150.0223.121
713.23432
686.812060.44
3.333
10020
0.4154
41.52150.0
225.436600.498
33825
2475.004.00
3100
200.401
440.08
150.0223.121
713.23434
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
35206.25
618.751.00
3100
200.552
455.15
150.0247.242
199.37236
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
37412.5
1237.502.00
3100
200.463
446.32
150.0233.112
374.06738
412.51237.50
2.003
10020
0.4634
46.32150.0
233.112374.067
39206.25
618.751.00
3100
200.552
455.15
150.0247.242
199.372
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)A
xial Load(k)
column #
Floor Area
(sq ft)Tributary A
rea (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
reduction factor
KLL
Factor
Floor 61206.25
825.001.00
4100
200.511
451.11
150.0240.779
249.0332
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
3412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.3404
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
5206.25
825.001.00
4100
200.511
451.11
150.0240.779
249.0336
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
7825
3300.004.00
4100
200.400
440.00
150.0223.000
897.2098
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
9825
3300.004.00
4100
200.400
440.00
150.0223.000
897.20910
8253300.00
4.004
10020
0.4004
40.00150.0
223.000897.209
11412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.34012
8253300.00
4.004
10020
0.4004
40.00150.0
223.000897.209
13680.63
2722.503.30
4100
200.400
440.00
150.0223.000
747.22114
8253300.00
4.004
10020
0.4004
40.00150.0
223.000897.209
15412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.34016
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
17825
3300.004.00
4100
200.400
440.00
150.0223.000
897.20918
713.632854.50
3.464
10020
0.4004
40.00150.0
223.000781.572
19412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.34020
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
21825
3300.004.00
4100
200.400
440.00
150.0223.000
897.20922
767.253069.00
3.724
10020
0.4004
40.00150.0
223.000837.300
23412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.34024
340.311361.25
1.654
10020
0.4534
45.33150.0
231.525392.355
25412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.34026
8253300.00
4.004
10020
0.4004
40.00150.0
223.000897.209
27206.25
825.001.00
4100
200.511
451.11
150.0240.779
249.03328
748.692994.75
3.634
10020
0.4004
40.00150.0
223.000818.022
29412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.34030
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
31825
3300.004.00
4100
200.400
440.00
150.0223.000
897.20932
686.812747.25
3.334
10020
0.4004
40.00150.0
223.000753.657
33825
3300.004.00
4100
200.400
440.00
150.0223.000
897.20934
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
35206.25
825.001.00
4100
200.511
451.11
150.0240.779
249.03336
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
37412.5
1650.002.00
4100
200.435
443.46
150.0228.542
468.34038
412.51650.00
2.004
10020
0.4354
43.46150.0
228.542468.340
39206.25
825.001.00
4100
200.511
451.11
150.0240.779
249.033
Axial
Load(k)K
LL Factor
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)Floor
Multiplier
Live Load (psf)
Dead Load
(psf)reduction
factorcolum
n #Floor A
rea (sq ft)
Tributary Area (sq
ft)A
rea M
ultiplier
Floor 51206.25
1031.251.00
5100
200.484
448.35
150.0236.368
297.7832
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
3412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.3274
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
5206.25
1031.251.00
5100
200.484
448.35
150.0236.368
297.7836
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
7825
4125.004.00
5100
200.400
440.00
150.0223.000
1081.1848
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
9825
4125.004.00
5100
200.400
440.00
150.0223.000
1081.18410
8254125.00
4.005
10020
0.4004
40.00150.0
223.0001081.184
11412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.32712
8254125.00
4.005
10020
0.4004
40.00150.0
223.0001081.184
13680.63
3403.133.30
5100
200.400
440.00
150.0223.000
899.00114
8254125.00
4.005
10020
0.4004
40.00150.0
223.0001081.184
15412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.32716
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
17825
4125.004.00
5100
200.400
440.00
150.0223.000
1081.18418
713.633568.13
3.465
10020
0.4004
40.00150.0
223.000940.712
19412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.32720
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
21825
4125.004.00
5100
200.400
440.00
150.0223.000
1081.18422
767.253836.25
3.725
10020
0.4004
40.00150.0
223.0001008.397
23412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.32724
340.311701.56
1.655
10020
0.4324
43.18150.0
228.091469.977
25412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.32726
8254125.00
4.005
10020
0.4004
40.00150.0
223.0001081.184
27206.25
1031.251.00
5100
200.484
448.35
150.0236.368
297.78328
748.693743.44
3.635
10020
0.4004
40.00150.0
223.000984.980
29412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.32730
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
31825
4125.004.00
5100
200.400
440.00
150.0223.000
1081.18432
686.813434.06
3.335
10020
0.4004
40.00150.0
223.000906.816
33825
4125.004.00
5100
200.400
440.00
150.0223.000
1081.18434
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
35206.25
1031.251.00
5100
200.484
448.35
150.0236.368
297.78336
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
37412.5
2062.502.00
5100
200.415
441.51
150.0225.423
561.32738
412.52062.50
2.005
10020
0.4154
41.51150.0
225.423561.327
39206.25
1031.251.00
5100
200.484
448.35
150.0236.368
297.783
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)A
xial Load(k)
column #
Floor Area
(sq ft)Tributary A
rea (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
reduction factor
KLL
Factor
Floor 41206.25
1237.501.00
6100
200.463
446.32
150.0233.112
345.8632
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
3412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.3654
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
5206.25
1237.501.00
6100
200.463
446.32
150.0233.112
345.8636
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
7825
4950.004.00
6100
200.400
440.00
150.0223.000
1265.1598
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
9825
4950.004.00
6100
200.400
440.00
150.0223.000
1265.15910
8254950.00
4.006
10020
0.4004
40.00150.0
223.0001265.159
11412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.36512
8254950.00
4.006
10020
0.4004
40.00150.0
223.0001265.159
13680.63
4083.753.30
6100
200.400
440.00
150.0223.000
1050.78214
8254950.00
4.006
10020
0.4004
40.00150.0
223.0001265.159
15412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.36516
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
17825
4950.004.00
6100
200.400
440.00
150.0223.000
1265.15918
713.634281.75
3.466
10020
0.4004
40.00150.0
223.0001099.851
19412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.36520
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
21825
4950.004.00
6100
200.400
440.00
150.0223.000
1265.15922
767.254603.50
3.726
10020
0.4004
40.00150.0
223.0001179.493
23412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.36524
340.312041.88
1.656
10020
0.4164
41.60150.0
225.556546.736
25412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.36526
8254950.00
4.006
10020
0.4004
40.00150.0
223.0001265.159
27206.25
1237.501.00
6100
200.463
446.32
150.0233.112
345.86328
748.694492.13
3.636
10020
0.4004
40.00150.0
223.0001151.938
29412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.36530
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
31825
4950.004.00
6100
200.400
440.00
150.0223.000
1265.15932
686.814120.88
3.336
10020
0.4004
40.00150.0
223.0001059.974
33825
4950.004.00
6100
200.400
440.00
150.0223.000
1265.15934
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
35206.25
1237.501.00
6100
200.463
446.32
150.0233.112
345.86336
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
37412.5
2475.002.00
6100
200.401
440.08
150.0223.121
653.36538
412.52475.00
2.006
10020
0.4014
40.08150.0
223.121653.365
39206.25
1237.501.00
6100
200.463
446.32
150.0233.112
345.863
Axial
Load(k)K
LL Factor
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)Floor
Multiplier
Live Load (psf)
Dead Load
(psf)reduction
factorcolum
n #Floor A
rea (sq ft)
Tributary Area (sq
ft)A
rea M
ultiplier
Floor 31206.25
1443.751.00
7100
200.447
444.74
150.0230.582
393.4202
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
3412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.3524
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
5206.25
1443.751.00
7100
200.447
444.74
150.0230.582
393.4206
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
7825
5775.004.00
7100
200.400
440.00
150.0223.000
1449.1348
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
9825
5775.004.00
7100
200.400
440.00
150.0223.000
1449.13410
8255775.00
4.007
10020
0.4004
40.00150.0
223.0001449.134
11412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.35212
8255775.00
4.007
10020
0.4004
40.00150.0
223.0001449.134
13680.63
4764.383.30
7100
200.400
440.00
150.0223.000
1202.56214
8255775.00
4.007
10020
0.4004
40.00150.0
223.0001449.134
15412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.35216
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
17825
5775.004.00
7100
200.400
440.00
150.0223.000
1449.13418
713.634995.38
3.467
10020
0.4004
40.00150.0
223.0001258.991
19412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.35220
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
21825
5775.004.00
7100
200.400
440.00
150.0223.000
1449.13422
767.255370.75
3.727
10020
0.4004
40.00150.0
223.0001350.590
23412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.35224
340.312382.19
1.657
10020
0.4044
40.37150.0
223.586622.825
25412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.35226
8255775.00
4.007
10020
0.4004
40.00150.0
223.0001449.134
27206.25
1443.751.00
7100
200.447
444.74
150.0230.582
393.42028
748.695240.81
3.637
10020
0.4004
40.00150.0
223.0001318.896
29412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.35230
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
31825
5775.004.00
7100
200.400
440.00
150.0223.000
1449.13432
686.814807.69
3.337
10020
0.4004
40.00150.0
223.0001213.133
33825
5775.004.00
7100
200.400
440.00
150.0223.000
1449.13434
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
35206.25
1443.751.00
7100
200.447
444.74
150.0230.582
393.42036
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
37412.5
2887.502.00
7100
200.400
440.00
150.0223.000
745.35238
412.52887.50
2.007
10020
0.4004
40.00150.0
223.000745.352
39206.25
1443.751.00
7100
200.447
444.74
150.0230.582
393.420
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)A
xial Load(k)
column #
Floor Area
(sq ft)Tributary A
rea (sq ft)
Area
Multiplier
Floor M
ultiplierLive Load
(psf)D
ead Load (psf)
reduction factor
KLL
Factor
Floor 21206.25
1650.001.00
8100
200.435
443.46
150.0228.542
440.5572
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
3412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.3404
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
5206.25
1650.001.00
8100
200.435
443.46
150.0228.542
440.5576
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
7825
6600.004.00
8100
200.400
440.00
150.0223.000
1633.1098
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
9825
6600.004.00
8100
200.400
440.00
150.0223.000
1633.10910
8256600.00
4.008
10020
0.4004
40.00150.0
223.0001633.109
11412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.34012
8256600.00
4.008
10020
0.4004
40.00150.0
223.0001633.109
13680.63
5445.003.30
8100
200.400
440.00
150.0223.000
1354.34314
8256600.00
4.008
10020
0.4004
40.00150.0
223.0001633.109
15412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.34016
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
17825
6600.004.00
8100
200.400
440.00
150.0223.000
1633.10918
713.635709.00
3.468
10020
0.4004
40.00150.0
223.0001418.130
19412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.34020
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
21825
6600.004.00
8100
200.400
440.00
150.0223.000
1633.10922
767.256138.00
3.728
10020
0.4004
40.00150.0
223.0001521.687
23412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.34024
340.312722.50
1.658
10020
0.4004
40.00150.0
223.000698.714
25412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.34026
8256600.00
4.008
10020
0.4004
40.00150.0
223.0001633.109
27206.25
1650.001.00
8100
200.435
443.46
150.0228.542
440.55728
748.695989.50
3.638
10020
0.4004
40.00150.0
223.0001485.854
29412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.34030
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
31825
6600.004.00
8100
200.400
440.00
150.0223.000
1633.10932
686.815494.50
3.338
10020
0.4004
40.00150.0
223.0001366.291
33825
6600.004.00
8100
200.400
440.00
150.0223.000
1633.10934
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
35206.25
1650.001.00
8100
200.435
443.46
150.0228.542
440.55736
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
37412.5
3300.002.00
8100
200.400
440.00
150.0223.000
837.34038
412.53300.00
2.008
10020
0.4004
40.00150.0
223.000837.340
39206.25
1650.001.00
8100
200.435
443.46
150.0228.542
440.557
Axial
Load(k)K
LL Factor
Reduced LL(psf)
Self W
eight D
L(psf)Total
load(psf)Floor
Multiplier
Live Load (psf)
Dead Load
(psf)reduction
factorcolum
n #Floor A
rea (sq ft)
Tributary Area (sq
ft)A
rea M
ultiplier
Floor Num
berTotal A
xial Load (k)Floor N
umber
Total Axial Load (k)
Roof
36.871R
oof117.585
995.149
9284.337
8148.378
8441.920
7199.372
7595.440
6249.033
5297.783
4345.863
3393.420
2440.557
6747.221
5899.001
Floor Num
berTotal A
xial Load (k)R
oof72.127
41050.782
9178.587
31202.562
8277.908
21354.343
7374.067
6468.340
5561.327
Floor Num
berTotal A
xial Load (k)4
653.365R
oof132.221
3745.352
9318.143
2837.340
8494.330
7666.203
6837.300
Floor Num
berTotal A
xial Load (k)5
1008.397R
oof141.970
41179.493
9340.612
31350.590
8529.159
21521.687
7713.234
6897.209
51081.184
Floor Num
berTotal A
xial Load (k)4
1265.159R
oof123.163
31449.134
9297.233
21633.109
8461.912
7622.433
6781.572
5940.712
41099.851
31258.991
21418.130
Colum
ns 1,5,35,39
Colum
ns 2,3,4,,6,8,11,15,16,19,20,23,25,29,30,34,36,37,38
Colum
ns 7,9,10,12,14,17,21,26,31,33
Colum
ns 18
Colum
ns 13,32
Colum
ns 22,28
Story Diaphragm Load DriftX DriftYSTORY9 D1 QUAKE 0.7255 0.0718STORY8 D1 QUAKE 0.6099 0.0619STORY7 D1 QUAKE 0.503 0.0503STORY6 D1 QUAKE 0.3987 0.0392STORY5 D1 QUAKE 0.2996 0.0288STORY4 D1 QUAKE 0.2089 0.0195STORY3 D1 QUAKE 0.1299 0.0116STORY2 D1 QUAKE 0.0662 0.0055STORY1 D1 QUAKE 0.0216 0.0014BASE D1 QUAKE 0 0
Cost A
nalysis - 30'x27.5' Design
Colum
ns
FloorH
eight(ft)C
ol. Size
Num
ber C
olumns
Col. A
rea (sq in)
Total Volum
e (cubic yd)
Mat. C
ost ($/C
Y)
Lab. Cost
($/CY
)E
quip. Cost
($/CY
)Total C
ost ($/C
Y)
Total Cost
($)9
14.4324"x24"
39576
83.37440
26326.5
729.560,820.85
813.33
24"x24"39
57677.02
440263
26.5729.5
56,184.477
13.3324"x24"
39576
77.02440
26326.5
729.556,184.47
613.33
24"x24"39
57677.02
440263
26.5729.5
56,184.475
13.3324"x24"
39576
77.02440
26326.5
729.556,184.47
413.33
24"x24"39
57677.02
440263
26.5729.5
56,184.473
13.3324"x24"
39576
77.02440
26326.5
729.556,184.47
213.33
24"x24"39
57677.02
440263
26.5729.5
56,184.471
1528"x28"
39784
117.96440
26326.5
729.586,053.98
740.46Total $
540,166.11
Slab
FloorD
epth (in)A
rea (sq ft)Total V
olume
(cubic Yds)
Mat. C
ost ($/C
Y)
Lab. Cost
($/CY
)E
quip. Cost
($/CY
)Finishing
Cost ($/C
Y)
Total Cost
($/CY
)Total C
ost ($)
97
23,100564.65
100.111.9
4.650.46
117.1166,126.64
87
23,100564.65
100.111.9
4.650.46
117.1166,126.64
77
23,100564.65
100.111.9
4.650.46
117.1166,126.64
67
23,100564.65
100.111.9
4.650.46
117.1166,126.64
57
23,100564.65
100.111.9
4.650.46
117.1166,126.64
47
23,100564.65
100.111.9
4.650.46
117.1166,126.64
37
23,100564.65
100.111.9
4.650.46
117.1166,126.64
27
23,100564.65
100.111.9
4.650.46
117.1166,126.64
17
23,100564.65
100.111.9
4.650.46
117.1166,126.64
Total $595,139.75
Slab R
einforcement
FloorW
eight (tons)
Mat. C
ost ($/ton)
Lab. Cost
($/ton)E
quip. Cost
($/ton)Total C
ost ($/ton)
Total Cost ($)
969.18
995.5496
18.171,509.67
104,438.978
69.18995.5
49618.17
1,509.67104,438.97
769.18
995.5496
18.171,509.67
104,438.976
69.18995.5
49618.17
1,509.67104,438.97
569.18
995.5496
18.171,509.67
104,438.974
69.18995.5
49618.17
1,509.67104,438.97
369.18
995.5496
18.171,509.67
104,438.972
69.18995.5
49618.17
1,509.67104,438.97
169.18
995.5496
18.171,509.67
104,438.97Total $
939,950.74
Slab Form
work
FloorFloor A
rea (sq ft)
Mat. C
ost ($/sq ft)
Lab. Cost
($/sq ft)Total C
ost ($/sq ft)
Total Cost ($)
923,100
1.402.96
4.36100,716.00
823,100
1.402.96
4.36100,716.00
723,100
1.402.96
4.36100,716.00
623,100
1.402.96
4.36100,716.00
523,100
1.402.96
4.36100,716.00
423,100
1.402.96
4.36100,716.00
323,100
1.402.96
4.36100,716.00
223,100
1.402.96
4.36100,716.00
123,100
1.402.96
4.36100,716.00
Total $906,444.00
Shear W
alls
FloorH
eight (ft)Total
Length (ft)M
at. Cost
($/CY
)Lab. C
ost ($/C
Y)
Equip. C
ost ($/C
Y)
Total Cost
($/CY
)Total C
ost ($)
914.26
242.2174.9
193.2524.8
392.9550,265.17
813.33
242.2174.9
193.2524.8
392.9546,987.01
713.33
242.2174.9
193.2524.8
392.9546,987.01
613.33
242.2174.9
193.2524.8
392.9546,987.01
513.33
242.2174.9
193.2524.8
392.9546,987.01
413.33
242.2174.9
193.2524.8
392.9546,987.01
313.33
242.2174.9
193.2524.8
392.9546,987.01
213.33
242.2174.9
193.2524.8
392.9546,987.01
115
242.2174.9
193.2524.8
392.9552,873.61
Total $432,047.86
Total Cost
=
($)3,413,748.45
Cost A
nalysis - Existing S
tructure
Colum
ns
Colum
n Sizes
Height(ft)
Num
ber C
olumns
Total Length (ft)
Mat. C
ost ($/LF)
Lab. Cost ($/LF)
Equip. C
ost ($/LF)
Total Cost
($/LF)Total C
ost ($)
W12x40
27.58.5
233.7552.5
2.91.9
57.313,393.88
W12x50
27.54
11052.5
2.91.9
57.36,303.00
W12x53
27.513.5
371.2552.5
2.91.9
57.321,272.63
W12x58
27.513
357.560.5
2.91.9
65.323,344.75
W12x65
27.513
357.560.5
2.91.9
65.323,344.75
W12x72
27.515
412.575
3.42.23
80.6333,259.88
W12x79
27.54
11075
3.42.23
80.638,869.30
W12x87
27.511
302.591
3.42.23
96.6329,230.58
W12x96
27.56
16595
3.42.23
100.6316,603.95
W12x106
27.514
385115
31.9
119.946,161.50
W12x120
27.55
137.5105
2.481.59
109.0714,997.13
W12x136
27.515
412.5130
31.9
134.955,646.25
W12x152
27.57
192.5132
31.9
136.926,353.25
W12x170
27.58
220150
2.751.5
154.2533,935.00
W12x190
27.54
110166
2.611.67
170.2818,730.80
W12x210
27.55
137.5180
2.751.5
184.2525,334.38
W12x230
27.52
55200
2.751.5
204.2511,233.75
Total $448,816.23
Slab
FloorD
epth (in)A
rea (sq ft)Total V
olume
(cubic Yds)
Mat. C
ost ($/C
Y)
Lab. Cost ($/C
Y)
Equip. C
ost ($/C
Y)
Finishing C
ost ($/CY
)Total C
ost ($/C
Y)
Total Cost
($)9
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.928
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.927
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.926
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.925
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.924
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.923
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.922
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.921
5.2523,100
374.31100.1
11.94.65
0.46117.11
43,834.92Total $
433,965.74
Metal D
ecking
FloorFloor A
rea (sq ft)
Mat. C
ost ($/sq ft)
Lab. Cost
($/ft)E
quip. Cost
($/ft)Total C
ost ($/ft)Total C
ost ($)
923100
1.890.36
0.022.27
52,437.008
231001.89
0.360.02
2.2752,437.00
723100
1.890.36
0.022.27
52,437.006
231001.89
0.360.02
2.2752,437.00
523100
1.890.36
0.022.27
52,437.004
231001.89
0.360.02
2.2752,437.00
323100
1.890.36
0.022.27
52,437.002
231001.89
0.360.02
2.2752,437.00
123100
1.890.36
0.022.27
52,437.00Total $
519,126.30
Beam
s and Girders
Beam
Size
Num
ber B
eams
Length (ft)Total Length
Mat. C
ost ($/LF)
Lab. Cost ($/LF)
Equip C
ost ($/LF)
Total Cost
($/LF)Total C
ost ($)
W12 x 14
930
27013.50
2.351.51
17.364,687.20
W16 x 26
5830
1,74025.00
2.071.33
28.4049,416.00
W16 x 31
54530
16,35030.00
2.31.47
33.77552,139.50
W16 x 36
7730
2,31037.00
2.51.55
41.0594,825.50
W16 x 56
130
3050.00
2.61.70
54.301,629.00
W16 x 66
130
3064.50
2.721.74
68.962,068.80
W18 x 35
1930
57033.50
3.131.46
38.0921,711.30
W18 x 40
11230
3,36038.50
3.131.46
43.09144,782.40
W18 x 55
330
9053.00
3.291.54
57.835,204.70
W24 x 55
3335
1,15553.00
2.71.27
56.9765,800.35
W24 x 62
1435
49059.50
2.71.27
63.4731,100.30
W24 x 76
1135
38573.00
2.71.27
76.9729,633.45
W24 x 84
1635
56081.00
2.781.30
85.0847,644.80
W27 x 84
6535
2,27581.00
2.521.18
84.70192,692.50
W27 x 94
5435
1,89090.50
2.521.18
94.20178,038.00
W27 x 114
235
70110.00
2.611.22
113.837,968.10
W30 x 99
440
16095.50
2.51.17
99.1715,867.20
Total $1,589,730.01
Braced Fram
es
Colum
n sizeH
eight (ft)N
umber
Beam
sTotal Length
(ft)M
at. Cost
($/LF)Lab. C
ost ($/LF)E
quip. Cost
($/LF)Total C
ost ($/LF)
Total Cost ($)
W6 x 25
148
11219.25
3.452.21
24.912,789.92
W8 x 15
1416
22414.45
3.452.21
20.114,504.64
W8 x 18
148
11220
3.452.21
25.662,873.92
W8 x 24
148
11223
3.762.41
29.173,267.04
W8 x 28
148
11227
3.762.41
33.173,715.04
W8 x 31
148
11230
3.762.41
36.174,051.04
W8 x 35
1416
22433.5
3.762.41
39.678,886.08
W8 x 48
1416
22446
3.762.41
52.1711,686.08
W10 x 22
148
11221
3.452.21
26.662,985.92
W10 x 30
148
11232
3.762.41
38.174,275.04
W10 x 33
148
11232
3.762.41
38.174,275.04
W10 x 39
148
11240
3.762.41
46.175,171.04
W10 x 45
148
11247
3.762.41
53.175,955.04
W10 x 54
148
11250
3.762.41
56.176,291.04
W14 x 22
1440
56025
2.091.34
28.4315,920.80
W14 x 43
1441
57441.5
2.561.64
45.726,231.80
W18 x 50
149
12648
3.291.54
52.836,656.58
Total $131,489.67
Total Cost ($)
=3,123,127.94
Cost A
nalysis - 30'X40' D
esign
Colum
ns
FloorH
eight(ft)C
ol. Size
Num
ber C
olumns
Col. A
rea (sq in)
Total Volum
e (cubic yd)
Mat. C
ost ($/C
Y)
Lab. Cost
($/CY
)E
quip. Cost
($/CY
)Total C
ost ($/C
Y)
Total Cost
($)9
14.4324"x24"
32576
68.41440
26326.5
729.549,904.28
813.33
24"x24"32
57663.19
440263
26.5729.5
46,100.087
13.3324"x24"
32576
63.19440
26326.5
729.546,100.08
613.33
24"x24"32
57663.19
440263
26.5729.5
46,100.085
13.3324"x24"
32576
63.19440
26326.5
729.546,100.08
413.33
24"x24"32
57663.19
440263
26.5729.5
46,100.083
13.3328"x28"
32784
86.01440
26326.5
729.562,747.33
213.33
28"x28"32
78486.01
440263
26.5729.5
62,747.331
1532"x32"
321024
126.42440
26326.5
729.592,223.21
682.83Total $
498,122.53
Slab
FloorD
epth (in)A
rea (sq ft)Total V
olume
(cubic Yds)
Mat. C
ost ($/C
Y)
Lab. Cost
($/CY
)E
quip. Cost
($/CY
)Finishing
Cost ($/C
Y)
Total Cost
($/CY
)Total C
ost ($)
99
23,100641.67
100.111.9
4.650.46
117.1175,145.58
89
23,100641.67
100.111.9
4.650.46
117.1175,145.58
79
23,100641.67
100.111.9
4.650.46
117.1175,145.58
69
23,100641.67
100.111.9
4.650.46
117.1175,145.58
59
23,100641.67
100.111.9
4.650.46
117.1175,145.58
49
23,100641.67
100.111.9
4.650.46
117.1175,145.58
39
23,100641.67
100.111.9
4.650.46
117.1175,145.58
29
23,100641.67
100.111.9
4.650.46
117.1175,145.58
19
23,100641.67
100.111.9
4.650.46
117.1175,145.58
Total $676,310.25
tS
lab Reinforcem
en
FloorW
eight (tons)
Mat. C
ost ($/ton)
Lab. Cost
($/ton)E
quip. Cost
($/ton)Total C
ost ($/ton)
Total Cost ($)
929.5
995.5496
18.171,509.67
44,535.278
29.5995.5
49618.17
1,509.6744,535.27
729.5
995.5496
18.171,509.67
44,535.276
29.5995.5
49618.17
1,509.6744,535.27
529.5
995.5496
18.171,509.67
44,535.274
29.5995.5
49618.17
1,509.6744,535.27
329.5
995.5496
18.171,509.67
44,535.272
29.5995.5
49618.17
1,509.6744,535.27
129.5
995.5496
18.171,509.67
44,535.27Total $
400,817.39
Slab Form
work
FloorFloor A
rea (sq ft)
Mat. C
ost ($/sq ft)
Lab. Cost
($/sq ft)Total C
ost ($/sq ft)
Total Cost ($)
923,100
1.402.96
4.36100,716.00
823,100
1.402.96
4.36100,716.00
723,100
1.402.96
4.36100,716.00
623,100
1.402.96
4.36100,716.00
523,100
1.402.96
4.36100,716.00
423,100
1.402.96
4.36100,716.00
323,100
1.402.96
4.36100,716.00
223,100
1.402.96
4.36100,716.00
123,100
1.402.96
4.36100,716.00
Total $906,444.00
Post Tensioning
FloorW
eight (lbs)M
at. Cost
($/sq ft)Lab. C
ost ($/sq ft)
Equip. C
ost ($/sq ft)
Total Cost
($/sq ft)Total C
ost ($)
922,160
0.470.85
0.021.34
29,694.408
22,1600.47
0.850.02
1.3429,694.40
722,160
0.470.85
0.021.34
29,694.406
22,1600.47
0.850.02
1.3429,694.40
522,160
0.470.85
0.021.34
29,694.404
22,1600.47
0.850.02
1.3429,694.40
322,160
0.470.85
0.021.34
29,694.402
22,1600.47
0.850.02
1.3429,694.40
122,160
0.470.85
0.021.34
29,694.40Total $
267,249.60
Shear W
alls
FloorH
eight (ft)Total Length
(ft)M
at. Cost
($/CY
)Lab. C
ost ($/C
Y)
Equip. C
ost ($/C
Y)
Total Cost
($/CY
)Total C
ost ($)
914.26
242.2174.9
193.2524.8
392.9550,265.17
813.33
242.2174.9
193.2524.8
392.9546,987.01
713.33
242.2174.9
193.2524.8
392.9546,987.01
613.33
242.2174.9
193.2524.8
392.9546,987.01
513.33
242.2174.9
193.2524.8
392.9546,987.01
413.33
242.2174.9
193.2524.8
392.9546,987.01
313.33
242.2174.9
193.2524.8
392.9546,987.01
213.33
242.2174.9
193.2524.8
392.9546,987.01
115
242.2174.9
193.2524.8
392.9552,873.61
Total $432,047.86
Total Cost ($)
=3,180,991.62
