A PRESENTION ON THE DESIGN OF
AN OFFICE BUILDING
By
Kalpesh P.








General information about the building
Design of Slabs
Design of Beams, columns and Foundation
Design of shear and retaining walls
Design of Stair case
Green Engineering and Aesthetics Aspect
Material (concrete) Usage Estimation
References

Building
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

An office building
Located in Syracuse
A three-story of 58 ft high building
Has three buildings separated by an expansion joint
Two freight, Two passenger elevators
Two stair cases
Retaining wall – Height of 10 ft
Materials used
◦ Concrete -6000psi and Steel-60000psi

ACI and International building codes adopted
Top View
10
Shear Walls
2
s
Staircase
2 Freight elevators
2 Passenger elevators
Parapet 1’
Staircase
16’
16’
26’
25’ 25’
25’
25’ 25’
25’
25’ 25’
25’ 25’
25’ 25’
25’
25’
25’
25’

Flat plate

Flat Slab

Slab with interior beam

Slab on Ground
25’ 25’
25’ 25’
16’
16’
26’
25’ 25’
25’
25’
25’ 25’
25’ 25’
25’
25’
25’
25’
Expansion Joint
Source by Design Handbook: section 4
http://www.copper.org/homepage.html
Using Two-way slabs, Direct Design Method (ACI
Code)







Find a load combination
Find a slab thickness
Obtain a static moment (Mo)
Distribution of a static moment
Percentage of design moment resisted by
column strip
Find As , and Select steel for reinforcement
Shear check
Strip Design
W
B
W
C
7
9
8
25 ft
25 ft
25 ft
U = 1.2(D + F + T) + 1.6(L + H) + 0.5(Lr or S or R)
Dead load (D)
Topping load (T)
Live load (LL)
Finishing load (F)
Rain load (R)
Snow load (S)
Roof live load(Lr)
=
=
=
=
=
=
=
150
20
50
20
62.5
46.2
12.0
psf x thickness of slab
psf
psf
psf
psf
psf
psf
Types of Slab
Flat Plate
Flat Slab
Slab with
Beams
Slab Thickness
9”
8”
7”
Load
combination (U)
226.25 psf
224 psf
203 psf
Static Moment
(Mo)
401.61 ft-k
397.62 ft-k
370.90 ft-k
MT1
CB3
CT3
CB2
MB
CT2
CT2
MT
CB
CT
MB
CB
CT
MB
CB2
CT3
CT2y
MT
CTy
MT
MT
CB1y
MB
CB1y
MT
CB1
MB
MB
CB1
MT
MB
CB1
CBy
CTy
MB
MT1
CT1y
MT1
CT1y
MT1
CT1y
CB1
CBy
CT
MB
MB
MB
CBy
CB
CTy
MT
CT2y
MT
CB1y
MB
CT
CB1y
CB
MB
MT
CBy
CT2
CB
CT1
MT
CT2
MB
MB
CTy
CT1y
E
3
MT1
MT
MT
CTy
CB
MT
MB
CB1y
MB
CB
CT2
CT2
CT
CBy
MB
MT
MB
MB
CT
CT2y
MT
CBy
MT
MB
CB1y
MT1
CTy
MT
CT2y
D
2
MT1
MB
CB1y
CB1
MT
CB1
MB
CBy
MB
MB
CT2y
MB
CBy
CT
CB
CT2
CT1
MB
CT1
CBy
CT2y
CB1
CT2
MT1
CTy
MT1
MB
CBy
MT1
CB1y
CTy
C
CT1
CT2
MT1
MB
CB1y
B
Flat plate
CT1
A
1
4
5
MB
MT1
CT1
MT1
CB1
CT1
MT1
CT2
MT1
CB1
CT
MB
CB
CT2
MB
CT2
CB
MT
MB
CB
CT
CT
CT
MB
CT CT
MB
CT2y
CTy
MT
MT
MT
MT
CB1y
MB
CB1
MB
CB1
MB
CB1
MB
CB1
CT1y
MT
CT
CBy
MT
MB
C B1y
CB1y
MB
CBy
CB
MB
CB
CTy
MT
MT
CB1y
CT2
CTy
MT
CT2
MB
MB
MB
MT
CB1y
MB
MT1
MT1
MT1
MT1
CT
MT
CT2
CTy
CB
CBy
MT
CT2y
MB
MB
CB1y
MB
CB
CT1y
MT
MB
MB
CB
MT
CB1y
MT1
8
MT1
CT
CT2y
MT
MT1
CBy
CB
MT
CB
CTy
MB
MT
CB1y
MT
CT2
CT1y
CT
MT
MB
MB
CB
MB
MT
CB1y
CTy
MB
C B1y
MB
MB
CT
CT2y
MB
CBy
MB
MT1
CT2y
MT
CB1y
MT
v
CBy
MT
MB
CTy
MB
CBy
7
MT1
MB
CT
CTy
CB1
MB
CB1
MT
CB
CB1y
CB1
CT
CT1y
MT
MB
CBy
MT
CT2y
F
MB
MB
CT1
CT2y
MT1
MB
CBy
MB
CBy
MB
CT2y
CT1
CB1
MT1
CTy
MT1
MB
CBy
MB
CTC
CTy
E
MT1
CBC1y
MTC
CTC
D
CB1
CT1y
MT1
MB
C BCy
CT1
MT1
CTcy
C
Flat plate
B
6
9
10
CB1
MT1
MT1
CT1
MB
MT1
CB1
CT1
MT1
CT1
MT1
Flat plate
Type
Strip
Placed
@
Specification
Bar No.
CT
column
top
5
CT1
column
top
5
CT2
column
top
5
CTY
column
top
5
CT1Y
column
top
5
CT2Y
column
top
5
CB
column
bottom
4
CB1
column
bottom
5
CBY
column
bottom
4
CB1Y
column
bottom
5
MB
middle
bottom
4
MT
middle
top
4
MT1
middle
top
4
Spacing (in), Length and type
L= 15.4ft c/c 15 in
L= 10.6 ft c/c 15 in
L= 9.5 ft c/c 13 in
L= 7.2 ft c/c 13 in
L= 15.4 ft c/c 16in
L=10.6 ft c/c 16in
L= 15.4 ft c/c 14in
L=10.6 ft c/c 14in
L= 9.5 ft c/c 12in
L= 7.2 ft c/c 12 in
L= 15.4 ft c/c 15in
L=10.6 ft c/c 15in
L= 25ft c/c 12 in
L= 25ft c/c 21 in
L= 26.5ft c/c 21 in
L= 25ft c/c 11.5 in
L= 25ft c/c 20 in
L= 26.5ft c/c 20 in
L= 25.5ft c/c 24 in
L= 17ft c/c 24 in
L= 12 ft c/c 12in
L= 7.5 ft c/c 12 in
MTC is the same as MT but with bar #5 c/c 13.5 in CTCY is the same as CT1Y but with bar #4 c/c 12 in
CTC is the same as CTY but with bar # 5 c/c 10 in CBC1Y is the same as CB1Y but with bar # 5 c/c 16 in
#5 bars@ 15’ , L = 15.4’
#5 bars@ 15’ , L = 10.6’#4 bars@ 12’, L = 7.5’
Flat Plate
#5 bars@ 13’ , L = 9.5’
#5 bars@ 16’ , L = 15.4’
#5 bars@ 15’ , L = 15.4’
#5 bars@ 13’ , L = 7.2’
#5 bars@ 16’ , L = 10.6’
#5 bars@ 15’ , L = 10.6’
9’
1
#5 bars@ 21’ , L = 25’
2
#5 bars@ 21’ , L = 26’
#4 bars@ 12’, L = 25’
3
#4 bars@ 24’ , L = 17’
#5 bars@ 20’ , L = 25’
#4 bars@ 24’ , L = 25’
#5 bars@ 20’ , L = 26’
Column Strip
#5 bars@ 15’ , L = 15.4’
#5 bars@ 15’ , L = 10.6’#4 bars@ 12’, L = 7.5’
#4 bars@ 12’, L = 7.5’
#4 bars@ 12’, L = 12’
#4 bars@ 12’, L = 12’
9’
1
Middle Strip
#4 bars@ 24’ , L = 17’2
#4 bars@ 24’ , L = 25’
3
#4 bars@ 24’ , L = 17’
#4 bars@ 24’ , L = 25’
#4 bars@ 24’ , L = 17’
#5 bars@ 20’ , L = 25’
#4 bars@ 24’ , L = 25’
#5 bars@ 20’ , L = 26’
CB3
CT3
CB2
MB
CT2
CT2
MT
CB
CT
MB
CB
CT
MB
CB2
CT3
CT2y
MT
CTy
MT
MT
CB1y
MB
CB1y
MT
CB1
MB
MB
CB1
MT
MB
CB1
CBy
CTy
MB
MT1
CT1y
MT1
CT1y
MT1
CT1y
CB1
CBy
CT
MB
MB
MB
CBy
CB
CTy
MT
CT2y
MT
CB1y
MB
CT
CB1y
CB
MB
MT
CBy
CT2
CB
CT1
MT
CT2
MB
MB
CTy
CT1y
E
3
MT1
MT
MT
CTy
CB
MT
MB
CB1y
MB
CB
CT2
CT2
CT
CBy
MB
MT
MB
MB
CT
CT2y
MT
CBy
MT
MB
CB1y
MT1
CTy
MT
CT2y
D
2
MT1
MB
CB1y
CB1
MT
CB1
MB
CBy
MB
MB
CT2y
MB
CBy
CT
CB
CT2
CT1
MB
CT1
CBy
CT2y
CB1
CT1
MT1
CTy
MT1
MB
CBy
MT1
CB1y
CTy
C
CT1
CT2
MT1
MB
CB1y
B
Flat Slab
MT1
CT1
A
1
4
5
MB
MT1
CT1
MT1
CB1
CT1
MT1
CT2
MT1
CB1
CT
MB
CB
CT2
MB 1
CT2
CB
MT
MB
CB
CT
CT
CT
MB
CT CT
MB
CT2y
CTy
MT
MT
MT
MT
CB1y
MB
CB1
MB
CB1
MB
CB1
MB
CB1
CT1y
MT
CT
CBy
MT
MB
C B1y
CB1y
MB
CBy
CB
MB
CB
CTy
MT
MT
CB1y
CT2
CTy
MT
CT2
MB
MB
MB
MT
CB1y
MB
MT1
MT1
MT1
MT1
CT
MT
CT2
CTy
CB
CBy
MT
CT2y
MB
MB
CB1y
MB
CB
CT1y
MT
MB
MB
CB
MT
CB1y
MT1
8
MT1
CT
CT2y
MT
MT1
CBy
CB
MT
CB
CTy
MB 1
MT
CB1y
MT
CT2
CT1y
CT
MT
MB
MB
CB
MB
MT
CB1y
CTy
MB
C B1y
MB
MB
CT
CT2y
MB
CBy
MB
MT1
CT2y
MT
CB1y
MT
v
CBy
MT
MB
CTy
MB
CBy
G
7
MT1
MB
CT
CTy
CB1
MB
CB1
MT
CB
CB1y
CB1
CT
CT1y
MT
MB
CBy
MT
CT2y
F
MB
MB
CT1
CT2y
MT1
MB
CBy
MB
CBy
MB
CT2y
CT1
CB1
MT1
CTy
MT1
MB
CBy
MB
CTC
CTy
E
MT1
CBC1y
MTC
CTC
D
CB1
CT1y
MT1
MB
C BCy
CT1
MT1
CTcy
C
Flat Slab
B
6
9
10
CB1
MT1
MT1
CT1
MB
MT1
CB1
CT1
MT1
CT1
MT1
Flat Slab
Type
Strip
Placed
@
Specification
Bar No.
CT
column
top
5
CT1
column
top
5
CT2
column
top
5
CTY
column
top
5
CT1Y
column
top
5
CT2Y
column
top
5
CB
column
bottom
4
CB1
column
bottom
5
CBY
column
bottom
4
CB1Y
column
bottom
5
MB
middle
bottom
4
MT
middle
top
4
MT1
middle
top
4
Spacing (in), Length and type
L= 17ft c/c 13 in
L= 11 ft c/c 13 in
L= 9.1 ft c/c 12 in
L= 6 ft c/c 12 in
L= 17 ft c/c 14in
L=11 ft c/c 14in
L= 17 ft c/c 12in
L=11 ft c/c 12in
L= 9.1 ft c/c 10 in
L= 6 ft c/c 10 in
L= 17 ft c/c 13in
L=11 ft c/c 13in
L= 25ft c/c 11 in
L= 25ft c/c 19 in
L= 26.5ft c/c 19 in
L= 25ft c/c 10 in
L= 25ft c/c 17 in
L= 26.5ft c/c 17 in
L= 25ft c/c 27 in
L= 22ft c/c 27 in
L= 12 ft c/c 12.in
L= 6.5 ft c/c 12.5 in
MTC is the same as MT but with bar #5 c/c 13.5 in CBC1Y is the same as CB1Y but with bar # 5 c/c 16 in
CTC is the same as CTY but with bar # 5 c/c 10 in MB1 is the same as MB but with bar #4 c/c 24 in
CTCY is the same as CT1Y but with bar #4 c/c 12 in
#5 bars@ 10’ , L = 9.1’
#5 bars@ 10’ , L = 6’ #4 bars@ 12.5’, L = 6.5’
Flat Slab
#5 bars@ 12’ , L = 9.1’
#5 bars@ 14’ , L = 17’
#5 bars@ 13’ , L = 17’
#5 bars@ 12’ , L = 6’
#5 bars@ 14’ , L = 11’
#5 bars@ 13’ , L = 17’
8’
1
3
#4 bars@ 11’, L = 25’
#5 bars@ 19’ , L = 25’ 2
#5 bars@ 19’ , L = 26.5’
#4 bars@ 27’ , L = 22’
#5 bars@ 17’ , L = 25’
#5 bars@ 17’ , L = 26.5’ #4 bars@ 27’ , L = 25’
Column Strip
#5 bars@ 10’ , L = 9.1’
#5 bars@ 10’ , L = 6’ #4 bars@ 12.5’, L = 6.5’
#4 bars@ 12.5’, L = 6.5’ #4 bars@ 12’, L = 12’
#4 bars@ 12’, L = 12’
8’
2’
1
Middle Strip
#4 bars@ 27’ , L = 22’2
#4 bars@ 27’ , L = 25’
3
#4 bars@ 27’ , L = 22’
#4 bars@ 27’ , L = 25’
#4 bars@ 27’ , L = 22’
#5 bars@ 17’ , L = 25’
#5 bars@ 17’ , L = 26.5’ #4 bars@ 27’ , L = 25’
L = 4.2’
L = 4.2’
1
3
4
5
CB1
CT1
MT1
MB1
MB1
CB1
MT1
CB1
CT1
CT
MT
MB
MB1
MB1
CB1
CB
MT
MB
MT1
CT2
MT1
CT1
CB
CB1
CT2
MT1
CT1
E
2
CT
CT
MT
CTy
CT
MT
D
MT
CB
CT
MT1
MB
CT
CT
MT1
MB1
CB1
MB1
CT1
CB1
CB1
MT1
CB1
CT1
CB
MB1
MT
CT1
MB1
CB
CB
CT1
CT
CB1
CT
MT
CT
CT
MB
CB
MB
MT
MB
CB
CT1
MT1
MT
CT
MB
MT1
MB1
CT
CB
MT
MB1
CT
MB
MT
CT
MB
CB1
CT1
MB1
MT1
CB1
CB
CB
MT
MT1
CB1
MT1
CB
CT
MB1
CT
MT
MT
CT
CB1
CT1
CT1
MB
MT
MT
CB
CT
CB1
CT
MB
MB
CBy
MB
CB
CT
B
CB
CT
MB1
MT1
MT
CB1
CB1
CT1
A
CB
MB
CT
C
CT
MT1
MB
MT
CB
CT
MB
CBy
MB1
Slab with Beams
CB
CT
CT1
CB1
CT1
MT
CB
CB1
MT
MB1
MB
MB
MB
CB
MT
MT1
CT
MT1
CB
CTy
MB
MB1
CT
CT1
CBC
CB1
MT
MT1
CT
CBC
MB
MB
CT1
MT
CT
MT
CT
MT
CB
MT1
CB
CB1
MB
MT!
CT
CT
CT1
MB
CB
CB1
CT1
MBw
MT1
MT
MB1
CT
MT
CT
CB
CT
CT1
CBy
MB
MB
MB
MB
MT
CTy
CBy
MBw
MT
CB1
CT CT
MT1
CB1
CT1
CB
CT
CB
CT
MT
CT
MT
MBw
MTw
MB
MB
MTC
CB1
C BC
CT1
MT1
CB
CT
CBy
CBy
CTy
CT
C
CT1
B
CT2
MB
CT
D
MT1
CT1
CB
CT
MT1
CB
MB
CB
MB1
MB
CB1
MB
CT
MT
CB1
MB
CT1
MT1
CT
CT
MT
MB
CB
CT
CB
MB
MB1
MT
MB
CT
MT
CTy
MT
CT
MT
MB
CB
MB
CB
MB
MT
CT
MT
CB
MT
MB
CT
MB1
MT1
CB
MT1
CB1
CT1
CB
CB
MB
CB
CT
E
Slab with Beams
v
MB1
MT1
CT2
CT
CT
F
MT
MT1
CB1
MT
CB1
MB
MB
CB1
CTy
MT
MB
CT
C B1
CB
10
MT1
CT2
MT1
9
MT1
CB
CB1
MT
CB1
MB
MB1
MT1
CT
MB
MT1
G
C B1
CB1
8
MB
7
6
Slab with Interior Beams
Type
Strip
Placed
@
Specification
Bar No.
CT
column
top
3
CT1
column
top
3
CB
column
bottom
3
CB1
column
bottom
3
MT
middle
top
3
MT1
middle
top
3
MB
middle
bottom
3
MB1
middle
top
3
Spacing (in), Length and type
L= 15.4ft c/c 17 in
L= 10.6 ft c/c 17 in
L= 9.5 ft c/c 17 in
L= 7.2 ft c/c 17 in
L= 25ft c/c 8.5 in
L= 25ft c/c 17 in
L= 26.5ft c/c 17 in
L= 12 ft c/c 6.5 in
L= 7.5 ft c/c8.5in
L= 25.5ft c/c 17 in
L= 17ft c/c 17 in
L= 25.5ft c/c 15 in
L= 17ft c/c 15 in
MTC is the same as MT1 but with bar #5 c/c 10.5 in
MTW is the same as MT but with bar # 4 c/c 20 in
MBW is the same as MB but with bar #4 c/c 24
#3 bars@ 17’ , L = 9.5’
#3 bars@ 17’ , L = 7.2’ #3 bars@ 8.5’, L = 7.5’
Slab with Beams
#3 bars@ 17’ , L = 9.5’
#3 bars@ 17’ , L = 15.4’
#3 bars@ 15’ , L = 15.4’
#3 bars@ 17’ , L = 7.2’
#3 bars@ 17’ , L = 10.6’
#3 bars@ 15’ , L = 10.6’
7’
1
#3 bars@ 17’ , L = 25’
2
#3 bars@ 17’ , L = 26.5’
#3 bars@ 8.5’, L = 25’
3
#3 bars@ 15’ , L = 17’
#3 bars@ 17’ , L = 25’
#3 bars@ 15’ , L = 25.5’
#3 bars@ 17’ , L = 26’
Column Strip
#3 bars@ 17’ , L = 9.5’
#3 bars@ 8.5’, L = 7.5’
#3 bars@ 17’ , L = 7.2’
#3 bars@ 8.5’, L = 7.5’
#3 bars@ 6.5’, L = 12’
#3 bars@ 6.5’, L = 12’
7’
1
Middle Strip
#3 bars@ 15’ , L = 17’2
#3 bars@ 15’ , L = 25.5’
3
#3 bars@ 17’ , L = 17’
#3 bars@ 17’ , L = 25.5’
#3 bars@ 15’ , L = 17’
#3 bars@ 17’ , L = 25’
#3 bars@ 15’ , L = 25.5’
#3 bars@ 17’ , L = 26’


Slab thickness = 6”
Using minimum shrinkage and temperature
reinforcement (As = 0.0018bh)

Rebar # 3 @ 10” on center in two directions

Placing rebar at 2” lower the top of the slab
•
•
•
Beams
• Edge beams
• Interior Beams
Columns
• Column at a corner
• Exterior Columns
• Interior columns
Footing
• Footing under a corner column
• Footing under an edge column
• Footing under an interior column
• Common footing


Loading on beams: Depends on
 their location in a floor and
 along a story
The loads may include
 Loads from Slabs
 Self weight of beams
 Weight of walls or attachments that directly lie
or attached on the beams
 Parapet Walls
 Curtain walls
 Partition walls
Load transfer from slabs
Load transfer from
curtain walls slabs
Floor
level
Flat plate
Flat slab
Floor with
beams
Grade
beams
Factored Design loads
Due to parapet
wall
Udl- k/ft
Due to self
Due to glass
weight of beam curtain walls
stem/web
Udl – k/ft
Udl- k/ft
Weight from
slabs (
triangular)
w (k/ft)
0.09
0
0
0.11
0.125
0.141
0.072
0.144
0.189
2.82
2.79
2.61
0
0.251
0.117
0
SAP 2000 is used for analysis
Loading diagram (axis
1B-2B-3B-4B-5B) for
the purpose of
calculating additional
moments due to self
weight of beam
Loading diagram (axis 1B2B-3B-4B-5B) for the
purpose of calculating
shear in internal beams
due to loads from slab

•Shear
Reinforcment
•Vertical shear
•Torsional
shear ( for the
case of edge
beams)
Longitudinal
Reinforcement(edg
e beams)
◦ Bending ( two types
of sections need to
be considered)
Beams
@level
A1
suppor
t
Flat plate 66.75
Flat Slab 90.53
Slab
74.42
w/beams
Ground 18.21
A1-A2 A2
span
suppor
t
76.01 118.74
65.43 110.00
68.6
111.71
Moments (kips-ft)
A2A3
A3-A4
A3
suppor span
span t
59.64 103.49 59.64
60.2 105.26 60.2
57.58 100.73 57.88
A4
suppor
t
118.74
110
111.71
A4A5
span
76.01
65.43
68.6
A5
suppor
t
66.75
90.53
74.42
9.77
9.45
19.5
9.77
18.21
19.5
19.29
9.45


Check depth for moment and shear capacity
Calculate reinforcements
◦ Longitudinal reinforcement ( for moment and torsion if
applicable)
◦ Shear reinforcements for ( vertical shear and torsion if
applicable)
The max torsion in the beams was found to be
smaller than the torsion capacity requirement for
the x-section for torsion to be neglected
 The shear reinforcement was found to be governed
by the max spacing as per ACI requirement
i.e. for #3 double leg stirrups @ 6.75 in on centerto-center

Longitudinal Reinforcement
bw(in)= 12
Beam (bw=12 in; d=14.5in)
d(in)= 13.5
A1
Support Moment
A2
-66.18
Span Moment
A3
-119.6
-103
76.56
Req'd reinf.(in2), supp
2.1528
Min. reinf
59.8
1.854
1.2939
A5
-119.6
59.8
1.1912
Req'd reinf.(in2), span
A4
-66.18
76.56
2.1528
1.01062
0
1.01062
1.19124
1.293864
0.54
0.54
0.54
0.54
0.54
0.54
0.54
0.54
0.54
1.1912
1.2939
2.1528
1.01062
1.854
1.01062
2.1528
1.293864
1.19124
Bar # used
7
7
8
7
8
7
8
7
7
area of bar
0.6
0.6
0.79
0.6
0.79
0.6
0.79
0.6
0.6
#bars req'd
1.9854
2.1564
2.7250633
1.68437
2.346835
1.684367
2.725063
2.15644
1.9854
Reinf Provide
bars used
2#7
2#7+1#6 3#8
2#7
2#8 + 1 #6 2#7
2#8 +1#7 2#7+1#6
2#7
Note: Similar tabular
calculations are made for
all beams
INTERIOR BEAMS

Loads
◦ Moments and axial forces from frame analyis
◦ Self-weight of columns




Frame is braced
Check slenderness of the column
Calculated magnified moments
Design for Reinforcement is made using
STAAD.etc , using the ACI code
Third story
corner
column
First story
interior
column
Third story
edge
column
Column@
level
CORNER
COLUMN
Column@
level
Column
type
Column
type
Design actions
Mx(k-ft)
My(k-ft)
Mx(k-ft)
My(k-ft)
required
Third st.
short
41.1
66.75
66.75
66.75
66.75
8#8 bars
Second st.
short
84.44
49.75
49.75
49.75
49.75
4#8 bars
First st
slender
127.67
24.26
24.26
24.26
24.26
4#8 bars
foundation
short
141.39
4.88
4.88
4.88
4.88
4#8 bars
Analysis actions
Magnified actions
Reinforcement
P (kips)
Mx(k-ft)
My(k-ft)
Mx(k-ft)
My(k-ft)
required
short
81.04
0
114.89
7.43
114.89
6#8 bars
Second st.
short
163.65
4.12
56.87
13.9
56.87
4#8 bars
First st
slender
244.14
2.35
28.48
28.66
28.66
4#8 bars
255
.48
0
21.65
21.65
4#8 bars
Column@
level
INTERIOR
COLUMN
Reinforcement
P (kips)
Third st.
Foundation short
Magnified actions
Column
type
EDGE
COLUMN
Design actions
Magnified actions
Reinforcement
P (kips)
Mx(k-ft)
My(k-ft)
Mx(k-ft)
My(k-ft)
required
Third stor.
short
144.67
0
0
13.1
13.1
4#8 bars
Second st.
short
287.93
0
0
27.68
27.68
4#8 bars
first
slender
425.2
0
0
75.17
75.17
8#8
foundatio
short
427.5
0
0
44
44
8#8 bars
n
Corner
Column
Edge
Column
Interior
Column
Loading
Loading from Column
Surcharge load
Floor loading
Soil load resting on the footing
Bearing pressure distribution
Loading
Critical section
for two way shear
Critical section for
one way shear
Critical section for bending
•
•
•
•
•
Purpose
Behavior of wall Components
Design Sequence
Drainage System
Reinforcement Detailing

Retaining structures hold back soil or other loose material
where an abrupt change in ground elevation occurs.
Behavior of Retaining wall




Wall – T at rear face & C at front face.
Heel - T at upper face & C at bottom face.
Toe - T at bottom face & C at upper face.
Shear Key – provides to resistance to sliding.



•
•

•




Loads:
Due to surcharge
- 0.363 kip/ft2 ( Acting Downward)
Active earth pressure – 2.4kip/ft2(Acting Horizontally)
Determined the dimensions of retaining wall.
Checked length of heel & toe for stability against sliding & overturning.
F.O.S against overturning =3.92>2
F.O.S against sliding = 2>1.5
Calculated base soil pressure.
Base Soil Pressure:
Pmax = 1.66 Ksf
Pmin = 0.62 Ksf
Provided Shear Key.
Checked Stem thickness.
Checked Heel & Toe thickness.
Reinforcement:
Component
Main
Reinforcement
Distribution
Reinforcement
Shrinkage
Reinforcement
Distribution
Reinforcement
Stem
#5@8”
#3@11”
#3@12”
#3@11”
Heel
#5@8”
#4@8”
#4@12”
#4@12”
Toe
#5@8”
#4@8”
#4@12”
#4@12”

•
Purpose
To release the hydrostatic pressure.
Provided perforated 8” diameter pipe laid along the base of
the wall &surrounded by gravels(stone filter)





Introduction
Specification of Elevator
Design Consideration
Shear wall slab & footing
Reinforcement detailing



To resist lateral forces due to wind
To provide additional strength during earthquake
Shear walls often are placed in Elevator or Staircase areas
Elevator Specification
No. of
person
Rated
capacity(kg)
Rated
speed(m/
s)
Car
internal
Passenger
Elevator
15
1000
1.5
5.9’x4.92’
Freight
Elevator
-
1200
1.5
7.22’x7.4’
Ceiling
height
7.3’








Calculated wind load which is 26psf by using ACI code( Ps =λ I Ps30)
Vu< φVn
Calculated maximum shear strength permitted by φVn = φ 10 √fc hwd
Calculated shear Strength provided by concrete is
Vc = 3.3 √fc hwd + Nu d/4 lw
Vu<<φVc (No Shear reinforcement required)
Calculating Area of steel which is governed by Minimum Reinforcement in
wall in our case
Section has been checked by PCAcol.
Provided Minimum wall Reinforcement governed by ACI.
• Vertical reinforcement Ast = 0.0012.b.d
Provided #3@ 10
• Horizontal reinforcement Ast = 0.002.b.d
Provided #3@ 6’

Slab
•
Design Steps
◦ Load – 250k
◦ As =
◦
Reinforcement provided #5@ 6” (Both Direction)

Footing
•
Design Steps
•
•
•
•
Loads & moments calculated at the base of footing
Calculated factored Soil pressure = Factored load/Area
Desiged footing as a strip
Integrated 3 beams



Staircase
Shear Wall
Footing for shear wall
Staircase is designed as cantilever Stairs
 Load Calculated using





Total Load= (L.L+ Floor to Floor Finish + Self
Weight of Waist Slab + Weight of Step)
Moment was calculated and tension is on the top
Steel Area = Ast =Mu/ φ Fy (d-0.5a)
Shrinkage and Temperature reinforcement is calculated
using Area of Shrinkage = 0.0018 x b x d
Development Length Check was made by using formula
Description
Bar size designation
Location
& Spacing
Main reinforcement
#7 @ 4.5”
In the Tension zone
in Tread
of tread
Main reinforcement
#4 @ 4.5”
In Midlanding Span
in Midlanding
Shrinkage Cracking
#3 @ 7”
In Tread & Waist slab
and
temperature
in both direction
reinforcement
Shrinkage Cracking and temperature reinforcement is provided to minimize the
cracking and tie the Structure together and achieve Structural integrity
Development Length is provided because to develop the required stress in bar
SHEAR WALL IS A STRUCTURAL ELEMENT USED TO RESIST
LATERAL/HORIZONTAL/SHEAR FORCES PARALLEL TO THE
PLANE OF THE WALL







Calculation of wind load which is 26psf by using ACI code Ps =λ I Ps30
Vu< φVn
Calculating maximum shear strength permitted by φVn = φ 10 √fc hwd
Calculating shear Strength provided by
Vc = 3.3 √fc hwd + Nu d/4 lw
Vu<<φVc (No Shear reinforcement required)
Calculating Area of steel which is governed by Minimum Reinforcement in
wall in our case
Minimum Reinforcement Wall
Vertical Reinforcement Ast = 0.0012 x b x d Therefore providing # 3@ 7”
Horizontal Reinforcement Ast =0.002 x b x d Therefore providing #3@ 10”
 Loading
◦ Loading from Wall
◦ Surcharge load
◦ Soil load resting on the footing
Design Steps









Loading
Moment calculated at the base of footing
Find Area required =Load/Net Pressure
Calculating factored Net Pressure
Check for shear for the depth Vu < ø Vc
Calculated Steel area using Ast= Mn/fyjd
Comparing with the minimum steel we get the minimum reinforcement in
the footing as #5 @ 7”
Here we are providing the shrinkage temperature reinforcement #5 @ 7”
Checked for Development Length is done


Green building is the practice of increasing the
efficiency with which buildings use resources energy,
water and materials
Helps in Minimizing Environment aspect like
generation of pollution at the source risk to
human health and the environment
Materials
Function
Application
Glazing Curtain Wall
System
Weather protection &
Insulation
Glass on all exterior
surface
Roof Garden
Plantation & Aesthetics On Roof
Sewage Treatment
Plant
To Generate Methane
as an energy
Paints
Environmental Friendly All interior portion
Lighting
Less Energy
Consumption
Both Interior &
Exterior
Water Proofing
Water proof structure
For Concrete &
Masonry
Drainage Treatment of
Building
Function & Control






Airtight and weather resistant
Air leakage control
Rain Penetration Control by Pressure plate
Heat Loss by Cap connection
Condensation Control
Fire Safety
Basically consist of component like
 Mullions vertical Frame & rails horizontal mullions
 Vision Glass, insulation
 Hardware components – Anchors, Aluminum connector,
Settings blocks, Corner blocks, Pressure plates, caps, gaskets
Function
Environmental Friendly
Fixing System
Modules with Plantation
Slip Sheet /Root Barrier
Water Proof roof deck
http://www.liveroof.com/
Load Consideration
Load due to Modular system live roof plantation in the roof is
taken consideration in slab design as 20 Psf
Advantage
 It generates Methane which can be used as a Source of
Energy. We can use the piping to send to appropriate location
 It is an Custom make and modular in size
 Maintenance and Operation cost is economical
 It maintains the BOD & COD level of Water is obtained
Paint
 Using low voltaic organic components
paint is beneficial.
Lighting
 Using T5 Lamps, low mercury lamps helps in reduction in
energy consumption
Waterproofing
 Aquafin-IC is used a penetrating, inorganic, cementitious
material used to permanently waterproof
Components
Quantity in (ft3)
Slabs
75000
Beams
6973
Columns
5488
Staircase
1750
Shear Wall with Staircase
5667
Shear Wall with Elevator(2)
Footing for Shear Wall with
Staircase
Footing for Shear Wall with
Elevator (2)
Footing Under Column
Retaining wall
Total
11861.54
1200
2434.86
7232
15688.52
133294.9 cft