DESIGN OF FOOTING 1 (GL-A) OPENING:

Max. DL = 390.87 KN MDL = 29.096 KN-m

Max. LL = 160.732 KN MLL = 4.469 KN-m
qa = 152.95 kPa qe = 110.55 kPa

Assumed Dimension of Footing

L /W 2.234 m
Area of Footing : 4.9896156 m2
say 2.200 m

FOR d TRY: 20 mm Ø Eccentricity of Loadings :

d: 0.25 m e= 0.061 m
250 mm 60.85 mm

Max. P Weight of soil

(AXIAL LOAD) = 726.216 qa(ACTUAL) = 176.7927 (removed) =
Max. M 42.066 Weight of concrete =
(MOMENT) =
B= 2.50 Weight of soil (add) =
H= 2.00 Net Weight =
AREA = 5.00
I= 1.6666666667

Check for Punching Shear :

L= 2.500 m 𝑽𝒑= 𝑽𝒖/(∅𝒃𝒐𝒅)

W= 2.000 m Vp =
c= 0.350 m
d/2 = 0.125 m Allowable Punching Stress :
bo= 0.600 m 𝑽𝒂= √(𝒇𝒄^′ )/𝟑
Va =
Pu = 726.2152 kN
qu = 145.243 kPa ∴
Vu = 673.928 kN

Check for One Way Shear :

L= 2.500 m 𝑽𝒑= 𝑽𝒖/(∅𝒃𝒅)

W= 2.000 m Vp =
c= 0.350 m
 A= 0.825 m Allowable Punching Stress :
B= 0.575 m 𝑽𝒂= √(𝒇𝒄^′ )/𝟔
Va =
Vu = 167.029 kN
∴

Design Bending :

L= 2.500 m 𝑴𝒖= ∅ 𝑹𝒖 𝒃 𝒅𝟐
W= 2.000 m
A= 0.825 m Ru = 0.855676668
qu = 176.793 kPa
Mu = 120.330 kN.m ρ = 0.0021068897538987
120329531.44 N.mm
ρmin = 0.0033816425120773

∴ use : ρ = 0.003381642512077

for Reinforcement :
As = 2113.52657 m2
try 20mm Ø Spacing of Rebars:
N = 6.7202752625 bars s = 371.666667
say N = 7 bars = 7 say s = 371

Design Bending :

L= 2.500 m 𝑴𝒖= ∅ 𝑹𝒖 𝒃 𝒅𝟐
W= 2.000 m
A= 0.750 m Ru = 0.012500000
qu = 145.243 kPa
Mu = 1.406 kN.m ρ = 3.02014637555632E-05
1406250.000 N.mm
ρmin = 0.0033816425120773

∴ use : ρ = 0.003381642512077

for Reinforcement :
As = 1690.821256 m2 Spacing of Rebars:
try 20mm Ø s= 150
N= 5.37622021 bars say s = 150
 say N = 6 bars = 6

Check for Development Length :

Required Ld : 𝑨𝒃 𝒇𝒚)/√(𝒇𝒄^′
𝑳𝒅=(𝟎.𝟎𝟐 𝑨𝒃=𝑨𝒃𝒂𝒓) ; Required Ld (min)
𝑳𝒅 : =𝟎.𝟎𝟔𝒅𝒃𝒂𝒓 𝒇𝒚
𝒎𝒊𝒏

Ab = 314.159 m2 Required Ld (min) = 496.80 mm

Required Ld = 500.61 mm

A= 0.825 m
825 mm

Required Ld (furnished) = 755 mm

∴ safe!
 γconcrete : 24 kN/m3

γsoil : 17 kN/m3

2.00
try 1 to 2 times width of column:
Column Dimension : 0.3 m
H: 0.35 mm
H

fc' = 27 Mpa
fy = 414 Mpa

Weight of soil
(removed) = 199.75 KN

Weight of concrete = 86.55 kN

Weight of soil (add) = 146.2 kN

Net Weight = 232.75 kN
-33

Check for Footing Bearin

1.321427 Mpa 𝐹𝑏=∅ 0.85 𝑓𝑐^′ 𝐴1 √(𝐴2/𝐴1

∅=0.70 (𝑓𝑜𝑟 𝐵𝑒𝑎𝑟𝑖𝑛𝑔)

1.732051 Mpa
c=
safe! d=
A1 =
A2 =

√(𝐴2/
𝐴1)=
0.22716 Mpa
∴ use
√(𝐴2/
𝐴1)=
 ∴
√(𝐴2/
𝐴1)=
0.866025 Mpa

safe!

1−(2
; 𝑅𝑢)/(0.85𝑓𝑐^′ 0.9254312271895
)=
897538987

0.003381642512077

ρactual = 0.0106623750667 ωactual= 0.163489751

mm Mu = 185.08817 kN.m
mm ∴ safe!

1−(2
; 𝑅𝑢)/(0.85𝑓𝑐^′ 0.9989106753813
)=
7555632E-05

0.003381642512077

ρactual = 0.0037699111843 ωactual= 0.0578053048

mm Mu = 63.59824 kN.m
mm ∴ safe!
 ∴

gth :

𝒇𝒚
 safe!
unsafe!

Check for Footing Bearing Strength :

Fbactual = 726.2152 kN
=∅ 0.85 𝑓𝑐^′ 𝐴1 √(𝐴2/𝐴1)
𝑏

Fb = 3935.925 kN
=0.70 (𝑓𝑜𝑟 𝐵𝑒𝑎𝑟𝑖𝑛𝑔)

∴ safe!

0.350 m
0.25 m
0.1225 m2
1.8225 m2

√(𝐴2/
𝐴1)= 3.86 > 2.00

√(𝐴2/
𝐴1)=
√(𝐴2/
𝐴1)= 2.00
DESIGN OF FOOTING 1 (GL-A) OPENING:

Max. DL = 390.87 KN MDL = 29.096 KN-m

Max. LL = 160.732 KN MLL = 4.469 KN-m
qa = 152.95 kPa qe = 110.55 kPa

Assumed Dimension of Footing

L /W 2.234 m
Area of Footing : 4.9896156 m2
say 2.200 m

FOR d TRY: 20 mm Ø Eccentricity of Loadings :

d: 0.25 m e= 0.061 m
250 mm 60.85 mm

Max. P Weight of soil

(AXIAL LOAD) = 412.004 qa(ACTUAL) = 198.717778 (removed) =
Max. M 34.528 Weight of concrete =
(MOMENT) =
B= 2.00 Weight of soil (add) =
H= 1.50 Net Weight =
AREA = 3.00
I= 0.5625

Check for Punching Shear :

L= 2.000 m 𝑽𝒑= 𝑽𝒖/(∅𝒃𝒐𝒅)

W= 1.500 m Vp =
c= 0.350 m
d/2 = 0.125 m Allowable Punching Stress :
bo= 0.600 m 𝑽𝒂= √(𝒇𝒄^′ )/𝟑
Va =
Pu = 726.2152 kN
qu = 242.072 kPa ∴
Vu = 639.069 kN

Check for One Way Shear :

L= 2.000 m 𝑽𝒑= 𝑽𝒖/(∅𝒃𝒅)

W= 1.500 m Vp =
c= 0.350 m
 A= 0.575 m Allowable Punching Stress :
B= 0.325 m 𝑽𝒂= √(𝒇𝒄^′ )/𝟔
Va =
Vu = 118.010 kN
∴

Design Bending :

L= 2.000 m 𝑴𝒖= ∅ 𝑹𝒖 𝒃 𝒅𝟐
W= 1.500 m
A= 0.575 m Ru = 0.438007102
qu = 198.718 kPa
Mu = 49.276 kN.m ρ = 0.00106828157541468
49275798.958 N.mm
ρmin = 0.0033816425120773

∴ use : ρ = 0.003381642512077

for Reinforcement :
As = 1690.821256 m2
try 20mm Ø Spacing of Rebars:
N= 5.37622021 bars s= 350
say N = 6 bars = 6 say s = 350

Design Bending :

L= 2.000 m 𝑴𝒖= ∅ 𝑹𝒖 𝒃 𝒅𝟐
W= 1.500 m
A= 0.750 m Ru = 0.010000000
qu = 242.072 kPa
Mu = 0.844 kN.m ρ = 2.4159854104005E-05
843750.000 N.mm
ρmin = 0.0033816425120773

∴ use : ρ = 0.003381642512077

for Reinforcement :
As = 1268.115942 m2 Spacing of Rebars:
try 20mm Ø s= 150
N = 4.0321651575 bars say s = 150
 say N = 5 bars = 5

Check for Development Length :

Required Ld : 𝑨𝒃 𝒇𝒚)/√(𝒇𝒄^′
𝑳𝒅=(𝟎.𝟎𝟐 𝑨𝒃=𝑨𝒃𝒂𝒓) ; Required Ld (min)
𝑳𝒅 : =𝟎.𝟎𝟔𝒅𝒃𝒂𝒓 𝒇𝒚
𝒎𝒊𝒏

Ab = 314.159 m2 Required Ld (min) = 496.80 mm

Required Ld = 500.61 mm

A= 0.575 m
575 mm

Required Ld (furnished) = 505 mm

∴ safe!
 γconcrete : 24 kN/m3

γsoil : 17 kN/m3

2.00
try 1 to 2 times width of column:
Column Dimension : 0.3 m
H: 0.35 mm
H

fc' = 27 Mpa
fy = 414 Mpa

Weight of soil
(removed) = 119.85 KN

Weight of concrete = 56.25 kN

Weight of soil (add) = 84.15 kN

Net Weight = 140.4 kN
-20.55

Check for Footing Bearin

1.253077 Mpa 𝐹𝑏=∅ 0.85 𝑓𝑐^′ 𝐴1 √(𝐴2/𝐴1

∅=0.70 (𝑓𝑜𝑟 𝐵𝑒𝑎𝑟𝑖𝑛𝑔)

1.732051 Mpa
c=
safe! d=
A1 =
A2 =

√(𝐴2/
𝐴1)=
0.200617 Mpa
∴ use
√(𝐴2/
𝐴1)=
 ∴
√(𝐴2/
𝐴1)=
0.866025 Mpa

safe!

1−(2
; 𝑅𝑢)/(0.85𝑓𝑐^′ 0.9618294464617
)=
8157541468

0.003381642512077

ρactual = 0.0131127345541 ωactual= 0.2010619298

mm Mu = 154.75474 kN.m
mm ∴ safe!

1−(2
; 𝑅𝑢)/(0.85𝑓𝑐^′ 0.999128540305
)=
104005E-05

0.003381642512077

ρactual = 0.0041887902048 ωactual= 0.0642281165

mm Mu = 70.38748 kN.m
mm ∴ safe!
 ∴

gth :

𝒇𝒚
 safe!
unsafe!

Check for Footing Bearing Strength :

Fbactual = 726.2152 kN
=∅ 0.85 𝑓𝑐^′ 𝐴1 √(𝐴2/𝐴1)
𝑏

Fb = 3935.925 kN
=0.70 (𝑓𝑜𝑟 𝐵𝑒𝑎𝑟𝑖𝑛𝑔)

∴ safe!

0.350 m
0.25 m
0.1225 m2
1.8225 m2

√(𝐴2/
𝐴1)= 3.86 > 2.00

√(𝐴2/
𝐴1)=
√(𝐴2/
𝐴1)= 2.00
 DESIGN OF COLUMN

DIMENSIONS (C1) Fc' 28 PDL : 10.541 KN

LENGTH : 0.500 m Fy 414 PLL : 3.86 KN
WIDTH : 0.500 m M1 : 63.760 KN-m
AREA : 0.250 sq.m M2 : 30.430 KN-m
HEIGHT : 4m Pu : 18.83 KN
M1/M2 : 2.0953007

Ag = Pu/(0.7(0.8)(0.85Fc'(1-ρg)+Fy(ρg)) USE!
T^2 = Ag ρg :
FORMULA :
ρ = As / Ag Bar Dia.
N = As(4)/PI()(Dia.Bar)^2
Ag : 1213.50
T: 34.835354 say 500 mm
As : 2500 sq.mm
N: 5.0929582 say 8 pcs

SPACING OF DIAMETER TIES 10 mm

a.) S: 480 mm o.c.
SPACING OF BAR DIAMETER 16 mm
b.) S: 400 mm o.c.
LEAST DIMENSION
c.) S: 500 mm

USE!!! 400 mm
 RADIUS OF GYRATION
R: 150 mm
Lu : 4000 mm
k: 0.7 2133.333 200000000426666600000
EI: 34.00 MN-m^2 426666.6

USE!
0.01
25
Design Data:

B1 at Discontinuous Support

Length of Beam : 8.00 m ASSUME

fc' : 27.00 MPa ρ: 0.0152651
fy : 414.00 MPa Design Moment
ρb : 0.02788140 M: 305,440,000.00
ρmax : 0.02091105 Beam width : 249.74
ρmin : 0.00338164 Req'd Depth : 499.48
ω: 0.23406435 Assume Rebar size : 20.00
Effective depth : 440.00
Required Steel Area : 2,014.99
dia. Bar 20.00 mm Qty of rebars : 6.41
Actual As : 2,199.11
ACTUAL
ρ: 0.01427997 Moment Capacity
ρmin : 0.00338164 M: 405,418,394.23
ρmax : 0.02091105 Moment Capacity > Design Moment
ω: 0.21895949
CHECK SHEAR @ DISTANCE "d"
bw : 260.00 mm Vu : 123,511.00
12 mm Vc : 99,073.306
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 38,161.138
FORMULA : Vs = (2/3)SQRT(Fc')(bwd) = 396,293.22
NOTE : Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
FORMULA : Vs = (1/3)SQRT(Fc')(bwd) = 198,146.61
Av : 226.19
s: 1,079.73
MAXIMUM SPACING,"s"
NOTE : Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600
D/2 : 220.00
say 200.00

USE!!! 200

WILL GOVERN!
ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
CHECK DEFLECTION @ +Mmax (see STAAD) 6 L/360 :
 DESIGN OF BEAM
ACI-318

SUME Length of Beam :

fc' :
n Moment fy :
N-mm ρb :
300 350 mm ρmax :
500 500 mm ρmin :
mm ω:
440.00
mm 2

7 pcs. dia. Bar

mm 2

nt Capacity ρ:
N-mm ρmin :
SINGLY! ρmax :
esign Moment SINGLY!
DOUBLY! ω:

N bw :
N
STIRRUPS
S NECESSARY! IS NO NOTE : Vu > ØVc
N NECESSA STIRRUPS
RY!
N FORMULA :
E SPACING! ADJUST NOTE : Vs > (2/3)SQRT(Fc')(bwd)
GET THE
SIZE OF SPACING!
N BEAM FORMULA :
mm2
mm
M SPACING,"s"
00 WILL USE! D/4 OR D/2 OR NOTE : Vs > (1/3)SQRT(Fc')(bwd)
300 WILL 600 WILL
D/4 OR 300 USE! USE!
D/4 : 110.00
say 100.00

USE!!! 100

200.00 WILL GOVERN

N ACTU
L/360 : 22.222 mm CHECK DEFLECTION @ +Mmax (see STA
 B1 at MIDSPAN

8.00 m ASSUME
27.00 MPa ρ: 0.0154742
414.00 MPa Design Moment
0.02788140 M: 158,150,000.00 N-mm
0.02091105 Beam width : 199.78 300 350 mm
0.00338164 Req'd Depth : 399.56 500 500 mm
0.23727071 Assume Rebar size : 20.00 mm
Effective depth : 440.00 440.00
Required Steel Area : 2,042.59 mm
2

20.00 mm Qty of rebars : 6.50 6 pcs.

Actual As : 1,884.96 mm
2

ACTUAL
0.01223997 Moment Capacity
0.00338164 M: 354,866,078.78 N-mm
0.02091105 Moment Capacity > Design Moment SINGLY!
0.18767956
CHECK SHEAR @ DISTANCE "d"
260.00 mm Vu : 60,805.00 N
Vc : 99,073.306 N
NOTE : Vu > ØVc NO STIRRUPS
Vs : (31,512.195) N
Vs = (2/3)SQRT(Fc')(bwd) = 396,293.22 N
: Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
Vs = (1/3)SQRT(Fc')(bwd) = 198,146.61 N

MAXIMUM SPACING,"s"
: Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600 D/4 OR 300
D/2 : 220.00 D/4 : 110.00
say 200.00 say 100.00

USE!!! 200 USE!!! 100

WILL GOVERN! 200.00

ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
ECTION @ +Mmax (see STAAD) 6 L/360 : 22.222 mm
 SINGLY!
DOUBLY!

STIRRUPS
IS NO
NECESSA STIRRUPS
RY!
ADJUST
GET THE
SIZE OF SPACING!
BEAM

D/4 OR D/2 OR
300 WILL 600 WILL
USE! USE!
Design Data:

B1 at Discontinuous Support

Length of Beam : 4.65 m ASSUME

fc' : 27.50 MPa ρ: 0.0070683
fy : 415.00 MPa Design Moment
ρb : 0.02830138 M: 59,000,000.00
ρmax : 0.02122604 Beam width : 200.00
ρmin : 0.00337349 Req'd Depth : 345.32
ω: 0.10666663 Assume Rebar size : 20.00
B (ASSUME) : 200.00000000 Effective depth : 260.00
Required Steel Area : 1,837.75
dia. Bar 20.00 mm Qty of rebars : 5.85
Actual As : 1,884.96
ACTUAL
ρ: 0.03624915 Moment Capacity
ρmin : 0.00337349 M: 224,648,740.15
ρmax : 0.02122604 Moment Capacity > Design Moment
ω: 0.54703257
CHECK SHEAR @ DISTANCE "d"
bw : 110.00 mm Vu : 64,000.00
12 mm Vc : 24,996.611
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 46,114.500
FORMULA : Vs = (2/3)SQRT(Fc')(bwd) = 99,986.44
NOTE : Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
FORMULA : Vs = (1/3)SQRT(Fc')(bwd) = 49,993.22
Av : 226.19
s: 529.26
MAXIMUM SPACING,"s"
NOTE : Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600
D/2 : 130.00
say 200.00

USE!!! 200

WILL GOVERN!
ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
CHECK DEFLECTION @ +Mmax (see STAAD) 13.7 L/360 :
 DESIGN OF BEAM
ACI-318

SUME Length of Beam :

fc' :
n Moment fy :
N-mm ρb :
1000 200 mm ρmax :
300 350 mm ρmin :
mm ω:
290.00 B (ASSUME) :
mm 2

6 pcs. dia. Bar

mm 2

nt Capacity ρ:
N-mm ρmin :
SINGLY! ρmax :
esign Moment SINGLY!
DOUBLY! ω:

N bw :
N
STIRRUPS
S NECESSARY! IS NO NOTE : Vu > ØVc
N NECESSA STIRRUPS
RY!
N FORMULA :
E SPACING! ADJUST NOTE : Vs > (2/3)SQRT(Fc')(bwd)
GET THE
SIZE OF SPACING!
N BEAM FORMULA :
mm2
mm
M SPACING,"s"
00 WILL USE! D/4 OR D/2 OR NOTE : Vs > (1/3)SQRT(Fc')(bwd)
300 WILL 600 WILL
D/4 OR 300 USE! USE!
D/4 : 65.00
say 100.00

USE!!! 100

200.00 WILL GOVERN

ACTU
L/360 : 12.917 mm CHECK DEFLECTION @ +Mmax (see STA
 B1 at MIDSPAN

8.00 m ASSUME
27.50 MPa ρ: 0.0157073
415.00 MPa Design Moment
0.02830138 M: 158,150,000.00 N-mm
0.02122604 Beam width : 350.00 350 200 mm
0.00337349 Req'd Depth : 299.24 500 350 mm
0.23703695 Assume Rebar size : 20.00 mm
350.00000000 Effective depth : 290.00 440.00
Required Steel Area : 2,418.92 mm
2

20.00 mm Qty of rebars : 7.70 6 pcs.

Actual As : 1,884.96 mm
2

ACTUAL
0.03249923 Moment Capacity
0.00337349 M: 211,338,507.04 N-mm
0.02122604 Moment Capacity > Design Moment SINGLY!
0.49044299
CHECK SHEAR @ DISTANCE "d"
110.00 mm Vu : 60,805.00 N
Vc : 27,880.835 N
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 39,680.276 N
Vs = (2/3)SQRT(Fc')(bwd) = 111,523.34 N
: Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
Vs = (1/3)SQRT(Fc')(bwd) = 55,761.67 N

MAXIMUM SPACING,"s"
: Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600 D/4 OR 300
D/2 : 145.00 D/4 : 72.50
say 200.00 say 100.00

USE!!! 200 USE!!! 100

WILL GOVERN! 200.00

ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
ECTION @ +Mmax (see STAAD) 13.7 L/360 : 22.222 mm
 SINGLY!
DOUBLY!

STIRRUPS
IS NO
NECESSA STIRRUPS
RY!
ADJUST
GET THE
SIZE OF SPACING!
BEAM

D/4 OR D/2 OR
300 WILL 600 WILL
USE! USE!
Design Data:

B1 at Discontinuous Support

Length of Beam : 5.65 m ASSUME

fc' : 27.00 MPa ρ: 0.0152651
fy : 414.00 MPa Design Moment
ρb : 0.02788140 M: 43,070,000.00
ρmax : 0.02091105 Beam width : 200.00
ρmin : 0.00338164 Req'd Depth : 209.59
ω: 0.23406435 Assume Rebar size : 16.00
B (ASSUME) : 200.00000000 Effective depth : 192.00
Required Steel Area : 586.18
dia. Bar 16.00 mm Qty of rebars : 2.92
Actual As : 603.19
ACTUAL
ρ: 0.01570796 Moment Capacity
ρmin : 0.00338164 M: 62,763,481.40
ρmax : 0.02091105 Moment Capacity > Design Moment
ω: 0.24085544
CHECK SHEAR @ DISTANCE "d"
bw : 110.00 mm Vu : 123,511.00
12 mm Vc : 18,290.457
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 118,943.988
FORMULA : Vs = (2/3)SQRT(Fc')(bwd) = 73,161.83
NOTE : Vs > (2/3)SQRT(Fc')(bwd) ADJUST SIZE OF BEAM
FORMULA : Vs = (1/3)SQRT(Fc')(bwd) = 36,580.91
Av : 226.19
s: 151.16
MAXIMUM SPACING,"s"
NOTE : Vs > (1/3)SQRT(Fc')(bwd) D/4 OR 300 WILL USE!
D/2 OR 600
D/2 : 96.00
say 200.00

USE!!! 200

WILL GOVERN!
ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
CHECK DEFLECTION @ +Mmax (see STAAD) 13.7 L/360 :
 DESIGN OF BEAM
ACI-318

SUME Length of Beam :

fc' :
n Moment fy :
N-mm ρb :
200 200 mm ρmax :
250 250 mm ρmin :
mm ω:
192.00 B (ASSUME) :
mm 2

3 pcs. dia. Bar

mm 2

nt Capacity ρ:
N-mm ρmin :
SINGLY! ρmax :
esign Moment SINGLY!
DOUBLY! ω:

N bw :
N
STIRRUPS
S NECESSARY! IS NO NOTE : Vu > ØVc
N NECESSA STIRRUPS
RY!
N FORMULA :
IZE OF BEAM ADJUST NOTE : Vs > (2/3)SQRT(Fc')(bwd)
GET THE
SIZE OF SPACING!
N BEAM FORMULA :
mm2
mm
M SPACING,"s"
00 WILL USE! D/4 OR D/2 OR NOTE : Vs > (1/3)SQRT(Fc')(bwd)
300 WILL 600 WILL
D/4 OR 300 USE! USE!
D/4 : 48.00
say 100.00

USE!!! 100

100.00 WILL GOVERN

N ACTU
L/360 : 15.694 mm CHECK DEFLECTION @ +Mmax (see STA
 B1 at MIDSPAN

5.65 m ASSUME
27.00 MPa ρ: 0.0154742
414.00 MPa Design Moment
0.02788140 M: 20,833,000.00 N-mm
0.02091105 Beam width : 200.00 200 200 mm
0.00338164 Req'd Depth : 144.94 250 250 mm
0.23727071 Assume Rebar size : 16.00 mm
200.00000000 Effective depth : 192.00 192.00
Required Steel Area : 594.21 mm
2

16.00 mm Qty of rebars : 2.96 3 pcs.

Actual As : 603.19 mm
2

ACTUAL
0.01570796 Moment Capacity
0.00338164 M: 62,763,481.40 N-mm
0.02091105 Moment Capacity > Design Moment SINGLY!
0.24085544
CHECK SHEAR @ DISTANCE "d"
110.00 mm Vu : 60,805.00 N
Vc : 18,290.457 N
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 49,270.655 N
Vs = (2/3)SQRT(Fc')(bwd) = 73,161.83 N
: Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
Vs = (1/3)SQRT(Fc')(bwd) = 36,580.91 N

MAXIMUM SPACING,"s"
: Vs > (1/3)SQRT(Fc')(bwd) D/4 OR 300 WILL USE!
D/2 OR 600 D/4 OR 300
D/2 : 96.00 D/4 : 48.00
say 200.00 say 100.00

USE!!! 200 USE!!! 100

WILL GOVERN! 100.00

ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
ECTION @ +Mmax (see STAAD) 13.7 L/360 : 15.694 mm
 SINGLY!
DOUBLY!

STIRRUPS
IS NO
NECESSA STIRRUPS
RY!
ADJUST
GET THE
SIZE OF SPACING!
BEAM

D/4 OR D/2 OR
300 WILL 600 WILL
USE! USE!
Design Data:

B1 at Discontinuous Support

Length of Beam : 8.00 m ASSUME

fc' : 27.00 MPa ρ: 0.0152651
fy : 414.00 MPa Design Moment
ρb : 0.02788140 M: 397,000,000.00
ρmax : 0.02091105 Beam width : 400.00
ρmin : 0.00338164 Req'd Depth : 449.95
ω: 0.23406435 Assume Rebar size : 20.00
B (ASSUME) : 400.00 Effective depth : 490.00
Required Steel Area : 2,991.95
dia. Bar 20.00 mm Qty of rebars : 9.52
Actual As : 2,513.27
ACTUAL
ρ: 0.01282283 Moment Capacity
ρmin : 0.00338164 M: 511,048,815.71
ρmax : 0.02091105 Moment Capacity > Design Moment
ω: 0.19661668
CHECK SHEAR @ DISTANCE "d"
bw : 310.00 mm Vu : 123,511.00
12 mm Vc : 131,549.259
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 5,685.186
FORMULA : Vs = (2/3)SQRT(Fc')(bwd) = 526,197.04
NOTE : Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
FORMULA : Vs = (1/3)SQRT(Fc')(bwd) = 263,098.52
Av : 226.19
s: 8,071.13
MAXIMUM SPACING,"s"
NOTE : Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600
D/2 : 245.00
say 200.00

USE!!! 200

WILL GOVERN!
ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
CHECK DEFLECTION @ +Mmax (see STAAD) 13.7 L/360 :
 DESIGN OF BEAM
ACI-318

SUME Length of Beam :

fc' :
n Moment fy :
N-mm ρb :
400 400 mm ρmax :
550 550 mm ρmin :
mm ω:
490.00 B (ASSUME) :
mm 2

8 pcs. dia. Bar

mm 2

nt Capacity ρ:
N-mm ρmin :
SINGLY! ρmax :
esign Moment SINGLY!
DOUBLY! ω:

N bw :
N
STIRRUPS
S NECESSARY! IS NO NOTE : Vu > ØVc
N NECESSA STIRRUPS
RY!
N FORMULA :
E SPACING! ADJUST NOTE : Vs > (2/3)SQRT(Fc')(bwd)
GET THE
SIZE OF SPACING!
N BEAM FORMULA :
mm2
mm
M SPACING,"s"
00 WILL USE! D/4 OR D/2 OR NOTE : Vs > (1/3)SQRT(Fc')(bwd)
300 WILL 600 WILL
D/4 OR 300 USE! USE!
D/4 : 122.50
say 100.00

USE!!! 100

200.00 WILL GOVERN

N ACTU
L/360 : 22.222 mm CHECK DEFLECTION @ +Mmax (see STA
 B1 at MIDSPAN

8.00 m ASSUME
27.00 MPa ρ: 0.0154742
414.00 MPa Design Moment
0.02788140 M: 277,810,000.00 N-mm
0.02091105 Beam width : 400.00 400 400 mm
0.00338164 Req'd Depth : 374.25 550 550 mm
0.23727071 Assume Rebar size : 16.00 mm
400.00 Effective depth : 492.00 492.00
Required Steel Area : 3,045.32 mm
2

20.00 mm Qty of rebars : 9.69 7 pcs.

Actual As : 2,199.11 mm
2

ACTUAL
0.01117436 Moment Capacity
0.00338164 M: 452,863,053.18 N-mm
0.02091105 Moment Capacity > Design Moment SINGLY!
0.17134025
CHECK SHEAR @ DISTANCE "d"
310.00 mm Vu : 60,805.00 N
Vc : 132,086.195 N
NOTE : Vu > ØVc NO STIRRUPS
Vs : (64,525.083) N
Vs = (2/3)SQRT(Fc')(bwd) = 528,344.78 N
: Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
Vs = (1/3)SQRT(Fc')(bwd) = 264,172.39 N

MAXIMUM SPACING,"s"
: Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600 D/4 OR 300
D/2 : 246.00 D/4 : 123.00
say 200.00 say 100.00

USE!!! 200 USE!!! 100

WILL GOVERN! 200.00

ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
ECTION @ +Mmax (see STAAD) 13.7 L/360 : 22.222 mm
 SINGLY!
DOUBLY!

STIRRUPS
IS NO
NECESSA STIRRUPS
RY!
ADJUST
GET THE
SIZE OF SPACING!
BEAM

D/4 OR D/2 OR
300 WILL 600 WILL
USE! USE!
Design Data:

B1 at Discontinuous Support

Length of Beam : 8.00 m ASSUME

fc' : 27.00 MPa ρ: 0.0156833
fy : 414.00 MPa Design Moment
ρb : 0.02788140 M: 397,000,000.00
ρmax : 0.02091105 Beam width : 270.50
ρmin : 0.00338164 Req'd Depth : 541.00
ω: 0.24047707 Assume Rebar size : 20.00
Effective depth : 490.00
Required Steel Area : 2,305.44
dia. Bar 20.00 mm Qty of rebars : 7.34
Actual As : 2,199.11
ACTUAL
ρ: 0.01121997 Moment Capacity
ρmin : 0.00338164 M: 454,502,753.17
ρmax : 0.02091105 Moment Capacity > Design Moment
ω: 0.17203960
CHECK SHEAR @ DISTANCE "d"
bw : 310.00 mm Vu : 123,511.00
12 mm Vc : 131,549.259
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 5,685.186
FORMULA : Vs = (2/3)SQRT(Fc')(bwd) = 526,197.04
NOTE : Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
FORMULA : Vs = (1/3)SQRT(Fc')(bwd) = 263,098.52
Av : 226.19
s: 8,071.13
MAXIMUM SPACING,"s"
NOTE : Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600
D/2 : 245.00
say 200.00

USE!!! 200

WILL GOVERN!
ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
CHECK DEFLECTION @ +Mmax (see STAAD) 6 L/360 :
 DESIGN OF BEAM
ACI-318

SUME Length of Beam :

fc' :
n Moment fy :
N-mm ρb :
300 400 mm ρmax :
550 550 mm ρmin :
mm ω:
490.00
mm 2

7 pcs. dia. Bar

mm 2

nt Capacity ρ:
N-mm ρmin :
SINGLY! ρmax :
esign Moment SINGLY!
DOUBLY! ω:

N bw :
N
STIRRUPS
S NECESSARY! IS NO NOTE : Vu > ØVc
N NECESSA STIRRUPS
RY!
N FORMULA :
E SPACING! ADJUST NOTE : Vs > (2/3)SQRT(Fc')(bwd)
GET THE
SIZE OF SPACING!
N BEAM FORMULA :
mm2
mm
M SPACING,"s"
00 WILL USE! D/4 OR D/2 OR NOTE : Vs > (1/3)SQRT(Fc')(bwd)
300 WILL 600 WILL
D/4 OR 300 USE! USE!
D/4 : 122.50
say 100.00

USE!!! 100

200.00 WILL GOVERN

N ACTU
L/360 : 22.222 mm CHECK DEFLECTION @ +Mmax (see STA
 B1 at MIDSPAN

8.00 m ASSUME
27.00 MPa ρ: 0.0154742
414.00 MPa Design Moment
0.02788140 M: 277,210,000.00 N-mm
0.02091105 Beam width : 240.88 300 400 mm
0.00338164 Req'd Depth : 481.76 500 550 mm
0.23727071 Assume Rebar size : 20.00 mm
Effective depth : 490.00 440.00
Required Steel Area : 2,042.59 mm
2

20.00 mm Qty of rebars : 6.50 6 pcs.

Actual As : 1,884.96 mm
2

ACTUAL
0.00961712 Moment Capacity
0.00338164 M: 395,860,965.08 N-mm
0.02091105 Moment Capacity > Design Moment SINGLY!
0.14746251
CHECK SHEAR @ DISTANCE "d"
310.00 mm Vu : 60,805.00 N
Vc : 131,549.259 N
NOTE : Vu > ØVc NO STIRRUPS
Vs : (63,988.148) N
Vs = (2/3)SQRT(Fc')(bwd) = 526,197.04 N
: Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
Vs = (1/3)SQRT(Fc')(bwd) = 263,098.52 N

MAXIMUM SPACING,"s"
: Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600 D/4 OR 300
D/2 : 245.00 D/4 : 122.50
say 200.00 say 100.00

USE!!! 200 USE!!! 100

WILL GOVERN! 200.00

ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
ECTION @ +Mmax (see STAAD) 6 L/360 : 22.222 mm
 SINGLY!
DOUBLY!

STIRRUPS
IS NO
NECESSA STIRRUPS
RY!
ADJUST
GET THE
SIZE OF SPACING!
BEAM

D/4 OR D/2 OR
300 WILL 600 WILL
USE! USE!
Design Data:

B1 at Discontinuous Support

Length of Beam : 5.65 m ASSUME

fc' : 27.00 MPa ρ: 0.0152651
fy : 414.00 MPa Design Moment
ρb : 0.02788140 M: 72,950,000.00
ρmax : 0.02091105 Beam width : 154.95
ρmin : 0.00338164 Req'd Depth : 309.90
ω: 0.23406435 Assume Rebar size : 16.00
Effective depth : 242.00
Required Steel Area : 923.54
dia. Bar 16.00 mm Qty of rebars : 4.59
Actual As : 1,005.31
ACTUAL
ρ: 0.01384724 Moment Capacity
ρmin : 0.00338164 M: 165,858,130.84
ρmax : 0.02091105 Moment Capacity > Design Moment
ω: 0.21232435
CHECK SHEAR @ DISTANCE "d"
bw : 210.00 mm Vu : 123,511.00
12 mm Vc : 44,011.411
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 93,223.033
FORMULA : Vs = (2/3)SQRT(Fc')(bwd) = 176,045.64
NOTE : Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
FORMULA : Vs = (1/3)SQRT(Fc')(bwd) = 88,022.82
Av : 226.19
s: 243.09
MAXIMUM SPACING,"s"
NOTE : Vs > (1/3)SQRT(Fc')(bwd) D/4 OR 300 WILL USE!
D/2 OR 600
D/2 : 121.00
say 200.00

USE!!! 200

WILL GOVERN!
ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
CHECK DEFLECTION @ +Mmax (see STAAD) 13.7 L/360 :
 DESIGN OF BEAM
ACI-318

SUME Length of Beam :

fc' :
n Moment fy :
N-mm ρb :
250 300 mm ρmax :
300 350 mm ρmin :
mm ω:
292.00
mm 2

5 pcs. dia. Bar

mm 2

nt Capacity ρ:
N-mm ρmin :
SINGLY! ρmax :
esign Moment SINGLY!
DOUBLY! ω:

N bw :
N
STIRRUPS
S NECESSARY! IS NO NOTE : Vu > ØVc
N NECESSA STIRRUPS
RY!
N FORMULA :
E SPACING! ADJUST NOTE : Vs > (2/3)SQRT(Fc')(bwd)
GET THE
SIZE OF SPACING!
N BEAM FORMULA :
mm2
mm
M SPACING,"s"
00 WILL USE! D/4 OR D/2 OR NOTE : Vs > (1/3)SQRT(Fc')(bwd)
300 WILL 600 WILL
D/4 OR 300 USE! USE!
D/4 : 60.50
say 100.00

USE!!! 100

100.00 WILL GOVERN

N ACTU
L/360 : 15.694 mm CHECK DEFLECTION @ +Mmax (see STA
 B1 at MIDSPAN

5.65 m ASSUME
27.00 MPa ρ: 0.0154742
414.00 MPa Design Moment
0.02788140 M: 44,031,000.00 N-mm
0.02091105 Beam width : 130.45 250 300 mm
0.00338164 Req'd Depth : 260.90 300 350 mm
0.23727071 Assume Rebar size : 16.00 mm
Effective depth : 292.00 242.00
Required Steel Area : 936.19 mm
2

16.00 mm Qty of rebars : 4.66 4 pcs.

Actual As : 804.25 mm
2

ACTUAL
0.00918091 Moment Capacity
0.00338164 M: 115,273,223.82 N-mm
0.02091105 Moment Capacity > Design Moment SINGLY!
0.14077395
CHECK SHEAR @ DISTANCE "d"
210.00 mm Vu : 60,805.00 N
Vc : 53,104.678 N
NOTE : Vu > ØVc STIRRUPS IS NECESSARY!
Vs : 14,456.433 N
Vs = (2/3)SQRT(Fc')(bwd) = 212,418.71 N
: Vs > (2/3)SQRT(Fc')(bwd) GET THE SPACING!
Vs = (1/3)SQRT(Fc')(bwd) = 106,209.36 N

MAXIMUM SPACING,"s"
: Vs > (1/3)SQRT(Fc')(bwd) D/2 OR 600 WILL USE!
D/2 OR 600 D/4 OR 300
D/2 : 146.00 D/4 : 73.00
say 200.00 say 100.00

USE!!! 200 USE!!! 100

WILL GOVERN! 200.00

ACTUAL DEFLECTION < ALLOWABLE DEFLECTION
ECTION @ +Mmax (see STAAD) 13.7 L/360 : 15.694 mm
 SINGLY!
DOUBLY!

STIRRUPS
IS NO
NECESSA STIRRUPS
RY!
ADJUST
GET THE
SIZE OF SPACING!
BEAM

D/4 OR D/2 OR
300 WILL 600 WILL
USE! USE!
COEFFICIENT METHOD
4.00 3.45 5.35 3.35 3.35
3.00

CASE 6 CASE 5 CASE 6

2ND FLOOR
Case 6
TOTAL UNIFORM DEAD LOAD
COEFFICIENT FOR NEGATIVE MOMENTS IN SLABS
Ca (-) = 0.097 (-) Ma = 1919.405 ft-lbs.
Cb (-) = 0.000 (-) Mb = 0.000 ft-lbs.
COEFFICIENT FOR DEAD LOAD POSITIVE MOMENTS IN SLABS
Ca (+dl) = 0.061 (+dl) Ma = 733.116 ft-lbs.
Cb (+dl) = 0.003 (+dl) Mb = 174.506 ft-lbs.
COEFFICIENT FOR LIVE LOAD POSITIVE MOMENTS IN SLABS
Ca (+ll) = 0.078 (+ll) Ma = 606.013 ft-lbs.
Cb (+ll) = 0.005 (+ll) Mb = 188.019 ft-lbs.
RATIO OF LOAD DIRECTIONS FOR SHEAR IN SLAB AND LOAD ON SUPPORTS
0.45 Wa = 0.970
0.45 Wb = 0.030

NEGATIVE MOMENTS @ CONTINUOUS EDGES

Ma (-) = 1919.405 ft-lbs. 2.60 kN-m
Mb (-) = 0.000 ft-lbs. 0.00 kN-m
POSITIVE MOMENTS TOTAL
Ma (+dl) = 733.116 ft-lbs.
1339.129 ft-lbs. 1.82
Ma (+ll) = 606.013 ft-lbs.
Mb (+dl) = 174.506 ft-lbs.
362.525 ft-lbs. 0.49
Mb (+ll) = 188.019 ft-lbs.
NEGATIVE MOMENTS @ DISCONTINUOUS EDGES
Ma (+) = 446.376 ft-lbs. 0.61 kN-m
Mb (+) = 120.842 ft-lbs. 0.16 kN-m
 (CASE 6) NOTE : M = S/L
M= 0.45 DL = 103.3829
Ca = 3.00 m 9.84 ft LL = 50.125042
Cb = 6.6 m 21.65 ft
FACTORED LOADS
(CASE 5) NOTE : M = S/L ROOF DECK : 204.25955
M= 0.75
Ca = 3.00 m 9.84 ft
Cb = 4.00 m 13.12 ft

2ND FLOOR
Case 5
TOTAL UNIFORM DEAD LOAD
COEFFICIENT FOR NEGATIVE MOMENTS IN SLABS
Ca (-) = 0.085 (-) Ma = 1681.953 ft-lbs.
Cb (-) = 0.000 (-) Mb = 0.000 ft-lbs.
COEFFICIENT FOR DEAD LOAD POSITIVE MOMENTS IN SLABS
Ca (+dl) = 0.033 (+dl) Ma = 396.603 ft-lbs.
Cb (+dl) = 0.007 (+dl) Mb = 149.561 ft-lbs.
COEFFICIENT FOR LIVE LOAD POSITIVE MOMENTS IN SLABS
Ca (+ll) = 0.047 (+ll) Ma = 365.162 ft-lbs.
Cb (+ll) = 0.013 (+ll) Mb = 179.559 ft-lbs.
RATIO OF LOAD DIRECTIONS FOR SHEAR IN SLAB AND LOAD ON SUPPORTS
0.75 Wa = 0.940
0.75 Wb = 0.060

NEGATIVE MOMENTS @ CONTINUOUS EDGES

Ma (-) = 1681.953 ft-lbs.
Mb (-) = 0.000 ft-lbs.
POSITIVE MOMENTS
Ma (+dl) = 396.603 ft-lbs.
1.82 kN-m
Ma (+ll) = 365.162 ft-lbs.
Mb (+dl) = 149.561 ft-lbs.
0.49 kN-m
Mb (+ll) = 179.559 ft-lbs.
NEGATIVE MOMENTS @ DISCONTINUOUS EDGES
Ma (+) = 253.922 KN-m.
Mb (+) = 109.707 KN-m.
 psf 4.95 Kpa
psf 2.4 KPa

FACTORED LOADS
psf 11.88 KPa

OAD
TS IN SLABS

MENTS IN SLABS

MENTS IN SLABS

ND LOAD ON SUPPORTS

1240545.00 kN-m
0.00 kN-m
TOTAL

761.765 ft-lbs. 561849.14 kN-m

329.120 ft-lbs. 242746.69 kN-m

187283.05 kN-m
80915.56 kN-m
 DESIGN OF SLA
ACI-318
ROOF DECK
Design Data
Fc' : 4,000 psi (28 Mpa)
Fy : 40,000 psi (275 MPa)
ρb : 0.049494094488189
ρbmax : 0.037120570866142
ρmin : 0.00500
DESIGN MOMENT ( (-) Short Direction) : 1,919.41 ft-lbs
ASSUME ρ : 0.0067
SLAB WIDTH : 12 " 304.8
REQUIRED DEPTH "D" : 2.89 73.32186
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 4.23
SUPPLIED DEPTH : 5.91 150.114
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.365190349606299
REQD SPACING : 4.00
say USE!!! : 4 " o.c. 101.6
ACTUAL STEEL RATIO : 0.006660374348491
MOMENT CAPACITY : 4809.70322170818 ft-lbs
DESIGN MOMENT ( (+) Short Direction) : 1,339.13 ft-lbs
ASSUME ρ : 0.0133
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 1.74
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 3.08
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.729284031496063
REQD SPACING : 2.00 8
say USE!!! : 4 " o.c. 101.6
ACTUAL STEEL RATIO : 0.006660374348491
MOMENT CAPACITY : 4809.70322170818 ft-lbs
DESIGN MOMENT ( (-) Long Direction) : - ft-lbs
ASSUME ρ : 0.0089
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : -
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 0.99
 SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.525859653543307
REQD SPACING : 4.00
say USE!!! : 5.94 " o.c. 150.876
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
DESIGN MOMENT ( (+) Long Direction) : 362.52 ft-lbs
ASSUME ρ : 0.0060
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 1.32
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 2.31
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.354098528503937
REQD SPACING : 5.94 8.91
say USE!!! : 5.94 " o.c. 150.876
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
 DESIGN OF SLAB
ACI-318
ROOF DECK
Design Data
Fc' : 4,000 psi
(275 MPa) Fy : 40,000 psi
ρb : 0.049494094488189
ρbmax : 0.037120570866142
ρmin : 0.00500
DESIGN MOMENT ( (-) Short Direction) : 1,681.95 ft-lbs
ASSUME ρ : 0.0067
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 2.70
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 4.04
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.365190349606299
REQD SPACING : 4.00
say USE!!! : 4.00 " o.c.
ACTUAL STEEL RATIO : 0.00666
MOMENT CAPACITY : 4809.44394766174 ft-lbs
DESIGN MOMENT ( (+) Short Direction) : 561,849.14 ft-lbs
ASSUME ρ : 0.0133
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 35.68
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 37.02
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.729284031496063
REQD SPACING : 2.00
say USE!!! : 2 " o.c.
ACTUAL STEEL RATIO : 0.013320748696983
MOMENT CAPACITY : 9225.93843990245 ft-lbs
DESIGN MOMENT ( (-) Long Direction) : - ft-lbs
ASSUME ρ : 0.0120
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : -
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 0.99
 SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.709024251968504
REQD SPACING : 2.97
say USE!!! : 5.94 " o.c.
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
DESIGN MOMENT ( (+) Long Direction) : 242,746.69 ft-lbs
ASSUME ρ : 0.0060
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 34.15
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 35.14
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.354098528503937
REQD SPACING : 5.94
say USE!!! : 5.94 " o.c.
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
 (28 Mpa)
(275 MPa)

102.69
150.114

101.6057
101.6057

150.114

6.000337
50.8
150.876

8.91
150.876
COEFFICIENT METHOD
4.00 3.45 5.35 3.35 3.35
3.00

CASE 6 CASE 5 CASE 6

2ND FLOOR
Case 6
TOTAL UNIFORM DEAD LOAD
COEFFICIENT FOR NEGATIVE MOMENTS IN SLABS
Ca (-) = 0.097 (-) Ma = 2735.840 ft-lbs.
Cb (-) = 0.000 (-) Mb = 0.000 ft-lbs.
COEFFICIENT FOR DEAD LOAD POSITIVE MOMENTS IN SLABS
Ca (+dl) = 0.061 (+dl) Ma = 733.116 ft-lbs.
Cb (+dl) = 0.003 (+dl) Mb = 174.506 ft-lbs.
COEFFICIENT FOR LIVE LOAD POSITIVE MOMENTS IN SLABS
Ca (+ll) = 0.078 (+ll) Ma = 1262.527 ft-lbs.
Cb (+ll) = 0.005 (+ll) Mb = 391.707 ft-lbs.
RATIO OF LOAD DIRECTIONS FOR SHEAR IN SLAB AND LOAD ON SUPPORTS
0.45 Wa = 0.970
0.45 Wb = 0.030

NEGATIVE MOMENTS @ CONTINUOUS EDGES

Ma (-) = 2735.840 ft-lbs. 3.71 kN-m
Mb (-) = 0.000 ft-lbs. 0.00 kN-m
POSITIVE MOMENTS TOTAL
Ma (+dl) = 733.116 ft-lbs.
1995.643 ft-lbs. 2.71
Ma (+ll) = 1262.527 ft-lbs.
Mb (+dl) = 174.506 ft-lbs.
566.213 ft-lbs. 0.77
Mb (+ll) = 391.707 ft-lbs.
NEGATIVE MOMENTS @ DISCONTINUOUS EDGES
Ma (+) = 665.214 ft-lbs. 0.90 kN-m
Mb (+) = 188.738 ft-lbs. 0.26 kN-m
 (CASE 6) NOTE : M = S/L Roof Deck
M= 0.45 DL = 103.3829
Ca = 3.00 m 9.84 ft LL = 104.42717
Cb = 6.6 m 21.65 ft
FACTORED LOADS
(CASE 5) NOTE : M = S/L ROOF DECK : 291.14295
M= 0.75
Ca = 3.00 m 9.84 ft
Cb = 4.00 m 13.12 ft

2ND FLOOR
Case 5
TOTAL UNIFORM DEAD LOAD
COEFFICIENT FOR NEGATIVE MOMENTS IN SLABS
Ca (-) = 0.085 (-) Ma = 2397.385 ft-lbs.
Cb (-) = 0.000 (-) Mb = 0.000 ft-lbs.
COEFFICIENT FOR DEAD LOAD POSITIVE MOMENTS IN SLABS
Ca (+dl) = 0.033 (+dl) Ma = 396.603 ft-lbs.
Cb (+dl) = 0.007 (+dl) Mb = 149.561 ft-lbs.
COEFFICIENT FOR LIVE LOAD POSITIVE MOMENTS IN SLABS
Ca (+ll) = 0.047 (+ll) Ma = 760.754 ft-lbs.
Cb (+ll) = 0.013 (+ll) Mb = 374.082 ft-lbs.
RATIO OF LOAD DIRECTIONS FOR SHEAR IN SLAB AND LOAD ON SUPPORTS
0.75 Wa = 0.940
0.75 Wb = 0.060

NEGATIVE MOMENTS @ CONTINUOUS EDGES

Ma (-) = 2397.385 ft-lbs.
Mb (-) = 0.000 ft-lbs.
POSITIVE MOMENTS
Ma (+dl) = 396.603 ft-lbs.
2.71 kN-m
Ma (+ll) = 760.754 ft-lbs.
Mb (+dl) = 149.561 ft-lbs.
0.77 kN-m
Mb (+ll) = 374.082 ft-lbs.
NEGATIVE MOMENTS @ DISCONTINUOUS EDGES
Ma (+) = 385.786 KN-m.
Mb (+) = 174.548 KN-m.
 Roof Deck
psf 4.95 Kpa
psf 5 KPa

FACTORED LOADS
psf 24.75 KPa

OAD
TS IN SLABS

MENTS IN SLABS

MENTS IN SLABS

ND LOAD ON SUPPORTS

1768220.59 kN-m
0.00 kN-m
TOTAL

1157.357 ft-lbs. 853622.70 kN-m

523.643 ft-lbs. 386219.26 kN-m

284540.90 kN-m
128739.75 kN-m
 DESIGN OF SLA
ACI-318
ROOF DECK
Design Data
Fc' : 4,000 psi (28 Mpa)
Fy : 40,000 psi (275 MPa)
ρb : 0.049494094488189
ρbmax : 0.037120570866142
ρmin : 0.00500
DESIGN MOMENT ( (-) Short Direction) : 1,919.41 ft-lbs
ASSUME ρ : 0.0067
SLAB WIDTH : 12 " 304.8
REQUIRED DEPTH "D" : 2.89 73.32186
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 4.23
SUPPLIED DEPTH : 5.91 150.114
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.365190349606299
REQD SPACING : 4.00
say USE!!! : 4 " o.c. 101.6
ACTUAL STEEL RATIO : 0.006660374348491
MOMENT CAPACITY : 4809.70322170818 ft-lbs
DESIGN MOMENT ( (+) Short Direction) : 1,339.13 ft-lbs
ASSUME ρ : 0.0133
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 1.74
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 3.08
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.729284031496063
REQD SPACING : 2.00 8
say USE!!! : 4 " o.c. 101.6
ACTUAL STEEL RATIO : 0.006660374348491
MOMENT CAPACITY : 4809.70322170818 ft-lbs
DESIGN MOMENT ( (-) Long Direction) : - ft-lbs
ASSUME ρ : 0.0089
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : -
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 0.99
 SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.525859653543307
REQD SPACING : 4.00
say USE!!! : 5.94 " o.c. 150.876
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
DESIGN MOMENT ( (+) Long Direction) : 362.52 ft-lbs
ASSUME ρ : 0.0060
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 1.32
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 2.31
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.354098528503937
REQD SPACING : 5.94 8.91
say USE!!! : 5.94 " o.c. 150.876
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
 DESIGN OF SLAB
ACI-318
ROOF DECK
Design Data
Fc' : 4,000 psi
(275 MPa) Fy : 40,000 psi
ρb : 0.049494094488189
ρbmax : 0.037120570866142
ρmin : 0.00500
DESIGN MOMENT ( (-) Short Direction) : 1,681.95 ft-lbs
ASSUME ρ : 0.0067
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 2.70
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 4.04
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.365190349606299
REQD SPACING : 4.00
say USE!!! : 4.00 " o.c.
ACTUAL STEEL RATIO : 0.00666
MOMENT CAPACITY : 4809.44394766174 ft-lbs
DESIGN MOMENT ( (+) Short Direction) : 561,849.14 ft-lbs
ASSUME ρ : 0.0133
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 35.68
ASSUME BAR DIAMETER : 0.393700787401575 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 37.02
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.56944881889764
REQUIRED STEEL AREA : 0.729284031496063
REQD SPACING : 2.00
say USE!!! : 2 " o.c.
ACTUAL STEEL RATIO : 0.013320748696983
MOMENT CAPACITY : 9225.93843990245 ft-lbs
DESIGN MOMENT ( (-) Long Direction) : - ft-lbs
ASSUME ρ : 0.0120
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : -
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 0.99
 SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.709024251968504
REQD SPACING : 2.97
say USE!!! : 5.94 " o.c.
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
DESIGN MOMENT ( (+) Long Direction) : 242,746.69 ft-lbs
ASSUME ρ : 0.0060
SLAB WIDTH : 12 "
REQUIRED DEPTH "D" : 34.15
ASSUME BAR DIAMETER : 0.47244094488189 "
NO. OF BAR LAYERS : 1
MINIMUM REQD SLAB DEPTH : 35.14
SUPPLIED DEPTH : 5.91
EFFECTIVE DEPTH : 4.92377952755906
REQUIRED STEEL AREA : 0.354098528503937
REQD SPACING : 5.94
say USE!!! : 5.94 " o.c.
ACTUAL STEEL RATIO : 0.005993767561497
MOMENT CAPACITY : 5046.1877760618 ft-lbs
 (28 Mpa)
(275 MPa)

102.69
150.114

101.6057
101.6057

150.114

6.000337
50.8
150.876

8.91
150.876