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Dedication PTHANKS!ENGR. LEANDRO B. PICOZN II By downloading tProfessional Regulation Commission Number 0088397Gandara, Samar, Philippines..............................................................................................
I. Freeware
RELEASED 2.1 with Slab Design First of all, the reRELEASED 2.2 with Slab Design minor bugsRELEASED 2.3 with lumigwat bug REVERSED ANALYSIS I.a. DedicationRELEASED 2.4 with Earthquake Design on Slabs My Structural ARELEASED 2.5 with Overhang Cantilever BeamsRELEASED 2.6 Minor Bugs and New Features I.b. BinaryRELEASED 3.0 with Corner Designs What do you getRELEASED 3.1 minor bugs fixed
I.c. ConclusionThis means that I
II. Limitations
II.a. Reverse Eng
Reverse Enginee
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However, advent
I can also give yo
II.c. LiabilityUnder no circum
II.d. Use of appli
Free use is limite
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As companies ar
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PLEASE EDIT ONLY BLUE CELLS NOT OTHER TEXT
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pensation.
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My Structural Analysis
Computing for LIVE LOAD
Weight of Person + Environment 60.00Gravity Constant 9.81Weight in Newtons 588.60
0.59Number of Person/s per Square Meter 1.00Slab Self Weight
Thickness 110.002.81
Total Actual Load LL + Slab 4.94
Internal SpanArea
Slab 1 Short Span 1.500.14 6.00
(Side X) 1.50Long Span 4.00 (Side Y) 4.00
AreaSlab 2 Short Span 4.00
0.79 18.00(Side X) 4.50
Long Span 4.50 (Side Y) 4.00Area
Slab 3 Short Span 3.750.69 16.88
(Side X) 4.50Long Span 4.50 (Side Y) 3.75
AreaSlab 4 Short Span 1.50
0.14 6.00(Side X) 1.50
Long Span 4.00 (Side Y) 3.75
C
SLAB 1
BEAM
1SLAB 2
4m 4m
1.5m 4.5m
C BEAM 4 C1 BEAM 2 C
1.5m 4.5m
3.75m 3.75m
BEAM3
SLAB 4 SLAB 3
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Analysis
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Beam 1 Slab 1 effect 9.41Slab 2 effect 6.58Total LL+Slab effect on Beam 1 16.00
Beam 2 Slab 2 effect 8.18Slab 3 effect 8.54Total LL+Slab effect on Beam 2 16.72
Beam 3 Slab 3 effect 7.41Slab 4 effect 8.82Total LL+Slab effect on Beam 3 16.23
Beam 4 Slab 4 effect 2.47Slab 1 effect 2.47Total LL+Slab effect on Beam 4 4.94
End of LL + Slab Computations
Beam 1 Selfweight Base 0.32 m5.332Height 0.40 m
Lenght 4.00 m
Beam 2 Selfweight Base 0.32 m5.332Height 0.40 m
Lenght 4.50 m
Beam 3 Selfweight Base 0.32 m5.332Height 0.40 m
Lenght3.75
m
Beam 4 Selfweight Base 0.32 m5.332Height 0.40 m
Lenght 1.50 m
Computing for DESIGN MOMENT and STRESS
Beam 1 23.4646.9223.46
46.92
Beam 2 24.1961.2224.1954.42
Beam 3 23.70
Moment (Wult
L2/8)
Shear (Wult
L/2)
Moment (Wult
L2/8)
Shear (Wult
L/2)
Moment (Wult
L2/8)
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Analysis
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41.6523.7044.43
Beam 4 12.40
3.4912.409.30
Transferring action to Column
Beam 1 R1=Vu/2 23.46Beam 2 R2=Vu/2 27.21Beam 3 R3=Vu/2 22.22Beam 4 R4=Vu/2 4.65
Earthquake NSCP 2.2.5.2.1 (1992) V=
Design Base Shear V= 46.343Seismic Zone Factor Z= 0.60Importance Factor I= 1.00
Numerical Coeff 10.00
Numerical Coeff C=C= 7.62
Site Coeff S= 2.00
Fundamental Period of Vibration T=
Height 5.85
0.05T= 0.19
Applied Weight W= 101.42
Design Load for Column Pu= 275.30Mu= 90.37
Computing Footing Reactions
Column Dimensions Base 0.35Height 0.35Length 5.85
Column Weight 23.88
Bottom Reaction 202.84
Number of Storey 2
Overhang/CantileverArea
Shear (Wult
L/2)
Moment (Wult
L2/8)
Shear (Wult
L/2)
(ZIC/Rw)W
Rw=
1.25(S)/T(2/3)
Ct(h
n)3/4
hn=
Ct=
R1+R2+R3+R4+COLUMN(WEIGHT)
+Earthquake
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Analysis
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Slab 5 Short Span 1.500.14 6.00
(Side X) 1.50Long Span 4.00 (Side Y) 4.00
AreaSlab 6 Short Span 1.50
0.14 6.00(Side X) 1.50
Long Span 4.00 (Side Y) 4.00Area
Slab 5A Short Span 4.00 0.95 16.40 (Side X) 4.10Long Span 4.10 (Side Y) 4.00
AreaSlab 6A Short Span 4.00
0.95 16.40(Side X) 4.10
Long Span 4.10 (Side Y) 4.00
1.5
BEAM5A
BEAM5SLAB 5A SLAB 5
4.1 4.0
Beam 7A C2 BEAM 7
BEA
M6A
BEA
M6
SLAB 6A SLAB 6 4.0
Beam 5 Slab 5 effect 9.41
Total LL+Slab effect on Beam 5 9.41
Beam 6 Slab 6 effect 9.41
Total LL+Slab effect on Beam 6 9.41
Beam 7 Slab 5 effect 2.47Slab 6 effect 2.47Total LL+Slab effect on Beam 7 4.94
Beam 5A Slab 5 effect 9.41
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Analysis
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Slab 5A effect 6.58Total LL+Slab effect on Beam 5 16.00
Beam 6A Slab 6 effect 9.41Slab 6A effect 6.58Total LL+Slab effect on Beam 6 16.00
Beam 7A Slab 5A effect 6.91Slab 6A effect 6.91Total LL+Slab effect on Beam 7 13.82
End of LL + Slab Computations
Beam 5 Selfweight Base 0.20 m4.20Height 0.40 m
Lenght 4.00 m
Beam 6 Selfweight Base 0.20 m
4.20Height 0.40 mLenght 4.00 m
Beam 7 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 1.82 m
Beam 5A Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 4.00 m
Beam 6A Selfweight Base 0.32 m
5.33Height
0.40m
Lenght 4.00 m
Beam 7A Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 4.10 m
Computing for DESIGN MOMENT and STRESS
Beam 5 15.3030.6015.30
30.60
Beam 6 15.3030.6015.3030.60
Beam 7 12.40
Moment (Wult
L2/8)
Shear (Wult
L/2)
Moment (Wult
L2/8)
Shear (Wult
L/2)
Moment (Wult
L2/8)
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Analysis
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32.9812.4026.59
Beam 5A 16.00
31.9923.4646.92
Beam 6A 23.4646.9223.4646.92
Beam 7A 13.8229.0421.2943.64
Transferring action to Column
Beam 5 R5=Vu/2 15.30Beam 6 R6=Vu/2 15.30Beam 7 R7=(Vu/2)+R1+R2 43.89Beam 5A R5A=Vu/2 23.46Beam 6A R6A=Vu/2 23.46Beam 7A R7A=Vu/2 21.82
Earthquake NSCP 2.2.5.2.1 (1992) V=Design Base Shear V= 59.348Seismic Zone Factor Z= 0.60Importance Factor I= 1.00
Numerical Coeff 10.00
Numerical Coeff C=C= 7.04
Site Coeff S= 2.00
Fundamental Period of Vibration T=
Height 6.85
0.05T= 0.21
Applied Weight W= 140.54
Design Load for Column Pu= 433.53Mu= 135.51
Computing Footing Reactions
Shear (Wult
L/2)
Moment (Wult
L2/8)
Shear (Wult
L/2)
Moment (Wult
L2/8)
Shear (Wult
L/2)
Moment (Wult
L2/8)
Shear (Wult
L/2)
(ZIC/Rw)W
Rw=
1.25(S)/T(2/3)
Ct(h
n)3/4
hn=
Ct
=
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Column Dimensions Base 0.35Height 0.35Length 6.85
Column Weight 27.91
Bottom Reaction 281.08
Number of Storey 2.00
Overhang/Cantilever/CornerArea
Slab 7 Short Span 1.000.06 4.10
(Side X) 1.00Long Span 4.10 (Side Y) 4.10
AreaSlab 8 Short Span 1.00
0.44 1.50(Side X) 1.00
Long Span 1.50 (Side Y) 1.50Slab 9 Short Span 1.50
0.14 6.00(Side X) 4.00
Long Span 4.00 (Side Y) 1.50
Slab 10 Short Span 4.000.95 16.40
(Side X) 4.00Long Span 4.10 (Side Y) 4.10
1
BEAM8
BEAM14
SLAB 10 SLAB 7
4.0 4.1
BEAM 15 C3 BEAM 12BEAM1
3BEAM9
1.5 SLAB 9 SLAB 8 1.5
BEAM 11 BEAM 10
R7+R5A+R6A+R7A+COLUMN(WEIGHT)
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Analysis
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Beam 8 Slab 7 effect 9.92
Total LL+Slab effect on Beam 5 9.92
Beam 9 Slab 8 effect 3.15
Total LL+Slab effect on Beam 6 3.15
Beam 10 Slab 8 effect 1.65
Total LL+Slab effect on Beam 7 1.65
Beam 11 Slab 9 effect 9.41
Total LL+Slab effect on Beam 5 9.41
Beam 12 Slab 7 effect 1.65
Slab 8 effect 1.65Total LL+Slab effect on Beam 6 3.29
Beam 13 Slab 8 effect 3.15Slab 9 effect 3.53Total LL+Slab effect on Beam 7 6.68
Beam 14 Slab 7 effect 9.92Slab 10 effect 6.91Total LL+Slab effect on Beam 6 16.83
Beam 15 Slab 9 effect 9.41Slab 10 effect
6.58Total LL+Slab effect on Beam 7 16.00
End of LL + Slab Computations
Beam 8 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 4.10 m
Beam 9 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 1.50 m
Beam 10 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 1.00 m
Beam 11 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 4.00 m
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Analysis
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Beam 12 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 1.00 m
Beam 13 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 1.50 m
Beam 14 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 4.10 m
Beam 15 Selfweight Base 0.32 m5.33Height 0.40 m
Lenght 4.00 m
Computing for DESIGN MOMENT and STRESS
Beam 8 17.3936.5317.3935.64
Beam 9 10.6223.89
Shear (WL) 10.6215.93
Beam 10 9.119.11
Shear (WL) 9.119.11
Beam 11 16.8833.7616.8833.76
Beam 12 10.7629.11
Shear (WL) 10.7662.33
Beam 13 14.1538.98
Shear (WL) 7.4754.06
Beam 14 24.3051.06
Moment (WultL2/8)
Shear (Wult
L/2)
Moment (WL2)
Moment (WL2)
Moment (Wult
L2/8)
Shear (Wult
L/2)
Moment (WL2)
Moment (WL2)
Moment (WultL2/8)
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16.8333.66
Beam 15 16.0031.99
23.4646.92
Transferring action to Column
Beam 8 R8=Vu/2 17.82Beam 9 R9=Vu/2 7.96Beam 10 R10=Vu/2 4.56Beam 11 R11=Vu/2 16.88Beam 12 R12=Vu/2+R8+R9 64.92Beam 13 R13=Vu/2+R10+R11 53.02Beam 14 R14=Vu/2 16.83Beam 15 R15=Vu/2 23.46
Earthquake NSCP 2.2.5.2.1 (1992) V=Design Base Shear V= 93.308Seismic Zone Factor Z= 0.600Importance Factor I= 1.000
Numerical Coeff 10.000
Numerical Coeff C=C= 7.616
Site Coeff S= 2.000
Fundamental Period of Vibration T=
Height 5.850
0.050T= 0.188
Applied Weight W= 204.20
Design Load for Column Pu= 556.42Mu= 181.95
Computing Footing Reactions
Column Dimensions Base 0.45Height 0.45Length 6.85
Column Weight 45.97
Bottom Reaction 204.20
Number of Storey 2.00
Shear (Wult
L/2)
Moment (Wult
L2/8)
Shear (WultL/2)
(ZIC/Rw)W
Rw=
1.25(S)/T(2/3)
Ct(h
n)3/4
hn=
Ct=
R12+R13+R14+R15+COLUMN(WEIGHT)
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kgs
Newton (N)KiloNewton (KN)person/s
millimeter
Meter/sMeter/s
Meter/sMeter/s
Meter/sMeter/s
Meter/sMeter/s
Beam 1 on Slab 1
trapezoidBeam 1 on Slab 2
triangleBeam 2 on Slab 2
trapezoidBeam 2 on Slab 3
trapezoidBeam 3 on Slab 3
triangleBeam 3 on Slab 4
trapezoidBeam 4 on Slab 4
triangleBeam 4 on Slab 1triangle
m/sec2
KN/m2
KN/m2
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Analysis
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KN/m max 4KN/m min 1.5KN/m
KN/m max 4.5KN/m min 4KN/m
KN/m max 4.5KN/m min 3.75KN/m
KN/m max 3.75KN/m min 1.5KN/m
KN/m
KN/m
KN/m
KN/m
KN/mKN-m
KN/m
KN
KN/mKN-m
KN/mKN
KN/m
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Analysis
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KN-m
KN/mKN
KN/m
KN-mKN/mKN
KNKN ### C3KN 74.49 C2KN 77.54 C1
KN
mts 3.85
69.85
KN
KNKN-m
metermetermeterKN
KN
Storeies
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Analysis
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Meter/sMeter/s
Meter/sMeter/s
Meter/sMeter/s
Meter/sMeter/s
Beam 5 on Slab 5trapezoid
Beam 6 on Slab 6
trapezoidBeam 7 on Slab 5
triangleBeam 7 on Slab 6
triangleBeam 5A on Slab 5
trapezoidBeam 5A on Slab 5A
triangleBeam 6A on Slab 6
trapezoidBeam 6A on Slab 6A
triangleBeam 7A on Slab 5Atrapezoid
Beam 7A on Slab 6Atrapezoid
KN/m max 4min 1.5
KN/m
KN/m max 4
KN/m min 1.5KN/m
KN/m maxKN/m minKN/m
KN/m
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Analysis
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KN/mKN/m
KN/mKN/mKN/m
KN/mKN/mKN/m
KN/m
KN/m
KN/m
KN/m
KN/m
KN/m
KN/mKN-m
KN/m
KN
KN/mKN-m
KN/mKN
KN/m
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Analysis
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KN-m
KN/mKN
KN/m
KN-mKN/mKN
KN/mKN-m
KN/mKN
KN/mKN-m
KN/mKN
KNKNKN 74.49KNKNKN
KN
mts 3.85
69.85KN
KNKN-m
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Analysis
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metermetermeterKN
KN
Storeies
Meter/sMeter/s
Meter/s
Meter/sMeter/sMeter/s
Meter/sMeter/s
Beam 8 on Slab 7trapezoid
Beam 9 on Slab 8trapezoid
Beam 10 on Slab 8triangle
Beam 11 on Slab 9trapezoid
Beam 12 on Slab 7triangle
Beam 12 on Slab 8triangle
Beam 13 on Slab 8trapezoid
Beam 14 on Slab 7trapezoidBeam 14 on Slab 10
trapezoidBeam 15 on Slab 9
trapezoidBeam 15 on Slab 10
triangle
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Analysis
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KN/m max 4.1min 1
KN/m
KN/m max 1.5KN/m min 1KN/m
KN/m maxKN/m minKN/m
KN/m max 0min 0
KN/m
KN/m max 0
KN/m min 0KN/m
KN/m maxKN/m minKN/m
KN/m max 0KN/m min 0KN/m
KN/m maxKN/m minKN/m
KN/m
KN/m
KN/m
KN/m
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Analysis
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KN/m
KN/m
KN/m
KN/m
KN/mKN-m
KN/mKN
KN/mKN-mKN/mKN
KN/mKN-m
KN/mKN
KN/mKN-m
KN/mKN
KN/mKN-mKN/mKN
KN/mKN-mKN/mKN
KN/mKN-m
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Analysis
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KN/mKN
KN/mKN-m
KN/mKN
KNKNKN 158.23KNKNKNKNKN
KN
mts 3.85
69.85
KN
KNKN-m
metermetermeter
KN
KN
Storeies
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SLAB
Page 29
REINFORCED CONCRETE SLAB DESIGN
SLAB 1
Edge 1
C = Continuous
Ls 4100 mm D = Discontinuous
Edge4
Edge2
EDGE CONDITIONSEdge 1 C
Edge 2 C
Ll 4100 mm Edge 3 C
Edge 4 C
Edge 3
SHORT SPAN LONG SPAN
LENGTH OF SLAB SPAN mm 4100 4100
2 WAY 1.00
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 20
ASSUMED SLAB THICKNESS mm 110.0
Minimum Thickness OK mm 91.1
Maximum Thickness OK mm 114.0
Smax=2t mm 220
Concrete Density 23.5
LOADS
Selfweight 2.81
Dead Load 1.00
Live Load 2.00
Actual Load 11.77
SHORT SPAN LONG SPAN EDGE 1 EDGE 2 EDGE 3
s 0.024 0.024 0.031 0.032 0.031
Actual Moment kN-m 4.67 4.75 6.23 6.33 6.23
BAR SIZE mm 12 12 12 12 12
assumed spacing along mm 150 150 150 150 150
layer 1 or 2 B1 B2 T2 T1 T2
effective depthmm 84.00 72.00 72.00 84.00 72.00
Act. Steel Ratio 0.0090 0.0105 0.0105 0.0090 0.0105
Minimum Steel Ratio 0.0051 0.0051 0.0051 0.0051 0.0051
0.0378 0.0378 0.0378 0.0378 0.0378
Max. Steel Ratio 0.0284 0.0284 0.0284 0.0284 0.0284
Adapted Steel Ratio 0.0090 0.0105 0.0105 0.0090 0.0105
Resulting Moment kN-m 14.11 14.11 14.11 14.11 14.11
Remarks SAFE SAFE SAFE SAFE SAFE
DETAILS
Edge 1 C
Edge 2 C
Edge 3 C
Edge 4 C
kN/m3
kN/m2
kN/m2
kN/m2
kN/m2
bal
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SLAB
Page 30
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SLAB
Page 31
Ly/Lx = 1.0000 Nd = 0
0.85
SHORT 0
LONG 0
1000 per meter length used in design
0.850
0.9 strength reduction factor
per M length SHORT
113.10 Area of One Bar
EDGE 4 LONG
0.032 113.10 Area of One Bar
6.33 EDGE 112 113.10 Area of One Bar
150 EDGE 2
T1 113.10 Area of One Bar
84.00 EDGE 3
0.0090 113.10 Area of One Bar
0.0051 EDGE 4
0.0378 113.10 Area of One Bar
0.0284
0.0090
14.11
SAFE
SHORT 27.33 pcsLONG 27.33 pcs
SHORT 97.34 kgs
LONG 97.34 kgs
SHORT 1.91 KN
LONG 1.91 KN
Factor 1
based on 10.2.7.3
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SLAB
Page 32
development length
270.04 135.74
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SLAB
Page 33
g = 0.2204
SHORT SHORT
753.98 Total Area Bars 6.67 no of bars per met
LONG LONG
753.98 Total Area Bars 6.67 no of bars per met
EDGE 1 EDGE 1753.98 Total Area Bars 6.67 no of bars per met
EDGE 2 EDGE 2
753.98 Total Area Bars 6.67 no of bars per met
EDGE 3 EDGE 3
753.98 Total Area Bars 6.67 no of bars per met
EDGE 4 EDGE 4
753.98 Total Area Bars 6.67 no of bars per met
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SLAB
Page 34
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SLAB
Page 35
er
er
er
er
er
er
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SLAB
Page 36
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BEAM1
Page 37
Summary Results @ Midspan
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 139.61 KN-mCapacity Status FAIL
Shear -93.27 KN
Cross-Section DimensionsHeight of Beam mm 400
Width of Beam mm 320
Length of Beam mm 4000
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6 Total
Weight if Main Bars kgs 947.72 9.3
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 326.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0279
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -78.06
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 318.70
(fc'/3) bwd kN 159.35
d/4 mm 81.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM1
Page 38
d/2 mm 163.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 326.00 38.95 -171.33 -130.79 107.67 163.00 107.67
326.00 666.67 162.94 -155.44 -318.38 90.45 81.50 81.50
666.67 1166.67 285.14 -132.13 -417.26 245.05 81.50 81.50
1166.67 1666.67 407.34 -108.81 -516.15 141.50 81.50 81.50
1666.67 2166.67 529.54 -85.49 -615.04 78.96 81.50 78.96
2166.67 rest at 0.00 -186.53 -186.53 0.00 81.50 0.00
Support
L / 2
1@50mm0 to d
d to1666.67
1666.67 to 2166.67
follow table rest at Smax
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BEAM1
Page 39
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
096.15
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4865710.08 1
As = 2412748.8
d= 0
947.72 a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM1
Page 40
Ultimate Bending Moment Capacity
107.67 163 YES NO 163
90.45 81.5 YES NO
245.05 81.5 YES NO
141.50 81.5 YES NO
78.96 81.5 YES NO
0.00 81.5 YES NO
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BEAM1
Page 41
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM1
Page 42
39.77 KN-m
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BEAM2
Page 43
Summary Results @ Midspan
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 165.49 KN-mCapacity Status FAIL
Shear -100.76 KN
Cross-Section DimensionsHeight of Beam mm 400
Width of Beam mm 320
Length of Beam mm 4500
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 1066.18 10.46
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 326.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0279
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -86.16
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 318.70
(fc'/3) bwd kN 159.35
d/4 mm 81.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM2
Page 44
d/2 mm 163.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 326.00 38.95 -186.93 -140.32 100.36 163.00 100.36
326.00 750.00 183.30 -167.94 -351.24 92.24 81.50 81.50
750.00 1250.00 305.51 -145.55 -451.05 242.89 81.50 81.50
1250.00 1750.00 427.71 -123.16 -550.86 139.21 81.50 81.50
1750.00 2250.00 549.91 -100.76 -650.67 77.50 81.50 77.50
2250.00 rest at 0.00 -201.53 -201.53 0.00 81.50 0.00
Support
L / 2
1@50mm0 to d
d to1750
1750 to 2250
follow table rest at Smax
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BEAM2
Page 45
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
096.15
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 5473923.84 1
As = 2714342.4
d= 0
1066.18 a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM2
Page 46
Ultimate Bending Moment Capacity
100.36 163 YES NO 163
92.24 81.5 YES NO
242.89 81.5 YES NO
139.21 81.5 YES NO
77.50 81.5 YES NO
0.00 81.5 YES NO
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BEAM2
Page 47
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM2
Page 48
39.77 KN-m
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BEAM3
Page 49
Summary Results @ Midspan
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 128.55 KN-mCapacity Status FAIL
Shear -90.77 KN
Cross-Section DimensionsHeight of Beam mm 400
Width of Beam mm 320
Length of Beam mm 3750
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 888.48 8.72
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 326.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0279
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -74.99
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 318.70
(fc'/3) bwd kN 159.35
d/4 mm 81.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM3
Page 50
d/2 mm 163.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 326.00 38.95 -165.76 -127.17 110.74 163.00 110.74
326.00 625.00 152.75 -151.29 -304.04 88.80 81.50 81.50
625.00 1125.00 274.95 -127.08 -402.04 245.25 81.50 81.50
1125.00 1625.00 397.16 -102.88 -500.03 142.41 81.50 81.50
1625.00 2125.00 519.36 -78.67 -598.03 79.64 81.50 79.64
2125.00 rest at 0.00 -181.55 -181.55 0.00 81.50 0.00
Support
L / 2
1@50mm0 to d
d to1625
1625 to 2125
follow table rest at Smax
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BEAM3
Page 51
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
096.15
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4561603.2 m3 1
As = 2261952 m3
d= 0 Kg/m3
888.48 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM3
Page 52
Ultimate Bending Moment Capacity
110.74 163 YES NO 163
88.80 81.5 YES NO
245.25 81.5 YES NO
142.41 81.5 YES NO
79.64 81.5 YES NO
0.00 81.5 YES NO
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BEAM3
Page 53
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM3
Page 54
39.77 KN-m
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BEAM4
Page 56
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -86.51 -76.21 189.31 167.00 167.00
334.00 250.00 61.10 -92.74 -153.84 70.20 167.00 70.20
250.00 750.00 183.30 -55.64 -238.95 281.84 83.50 83.50
750.00 rest at 0.00 -111.29 -111.29 0.00 167.00 0.00
rest at rest at 0.00 -111.29 -111.29 0.00 167.00 0.00
rest at rest at 0.00 -111.29 -111.29 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to0
0 to 0
follow table rest at Smax
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BEAM4
Page 57
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 1824641.28 m3 1
As = 904780.8 m3d= 0 Kg/m3
355.39 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM4
Page 58
Ultimate Bending Moment Capacity
189.31 167 YES NO 167
70.20 167 YES NO
281.84 83.5 YES NO
0.00 167 YES NO
0.00 167 YES NO
0.00 167 YES NO
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BEAM4
Page 59
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM4
Page 60
39.77 KN-m
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BEAM5
Page 61
Summary Results @ Midspan
Bending Moment Capacity 59.45 KN-m
Moment Applied Moment 123.28 KN-mCapacity Status FAIL
Shear -76.94 KN
Cross-Section DimensionsHeight of Beam mm 400
Width of Beam mm 200
Length of Beam mm 4000
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 947.72 9.3
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0075
Compression STEEL RATIO 0.0152
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0436
Steel Reinforcement Ratio at Center of Gravity 0.0331
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -64.09
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 204.08
(fc'/3) bwd kN 102.04
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM5
Page 62
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 15.59 -141.03 -90.99 158.57 167.00 158.57
334.00 666.67 101.84 -128.23 -230.07 125.17 83.50 83.50
666.67 1166.67 178.21 -109.00 -287.21 227.97 83.50 83.50
1166.67 1666.67 254.59 -89.76 -344.35 135.81 83.50 83.50
1666.67 2166.67 330.96 -70.53 -401.49 123.92 83.50 83.50
2166.67 rest at 0.00 -153.88 -153.88 0.00 83.50 0.00
Support
L / 2
1@50mm0 to d
d to1666.67
1666.67 to 2166.67
follow table rest at Smax
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BEAM5
Page 63
d'>a
Compression Steel does not Yield
Ductile
52
Space in between 17.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4865710.08 m3 1
As = 2412748.8 m3d= 0 Kg/m3
947.72 kgs a
x= 3034.5
Taking (+) sign
x= 58
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM5
Page 64
Ultimate Bending Moment Capacity
158.57 167 YES NO 167
125.17 83.5 YES NO
227.97 83.5 YES NO
135.81 83.5 YES NO
123.92 83.5 YES NO
0.00 83.5 YES NO
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BEAM5
Page 65
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 49.30 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 66.06 KN-m
66.06 KN-m
59.45 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -47.24 mm= 140.17
Mn1= 114.14 KN-mMn2= -71.44 KN-m
42.70 KN-m
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BEAM5
Page 66
38.43 KN-m
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BEAM5A
Page 67
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 125.66 KN-mCapacity Status FAIL
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 4000
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 947.72 9.3
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -60.75
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM5A
Page 68
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -133.68 -111.37 129.55 167.00 129.55
334.00 666.67 162.94 -121.55 -284.48 101.23 83.50 83.50
666.67 1166.67 285.14 -103.31 -388.45 269.68 83.50 83.50
1166.67 1666.67 407.34 -85.08 -492.42 151.96 83.50 83.50
1666.67 2166.67 529.54 -66.85 -596.39 83.42 83.50 83.42
2166.67 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to1666.67
1666.67 to 2166.67
follow table rest at Smax
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BEAM5A
Page 69
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4865710.08 m3 1
As = 2412748.8 m3d= 0 Kg/m3
947.72 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM5A
Page 70
Ultimate Bending Moment Capacity
129.55 167 YES NO 167
101.23 83.5 YES NO
269.68 83.5 YES NO
151.96 83.5 YES NO
83.42 83.5 YES NO
0.00 167 YES NO
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BEAM5A
Page 71
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM5A
Page 72
39.77 KN-m
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BEAM6
Page 73
Summary Results @ Midspan
Bending Moment Capacity 59.45 KN-m
Moment Applied Moment 123.28 KN-mCapacity Status FAIL
Shear -76.94 KN
Cross-Section DimensionsHeight of Beam mm 400
Width of Beam mm 200
Length of Beam mm 4000
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 947.72 9.3
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0075
Compression STEEL RATIO 0.0152
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0436
Steel Reinforcement Ratio at Center of Gravity 0.0331
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -64.09
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 204.08
(fc'/3) bwd kN 102.04
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM6
Page 74
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 15.59 -141.03 -90.99 158.57 167.00 158.57
334.00 666.67 101.84 -128.23 -230.07 125.17 83.50 83.50
666.67 1166.67 178.21 -109.00 -287.21 227.97 83.50 83.50
1166.67 1666.67 254.59 -89.76 -344.35 135.81 83.50 83.50
1666.67 2166.67 330.96 -70.53 -401.49 123.92 83.50 83.50
2166.67 rest at 0.00 -153.88 -153.88 0.00 83.50 0.00
Support
L / 2
1@50mm0 to d
d to1666.67
1666.67 to 2166.67
follow table rest at Smax
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BEAM6
Page 75
d'>a
Compression Steel does not Yield
Ductile
52
Space in between 17.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4865710.08 m3 1
As = 2412748.8 m3d= 0 Kg/m3
947.72 kgs a
x= 3034.5
Taking (+) sign
x= 58
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM6
Page 76
Ultimate Bending Moment Capacity
158.57 167 YES NO 167
125.17 83.5 YES NO
227.97 83.5 YES NO
135.81 83.5 YES NO
123.92 83.5 YES NO
0.00 83.5 YES NO
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BEAM6
Page 77
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 49.30 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 66.06 KN-m
66.06 KN-m
59.45 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -47.24 mm= 140.17
Mn1= 114.14 KN-mMn2= -71.44 KN-m
42.70 KN-m
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BEAM6
Page 78
38.43 KN-m
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BEAM6A
Page 79
Summary Results @ Midspan
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 123.28 KN-mCapacity Status FAIL
Shear -76.94 KN
Cross-Section DimensionsHeight of Beam mm 400
Width of Beam mm 320
Length of Beam mm 4000
Reinforcement data
Bottom Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Top Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 947.72 9.3
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -64.09
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM6A
Page 80
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -141.03 -115.30 125.13 167.00 125.13
334.00 666.67 162.94 -128.23 -291.17 98.90 83.50 83.50
666.67 1166.67 285.14 -109.00 -394.14 265.80 83.50 83.50
1166.67 1666.67 407.34 -89.76 -497.10 150.53 83.50 83.50
1666.67 2166.67 529.54 -70.53 -600.07 82.91 83.50 82.91
2166.67 rest at 0.00 -153.88 -153.88 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to1666.67
1666.67 to 2166.67
follow table rest at Smax
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7/31/2019 My Structural Analysis (Building)REL3.1
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BEAM6A
Page 82
Ultimate Bending Moment Capacity
125.13 167 YES NO 167
98.90 83.5 YES NO
265.80 83.5 YES NO
150.53 83.5 YES NO
82.91 83.5 YES NO
0.00 167 YES NO
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BEAM6A
Page 83
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM6A
Page 84
39.77 KN-m
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BEAM7
Page 85
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 75.15 KN-mCapacity Status PASS
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 1820
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 431.21 4.23
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -46.16
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM7
Page 86
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -119.09 -94.21 153.15 167.00 153.15
334.00 303.33 74.14 -121.55 -195.68 66.96 83.50 66.96
303.33 803.33 196.34 -81.48 -277.81 259.65 83.50 83.50
803.33 1303.33 318.54 -41.41 -359.95 162.57 83.50 83.50
1303.33 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
rest at rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to1303.33
1303.33 to 0
follow table rest at Smax
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BEAM7
Page 87
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 2213898.09 m3 1
As = 1097800.7 m3d= 0 Kg/m3
431.21 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM7
Page 88
Ultimate Bending Moment Capacity
153.15 167 YES NO 167
66.96 83.5 YES NO
259.65 83.5 YES NO
162.57 83.5 YES NO
0.00 167 YES NO
0.00 167 YES NO
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BEAM7
Page 89
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM7
Page 90
39.77 KN-m
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BEAM7A
Page 91
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 127.98 KN-mCapacity Status FAIL
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 4100
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 971.41 9.53
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -61.05
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM7A
Page 92
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -133.97 -111.72 129.14 167.00 129.14
334.00 683.33 167.01 -121.55 -288.56 102.30 83.50 83.50
683.33 1183.33 289.21 -103.76 -392.97 270.39 83.50 83.50
1183.33 1683.33 411.41 -85.97 -497.39 151.95 83.50 83.50
1683.33 2183.33 533.62 -68.18 -601.80 83.31 83.50 83.31
2183.33 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to1683.33
1683.33 to 2183.33
follow table rest at Smax
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BEAM7A
Page 93
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4987352.83 m3 1
As = 2473067.52 m3d= 0 Kg/m3
971.41 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM7A
Page 94
Ultimate Bending Moment Capacity
129.14 167 YES NO 167
102.30 83.5 YES NO
270.39 83.5 YES NO
151.95 83.5 YES NO
83.31 83.5 YES NO
0.00 167 YES NO
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BEAM7A
Page 95
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM7A
Page 96
39.77 KN-m
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BEAM8
Page 97
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 127.98 KN-mCapacity Status FAIL
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 4100
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6 WT OF REBARS
Weight if Bars kgs 971.41 9.53
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -61.05
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM8
Page 98
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -133.97 -111.72 129.14 167.00 129.14
334.00 683.33 167.01 -121.55 -288.56 102.30 83.50 83.50
683.33 1183.33 289.21 -103.76 -392.97 270.39 83.50 83.50
1183.33 1683.33 411.41 -85.97 -497.39 151.95 83.50 83.50
1683.33 2183.33 533.62 -68.18 -601.80 83.31 83.50 83.31
2183.33 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to1683.33
1683.33 to 2183.33
follow table rest at Smax
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BEAM8
Page 99
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4987352.83 m3 1
As = 2473067.52 m3d= 0 Kg/m3
971.41 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM8
Page 100
Ultimate Bending Moment Capacity
129.14 167 YES NO 167
102.30 83.5 YES NO
270.39 83.5 YES NO
151.95 83.5 YES NO
83.31 83.5 YES NO
0.00 167 YES NO
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BEAM8
Page 101
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM8
Page 102
39.77 KN-m
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BEAM9
Page 103
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 67.74 KN-mCapacity Status PASS
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 1500
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 355.39 3.49
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -40.45
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM9
Page 104
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -113.38 -87.49 164.91 167.00 164.91
334.00 250.00 61.10 -121.55 -182.65 59.13 83.50 59.13
250.00 750.00 183.30 -72.93 -256.23 262.83 83.50 83.50
750.00 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
rest at rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
rest at rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to0
0 to 0
follow table rest at Smax
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BEAM9
Page 105
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 1824641.28 m3 1
As = 904780.8 m3d= 0 Kg/m3
355.39 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM9
Page 106
Ultimate Bending Moment Capacity
164.91 167 YES NO 167
59.13 83.5 YES NO
262.83 83.5 YES NO
0.00 167 YES NO
0.00 167 YES NO
0.00 167 YES NO
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BEAM9
Page 107
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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7/31/2019 My Structural Analysis (Building)REL3.1
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BEAM10
Page 109
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 56.15 KN-mCapacity Status PASS
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 1000
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 236.93 2.32
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -24.21
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM10
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d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -97.14 -68.39 210.97 167.00 167.00
334.00 166.67 40.73 -121.55 -162.28 44.36 167.00 44.36
166.67 666.67 162.94 -48.62 -211.55 282.97 83.50 83.50
666.67 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
rest at rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
rest at rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to0
0 to 0
follow table rest at Smax
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BEAM10
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d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 1216427.52 m3 1
As = 603187.2 m3d= 0 Kg/m3
236.93 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM10
Page 112
Ultimate Bending Moment Capacity
210.97 167 YES NO 167
44.36 167 YES NO
282.97 83.5 YES NO
0.00 167 YES NO
0.00 167 YES NO
0.00 167 YES NO
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BEAM10
Page 113
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM10
Page 114
39.77 KN-m
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BEAM11
Page 115
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 125.66 KN-mCapacity Status FAIL
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 4000
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 947.72 9.3
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
4000 MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -60.75
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM11
Page 120
39.77 KN-m
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BEAM12
Page 121
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 56.15 KN-mCapacity Status PASS
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 1000
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 236.93 2.32
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
1000 MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -24.21
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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BEAM12
Page 123
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 1216427.52 m3 1
As = 603187.2 m3d= 0 Kg/m3
236.93 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM12
Page 124
Ultimate Bending Moment Capacity
210.97 167 YES NO 167
44.36 167 YES NO
282.97 83.5 YES NO
0.00 167 YES NO
0.00 167 YES NO
0.00 167 YES NO
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BEAM12
Page 125
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM12
Page 126
39.77 KN-m
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BEAM13
Page 128
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -113.38 -87.49 164.91 167.00 164.91
334.00 250.00 61.10 -121.55 -182.65 59.13 83.50 59.13
250.00 750.00 183.30 -72.93 -256.23 262.83 83.50 83.50
750.00 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
rest at rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
rest at rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to0
0 to 0
follow table rest at Smax
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BEAM13
Page 131
Compression Steel does not Yield
Go to 1
d'= 58.8 mm
b c
563980.03 ###
a= 44.57 mmfs'= 600 MPA
Mn1= 0.00 KN-mMn2= 96.15 KN-m
96.15 KN-m
86.54 KN-m
d'= 58.8 mm= 0.85fc'ab
= 0.85fc'ab
= -29.52 mm= 87.6
Mn1= 114.14 KN-mMn2= -69.95 KN-m
44.19 KN-m
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BEAM14
Page 134
d/2 mm 167.00
Distance from Vc Vu Vs S Smax Use
face of support (mm) (KN) (KN) (KN) (mm) (mm) (mm)
50 to 334.00 39.90 -133.97 -111.72 129.14 167.00 129.14
334.00 683.33 167.01 -121.55 -288.56 102.30 83.50 83.50
683.33 1183.33 289.21 -103.76 -392.97 270.39 83.50 83.50
1183.33 1683.33 411.41 -85.97 -497.39 151.95 83.50 83.50
1683.33 2183.33 533.62 -68.18 -601.80 83.31 83.50 83.31
2183.33 rest at 0.00 -145.86 -145.86 0.00 167.00 0.00
Support
L / 2
1@50mm0 to d
d to1683.33
1683.33 to 2183.33
follow table rest at Smax
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BEAM14
Page 135
d'>a
Compression Steel does not Yield
Ductile
172
Space in between 57.33
2020161616
17.6
KN0
0.9 pure flexure
0.75 flexure and axial
c= 0.7 other members
As' = 4987352.83 m3 1
As = 2473067.52 m3d= 0 Kg/m3
971.41 kgs a
x= 4855.2
Taking (+) sign
x= 52.43
Nominal Moment Capacity
Ultimate Bending Moment Capacity
2
a>d' (As-As')fy
ad' a
a
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BEAM14
Page 136
Ultimate Bending Moment Capacity
129.14 167 YES NO 167
102.30 83.5 YES NO
270.39 83.5 YES NO
151.95 83.5 YES NO
83.31 83.5 YES NO
0.00 167 YES NO
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BEAM14
Page 138
39.77 KN-m
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BEAM15
Page 139
Summary Results Cantilever Beam
Bending Moment Capacity 86.54 KN-m
Moment Applied Moment 125.66 KN-mCapacity Status FAIL
Shear -72.93 KN
Cross-Section DimensionsHeight of Cantilever Beam mm 400
Width of Cantilever Beam mm 320
Length of Cantilever Beam mm 4000
Reinforcement data
Top Bars 1
First layer bars
Number of Reinforce Bars (1) 3
BAR (1) SIZE mm 16
Second layer bars
Number of Reinforce Bars (2) 0
BAR (2) SIZE mm 16
Bottom Bars
Number of Reinforce Bars (1) 5
BAR (1) SIZE mm 17.6
Weight if Bars kgs 947.72 9.3
Stirrup Size mm 10 0.02
Strength Reduction Factor 0.9
Steel Yield Strength MPA 275
Concrete Compressive Strength MPA 21
Concrete Cover mm 40
AREA OF ONE BAR (first layer) 201.06
AREA OF ONE BAR (second layer) 0
AREA OF ONE BAR (compression) 243.29
Total Area of Compression Reinforcement Bars 1216.43
Total Area of Tensile Reinforcement Bars 603.19EFFECTIVE DEPTH OF BEAM mm 334.00
Tensile STEEL RATIO 0.0047
Compression STEEL RATIO 0.0095
MINIMUM STEEL RATIO 0.0051
0.850
Reinforcement ratio producing balanced strain condition 0.0378
MAXIMUM STEEL Reinforcement RATIO 0.0284
MAXIMUM STEEL Double Reinforcement RATIO 0.0379
Steel Reinforcement Ratio at Center of Gravity 0.0274
Compression Steel does not Yield
Ductility Test Beam is: Ductile
Shear Reinforcement
Vu @ a distance of "d" from face of support kN -60.75
Area of Shear Reinfrocement mm 157.08
2/3fc' bwd kN 326.52
(fc'/3) bwd kN 163.26
d/4 mm 83.50
Mu
=
Mz=
mm2
mm2
mm2
mm2
mm2
Factor1
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COLUMN1
Page 145
DESIGN OF BOTTOM INNER COLUMNS
Summary Results
Applied Moment 90.37 KN-m
Applied Axial Load 550.61 KN
Nominal Load 786.58 KNPass 1416.33 KNCross-Section Dimensions
Height of Beam critical H = 350 mm
Base of Beam B = 350 mmOther Datas
Concrete Cover 70 mm
Bar Type Fc' = 21 Mpa
Fy = 275 Mpa
e = 164.13 mm
Bars Bar Pcs stirrups = 10 mm
20 4 corner mm
16 4 in between
As = 2513.28
105 mm
210 mm
280 mm
Assuming As'=As Weight= 0.02 kgs
Assuming that Comp. And Tensile steel yields 0.22 KN
FH=0 ; Pn+T = C + C'
Equation 1
Pn = 0.85fc'aB + As'fy - Asfy
M@ the Tensile Steel
Equation 2
Equating 1 and 2a
3123.75 + -67940.96 + -145141920
By Quadratic Formula
x = (-b (+/-) b^2 - 4 ac ) / 2a
=67940.96 (+/-) 1348393.22
6247.5
taking + 226.7 mm
taking - -204.95 mm use 226.7 mmPn 1416.33 KN
0.85
d= 270
0.0266
0.0378
0.0284
Mumax
=
Pumax
=
mm2
x1
=
x2
=
x3
=
Pn (e+x1) = As'fyx
2+ 0.85fc'aB (x
3- (a/2))
a2
1=
=As/(b d) =
b= 0.85
1fc'/f
y(600/(600 + f
y)) =
max= 0.75
b=
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COLUMN1
Page 147
RESULTS
Ductile
127.51
921.97
7.23
1000
1000
1000000
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COLUMN1
Page 148
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COLUMN2
Page 149
DESIGN OF BOTTOM OUTER COLUMNS
Summary Results
Applied Moment 135.51 KN-m
Applied Axial Load 433.53 KN
Nominal Load 619.34 KNPass 738.10 KNCross-Section Dimensions
Height of Beam critical H = 350 mm
Base of Beam B = 350 mmOther Datas
Concrete Cover 70 mm
Bar Type Fc' = 21 Mpa
Fy = 275 Mpa
e = 312.57 mm
Bars Bar Pcs stirrups = 10 mm
20 4 corner mm
16 4 in between
As = 2513.28
105 mm
210 mm
280 mm
Assuming As'=As Weight= 0.02 kgs
Assuming that Comp. And Tensile steel yields 0.22 KN
FH=0 ; Pn+T = C + C'
Equation 1
Pn = 0.85fc'aB + As'fy - Asfy
M@ the Tensile Steel
Equation 2
Equating 1 and 2a
3123.75 + 859478.72 + -145141920
By Quadratic Formula
x = (-b (+/-) b^2 - 4 ac ) / 2a
=-859478.72 (+/-) 1597576.91
6247.5
taking + 118.14 mm
taking - -393.29 mm use 118.14 mmPn 738.1 KN
0.85
d= 270
0.0266
0.0378
0.0284
Mumax
=
Pumax
=
mm2
x1
=
x2
=
x3
=
Pn (e+x1) = As'fyx
2+ 0.85fc'aB (x
3- (a/2))
a2
1=
=As/(b d) =
b= 0.85
1fc'/f
y(600/(600 + f
y)) =
max= 0.75
b=
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COLUMN2
Page 150
Ductile
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COLUMN2
Page 152
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INNER SQUARE FOOTING
Page 158
Design Moment 24.09 KN-m
Reinforcement Details
Actual Steel Ratio 1.75E-03
Balanced Steel Ratio 0.0378
Maximum Steel Ratio 0.0284
Minimum Steel Ratio 0.0051
Adapted Steel Ratio 0.0051
Bar Size to be used 16 mm
Bar Area 201.06Steel Area 1416.29
No. of Bars to be used 7.04 pcs
Adapted No. of Bars distributed both ways 8 pcs
spacing 143.0 mm
Engr. Leandro B. Piczon II
mm2mm2
-30
-20
-10
0
10
2024.09
-24.09
Moment Diagram (kN-m)
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