My Structural Analysis (Building)REL3.1

7/31/2019 My Structural Analysis (Building)REL3.1

1/174

INTRO

Page 1

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

II.b. WarrantyI tried my very be

However, advent

I can also give yo

II.c. LiabilityUnder no circum

II.d. Use of appli

Free use is limite

II.e. Corporate us

As companies ar

III. DistributionHere are some b

III.a. Private distri

You may give aw

III.b. MirroringIf you want to mir

III.c. Publishing

PLEASE EDIT ONLY BLUE CELLS NOT OTHER TEXT


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INTRO

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You may publish


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INTRO

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ublic License (DPL)

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INTRO

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INTRO

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INTRO

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INTRO

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removed after the evaluation time has ended).

it the support forum for more information.


8/174

INTRO

Page 8

pensation.


9/174

Analysis

Page 9

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




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

Page 10

Beam 1 Slab 1 effect 9.41Slab 2 effect 6.58Total LL+Slab effect on Beam 1 16.00




End of LL + Slab Computations

Beam 1 Selfweight Base 0.32 m5.332Height 0.40 m

Lenght 4.00 m


Lenght 4.50 m


Lenght3.75

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

Page 11

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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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


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 5A Slab 5 effect 9.41


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Analysis

Page 13

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



Lenght 4.00 m

Beam 6 Selfweight Base 0.20 m

4.20Height 0.40 mLenght 4.00 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


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

Page 14

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


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



Site Coeff S= 2.00


Height 6.85

0.05T= 0.21




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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Analysis

Page 15


Column Weight 27.91


Number of Storey 2.00

Overhang/Cantilever/CornerArea




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


Slab 10 Short Span 4.000.95 16.40


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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Slab 8 effect 1.65Total LL+Slab effect on Beam 6 3.29



Beam 15 Slab 9 effect 9.41Slab 10 effect

6.58Total LL+Slab effect on Beam 7 16.00



Lenght 4.10 m


Lenght 1.50 m


Lenght 1.00 m


Lenght 4.00 m


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Analysis

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Lenght 1.00 m


Lenght 1.50 m


Lenght 4.10 m


Lenght 4.00 m


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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Analysis

Page 18

16.8333.66

Beam 15 16.0031.99

23.4646.92


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



Site Coeff S= 2.000


Height 5.850

0.050T= 0.188





Column Weight 45.97


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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Analysis

Page 19

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





triangleBeam 4 on Slab 1triangle

m/sec2

KN/m2

KN/m2


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Analysis

Page 20

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


21/174

Analysis

Page 21

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


22/174

Analysis

Page 22

Meter/sMeter/s

Meter/sMeter/s

Meter/sMeter/s

Meter/sMeter/s

Beam 5 on Slab 5trapezoid

Beam 6 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


23/174

Analysis

Page 23

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


24/174

Analysis

Page 24

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


25/174

Analysis

Page 25

metermetermeterKN

KN

Storeies

Meter/sMeter/s

Meter/s

Meter/sMeter/sMeter/s

Meter/sMeter/s



Beam 10 on Slab 8triangle





Beam 14 on Slab 7trapezoidBeam 14 on Slab 10



triangle


26/174

Analysis

Page 26

KN/m max 4.1min 1

KN/m

KN/m max 1.5KN/m min 1KN/m


KN/m max 0min 0

KN/m

KN/m max 0

KN/m min 0KN/m


KN/m max 0KN/m min 0KN/m


KN/m

KN/m

KN/m

KN/m


27/174

Analysis

Page 27

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


28/174

Analysis

Page 28

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


30/174

SLAB

Page 30


31/174

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


0.0051 EDGE 4


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


32/174

SLAB

Page 32

development length

270.04 135.74


33/174

SLAB

Page 33

g = 0.2204

SHORT SHORT

753.98 Total Area Bars 6.67 no of bars per met

LONG LONG


EDGE 1 EDGE 1753.98 Total Area Bars 6.67 no of bars per met

EDGE 2 EDGE 2


EDGE 3 EDGE 3


EDGE 4 EDGE 4



34/174

SLAB

Page 34


35/174

SLAB

Page 35

er

er

er

er

er

er


36/174

SLAB

Page 36


37/174

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


BAR (2) SIZE mm 16

Top Bars


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




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


38/174

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


39/174

BEAM1

Page 39

d'>a


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


40/174

BEAM1

Page 40


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


41/174

BEAM1

Page 41


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


42/174

BEAM1

Page 42

39.77 KN-m


43/174

BEAM2

Page 43




Shear -100.76 KN




Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Top Bars


BAR (1) SIZE mm 17.6

Weight if Bars kgs 1066.18 10.46














0.850







Shear Reinforcement



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


44/174

BEAM2

Page 44

d/2 mm 163.00



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



45/174

BEAM2

Page 45

d'>a


Ductile

172


096.15

KN0

0.9 pure flexure



As' = 5473923.84 1

As = 2714342.4

d= 0

1066.18 a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


46/174

BEAM2

Page 46


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


47/174

BEAM2

Page 47


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


48/174

BEAM2

Page 48

39.77 KN-m


49/174

BEAM3

Page 49




Shear -90.77 KN




Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Top Bars

















0.850







Shear Reinforcement



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


50/174

BEAM3

Page 50

d/2 mm 163.00



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



51/174

BEAM3

Page 51

d'>a


Ductile

172


096.15

KN0

0.9 pure flexure



As' = 4561603.2 m3 1

As = 2261952 m3

d= 0 Kg/m3

888.48 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


52/174

BEAM3

Page 52


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


53/174

BEAM3

Page 53


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


54/174

BEAM3

Page 54

39.77 KN-m


55/174


56/174

BEAM4

Page 56

d/2 mm 167.00



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



57/174

BEAM4

Page 57

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 1824641.28 m3 1

As = 904780.8 m3d= 0 Kg/m3

355.39 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


58/174

BEAM4

Page 58


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


59/174

BEAM4

Page 59


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


60/174

BEAM4

Page 60

39.77 KN-m


61/174

BEAM5

Page 61




Shear -76.94 KN




Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Top Bars

















0.850







Shear Reinforcement



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


62/174

BEAM5

Page 62

d/2 mm 167.00



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



63/174

BEAM5

Page 63

d'>a


Ductile

52


2020161616

17.6

KN0

0.9 pure flexure



As' = 4865710.08 m3 1

As = 2412748.8 m3d= 0 Kg/m3

947.72 kgs a

x= 3034.5

Taking (+) sign

x= 58



2

a>d' (As-As')fy

ad' a

a


64/174

BEAM5

Page 64


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


65/174

BEAM5

Page 65


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


66/174

BEAM5

Page 66

38.43 KN-m


67/174

BEAM5A

Page 67

Summary Results Cantilever Beam



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


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850







Shear Reinforcement



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


68/174

BEAM5A

Page 68

d/2 mm 167.00



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



69/174

BEAM5A

Page 69

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 4865710.08 m3 1

As = 2412748.8 m3d= 0 Kg/m3

947.72 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


70/174

BEAM5A

Page 70


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


71/174

BEAM5A

Page 71


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


72/174

BEAM5A

Page 72

39.77 KN-m


73/174

BEAM6

Page 73




Shear -76.94 KN




Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Top Bars

















0.850







Shear Reinforcement



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


74/174

BEAM6

Page 74

d/2 mm 167.00



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



75/174

BEAM6

Page 75

d'>a


Ductile

52


2020161616

17.6

KN0

0.9 pure flexure



As' = 4865710.08 m3 1

As = 2412748.8 m3d= 0 Kg/m3

947.72 kgs a

x= 3034.5

Taking (+) sign

x= 58



2

a>d' (As-As')fy

ad' a

a


76/174

BEAM6

Page 76


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


77/174

BEAM6

Page 77


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


78/174

BEAM6

Page 78

38.43 KN-m


79/174

BEAM6A

Page 79




Shear -76.94 KN




Reinforcement data

Bottom Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Top Bars

















0.850







Shear Reinforcement



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


80/174

BEAM6A

Page 80

d/2 mm 167.00



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



81/174


82/174

BEAM6A

Page 82


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


83/174

BEAM6A

Page 83


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


84/174

BEAM6A

Page 84

39.77 KN-m


85/174

BEAM7

Page 85



Moment Applied Moment 75.15 KN-mCapacity Status PASS

Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850







Shear Reinforcement



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


86/174

BEAM7

Page 86

d/2 mm 167.00



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



87/174

BEAM7

Page 87

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 2213898.09 m3 1

As = 1097800.7 m3d= 0 Kg/m3

431.21 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


88/174

BEAM7

Page 88


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


89/174

BEAM7

Page 89


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


90/174

BEAM7

Page 90

39.77 KN-m


91/174

BEAM7A

Page 91




Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850







Shear Reinforcement



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


92/174

BEAM7A

Page 92

d/2 mm 167.00



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



93/174

BEAM7A

Page 93

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 4987352.83 m3 1

As = 2473067.52 m3d= 0 Kg/m3

971.41 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


94/174

BEAM7A

Page 94


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


95/174

BEAM7A

Page 95


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


96/174

BEAM7A

Page 96

39.77 KN-m


97/174

BEAM8

Page 97




Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars


BAR (1) SIZE mm 17.6 WT OF REBARS















0.850







Shear Reinforcement



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


98/174

BEAM8

Page 98

d/2 mm 167.00



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



99/174

BEAM8

Page 99

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 4987352.83 m3 1

As = 2473067.52 m3d= 0 Kg/m3

971.41 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


100/174

BEAM8

Page 100


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


101/174

BEAM8

Page 101


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


102/174

BEAM8

Page 102

39.77 KN-m


103/174

BEAM9

Page 103




Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850







Shear Reinforcement



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


104/174

BEAM9

Page 104

d/2 mm 167.00



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



105/174

BEAM9

Page 105

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 1824641.28 m3 1

As = 904780.8 m3d= 0 Kg/m3

355.39 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


106/174

BEAM9

Page 106


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


107/174

BEAM9

Page 107


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


108/174


109/174

BEAM10

Page 109




Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850







Shear Reinforcement



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


110/174

BEAM10

Page 110

d/2 mm 167.00



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



111/174

BEAM10

Page 111

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 1216427.52 m3 1

As = 603187.2 m3d= 0 Kg/m3

236.93 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


112/174

BEAM10

Page 112


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


113/174

BEAM10

Page 113


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


114/174

BEAM10

Page 114

39.77 KN-m


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BEAM11

Page 115




Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850


4000 MAXIMUM STEEL Reinforcement RATIO 0.0284





Shear Reinforcement



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




Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850


1000 MAXIMUM STEEL Reinforcement RATIO 0.0284





Shear Reinforcement



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


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 1216427.52 m3 1

As = 603187.2 m3d= 0 Kg/m3

236.93 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


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BEAM12

Page 124


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


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

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39.77 KN-m


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BEAM13

Page 128

d/2 mm 167.00



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



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BEAM13

Page 131


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



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



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BEAM14

Page 135

d'>a


Ductile

172


2020161616

17.6

KN0

0.9 pure flexure



As' = 4987352.83 m3 1

As = 2473067.52 m3d= 0 Kg/m3

971.41 kgs a

x= 4855.2

Taking (+) sign

x= 52.43



2

a>d' (As-As')fy

ad' a

a


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BEAM14

Page 136


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

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39.77 KN-m


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BEAM15

Page 139




Shear -72.93 KN




Reinforcement data

Top Bars 1

First layer bars


BAR (1) SIZE mm 16

Second layer bars


BAR (2) SIZE mm 16

Bottom Bars

















0.850







Shear Reinforcement



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


151/174


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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)


159/

My Structural Analysis (Building)REL3.1

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