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Beam Design
Beam Datawidth 300 mmdepth 600 mm d' 48 mm .= cc+ sdia + mdia/2
25 mm eff depth 553 mm .= d - d'
Material GradesConcrete 30 MPa
Steel 415 MPa
Moment 675 KN-m 7.37xumax 265 .= (700/(1100 * (0.87 * fy)) * dMulim 379 .= 0.36*fck*b*xumax*(d-(0.42*xumax))
4.14
Beam is designed as Doubly Reinforced Beam
Area of Steel Tension (Ast) Compr (Asc)Percentage 2.411 % 1.040 % Refer Table 45-56 SP 16 pg 81-92Area of Steel 3996 sqmm 1723 sqmm
Tension Reinforcement Type Bar dia Nos Area of Steel
Layer 1 25 mm 4 1963 sqmmLayer 2 25 mm 2 982 sqmmLayer 3 25 mm 4 1963 sqmm
Total Steel Provided 4909 sqmm 2.962 %Provided Steel OK
Compression ReinforcementType Bar dia Nos Area of Steel
Layer 1 25 mm 4 1963 sqmmLayer 2 25 mm 0 0 sqmmLayer 3 0 sqmm
Total Steel Provided 1963 sqmm 1.185 %Provided Steel OK
Shear Force (Vu) 300 KNζv 1.810 .=Vu / (b * d)ζc 0.774 Refer Table 61 SP 16 pg 179ζcmax 3.5 Refer Table J SP 16 pg 175
Type Bar Dia Nos Area of SteelLayer 1 25 mm 2 982 sqmmLayer 2 25 mm 2 982 sqmmLayer 3 20 mm 2 628 sqmm
Total Steel Provided 2592 sqmm 1.564 %
Sectional Dimensions OKShear Reinforcements required
Type of stirrup 2 leggedStirrup diameter 10 mmSpacing 182 c/c
clear cover to main reinf.
Mu/bd2
Mulim/bd2
or =(0.85*√(0.8*fck)*√(1+5β)-1)) / (6β)
Steel Calculation
Grade Check8.5
SRB DRBa 0.50 a 0.50b -3.611 b -3.611c 7.371 c 4.143-p Err:502 -p 1.433
Ast Err:502 .=(p*b*d)/100 Astlim 2375 .=(p*b*d)/100
Mu2 296 .=Mu - MulimAst2 1621 .=Mu2/((0.87*fy)*(d-d'))Ast 3996 .=Astlim+Ast2
0.0860 d'/d 0.100.1 fsc 353 Refer Table F SP 16 pg 13
fcc 13.38 .=0.466*fckAsc 1723 .=Mu2/((fsc-fcc)*(d-d'))
Min steel % 0.205 .=0.85% / fyAst 3996Asc 1723
Min Steel 339 .=(0.85*b*d) / fyMax Steel 6630 .=0.04*b*d)
Ast 3996Asc 1723
Shear Calculations
Pt provided 1.564 .=(Ast*100)/(b*d)Pc provided 1.185 .=(Asc*100)/(b*d)
β 2.228 .=(0.8*fck)/(6.89*Pt)
Shear Capacity of Concrete (Vs) 128 .=ζc*b*dShear Stg to be caried by Stirrup (Vus) 172 .=Vu-Vs
Spacingactual req 182 .=(Asv*0.87fy*d)/Vus
min 473 .=(Asv*0.87fy)/(b*0.4)max 414 .=0.75dmax 300 .=300mm
.=(0.87435/100) * (fy/fck)2 .=(0.87435/100) * (fy/fck)2
.=(0.87/100) * (fy) .=(0.87/100) * (fy)
.=Mu/bd2 .=Mulim/bd2
.=-(b±√(b2-4ac))/2a .=-(b±√(b2-4ac))/2a
prov
ide
the
leas
t of t
he 4
Slab Design
Slab thickness t 125 mm Sunken Depth 325 mmfck 20 MPafy 415 MPa
LoadingSlab Load Sunken Slab LoadDead Load DL 3.125 KN/m Dead Load DL 3.125 KN/mLive Load LL 3.000 KN/m Filler Load FL 5 KN/mFinishes Load WL 1.000 KN/m Live Load LL 3.0 KN/mTotal Load Ws 7.125 KN/m Finishes Load WL 1.0 KN/mFactored Load Wsu 11 KN/m Total Load Wsk 11.74 KN/m
Factored Load Wsku 18 KN/m
Slab DataSlab Type Regular
Load 11 KN/mLonger Span (ly) 8.20 m ly/lx ratio 2.05Shorter Span (lx) 4.00 m Slab type -
Loading on edges one way two way
21 KN/m .=w*lx/2
.=w*lx/3
Moments one way two wayMx 21 KN-m
Thickness Check OK .=Mulim > Mux or Muy
Deflection 10 mm
Area of SteelAstx Refer Chart 4 SP 16 pg 21 or
647 sqmm Refer Table 5-44 SP 16 pg 51-80
Spacing required in mm
x y x y x y x x78 c/c 121 c/c 175 c/c 311 c/c
.=ast of bar*1000/ast req
x y
Concrete Steel
Wlonger .=(w*lx/2) + (1-(1/3)*(lx/ly)2)
Wshorter
.=w*lx2/ 8 .=αx * w*lx2
.=αy * w*lx2
.= 5*W*l4/(384EI)
8# 10# 12# 16#
Final Ast provided
Design Calculations
ONE WAY TWO WAYa 0.75 a 0.75b -3.611 b -3.611
cx 1.939 cy #VALUE!-px 0.616 -py #VALUE!Ast 647 .=(p*b*d)/100 Ast #VALUE! .=(p*b*d)/100
Min Ast %0.12 150
Interpolation
Tabl
e 26
IS 4
56 p
g 91
1 0.056ly/lx 1.1 0.064
1.2 0.0720.00 0.00 2.05 #N/A #N/A #N/A 0.056 1.3 0.079
1.4 0.0851.5 0.089
2 0.107
xumax 50 .= (700/(1100 * (0.87 * fy)) * d
Mulim 30 KN-m .= 0.36*fck*b*xumax*(d-(0.42*xumax))
2.761.94
#VALUE!
E 2.24E+07
I 1.63E-04Defln 9.79
.=(0.87435/100) * (fy/fck)2 .=(0.87435/100) * (fy/fck)2
.=(0.87/100) * (fy) .=(0.87/100) * (fy)
.=Mu/bd2 .=Mu/bd2
.=-(b±√(b2-4ac))/2a .=-(b±√(b2-4ac))/2a
mm2
αx αylower value
upper value
exact value
lower value
upper value
interptn. value
Mulim/bd2
Mux/bd2
Muy/bd2
.= bd3/12
.= 5*W*l4/(384EI)
Column Design
Design LoadsLoad Pu 2000 KN
Moment Mu 75 KN-m
Column Datawidth b 400 mmdepth d 400 mmlength l 4.50 meters
GradeConcrete fck 30 MPa
Steel fy 415 MPa
Pu/(fckbd) 0.42 Minimum eccentricity0.05 ex 2.23 mm OK
d'/d 0.05 ey 2.23 mm OK
Refer Chart 31 of SP 16, Page no: 116
pt/fck 0.18
pt 5.40%Ast 8640 sqmm
Number of bars dia nos ast
25 mm 4 1963 sqmm ● ● ● ● ● ● 4- ###
25 mm 4 1963 sqmm 4- ###
25 mm 4 1963 sqmm ● ● ● ● ● ● 4- ###
Total 12 5890 sqmm
Increase the bar diameter or The total number of bars provided
Mu/(fckbd2)
ACE GROUP ARCHITECTS (P) Ltd.Architects & Consulting Engineers
GAT M2
Fahim H. Bepari22-Apr-2023
Slab thickness t 150 mmfck 25 MPafy 415 MPa
LoadingSlab LoadDead Load DL 3.75 KN/mLive Load LL 5.00 KN/mGarden Load GL 7.20 KN/mWater Proofing Load WL 1.00 KN/mTotal Load Ws 16.95 KN/mFactored Load Wsu 25 KN/m
Design & Reinforcement Details of Slabs
Slab Data
ly/lx
Sla
b ty
pe Loading on edges Moments Area of SteelSpacing required in mm
Sl.No Sl. Id ThicknessLoad 16# 20#
Wsu / Wsku ly lx Mx My Astx Asty x y x y x y x y x y x y
1 Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
2 Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
3 Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
3A Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
3B Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
4 Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
5 Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
6 Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
7 Regular 150 mm 25 KN 6.00 m 6.00 m 1.00 + 51 KN/m 51 KN/m 51 KN-m 51 KN-m OK 1313 sqmm 1313 sqmm 38 c/c 38 c/c 60 c/c 60 c/c 86 c/c 86 c/c 153 c/c 153 c/c 239 c/c 239 c/c
Project :Title :Designer :Date :
Concrete Steel
Thickness Check
Spacing provided in mm c/cLonger
SpanShorter Span 8# 10# 12#
Wlonger Wshorter
Sla
b ty
pe
Sla
b N
ame
+++++++++
Project NCCDate 22-Apr-23
Grid Floor Analysis & Design
Data x direction y directionLength of beams 14.00 meters 14.00 metersNumber of beams 6 nos 6 nosSpacing of ribs 2.00 meters 2.00 metersDepth of beam 900 mmWidth of beam 200 mmWidth of flange 2000 mmThickness of flange 150 mmGrade of Concrete 20 MPaGrade of Steel 415 MPa
Modulas of Elasticity E = 2.2E+07 KN/sqm
LoadsLive Load 3.00 KNFloor Finish 1.00 KNOther 0.00 KN
Loading CalculationTotal weight of slab 735.00 KNTotal weight of beams in x direction 378.00 KNTotal weight of beams in y direction 345.60 KNTotal weight of Live load 588.00 KNTotal weight of Floor Finish 196.00 KNOther loadTotal Load 2242.60 KNTotal Load/sqm q = 11.44 KN/sqmTotal Factored Load/sqm Q = 17.16 KN/sqm
Design ParametersRatios
0.16710.000
Moment of Inertia
2.3 refer Chart 88 of SP 16 pg 215I = 2.79E-02
Flexural Rigidity of ribs
Dx = 3.12E+05 Dy = 3.12E+05
Modulus of Shear
G = 9.72E+6 KN/sqm
Torsional Constants (Polar Sectional Modulus)
C1 = 2.06E-3 cum C2 = 4.18E-2 cum
Torsional Rigidity
Cx = 1.00E+4 Cy = 2.03E+5
2H = 2.13E+5
8.138.135.55
Deflection CheckCentral Deflection
13.09 mm
Long Term Deflection
39.28 mm
span/deflection (Clause 23.2 IS 456)
s/d = 56.00 mm
Maximum deflection including long term effects is within permissible limits i.e. Ltdefl < s/d ratio
Maximum Moment & Shear Values
Max Bending Moments
Mx = 206 KN-m My = 206 KN-m
Max Torsional Moments
Mxy = 7 KN-m
Shear Force
Qx = 48 KN Qy = 48 KN
Lx = Ly =Nx = Ny =a1 = b1 =D =bw =bf =Df =fck =fy =
ws =wbx =wby =wll =wff =wol =
ws+wbx+wby+wll+wff+wol =
Df/D =bf/bw =
I = (kx*bw*D3)/12kx =
Dx=EI/a1 Dy=EI/b1
G=E / (2(1+μ)
C1=(1-(0.63*(bw/D))*(bw3*D/3) C2=(1-(0.63*(bw/D))*(D3*bw/3)
Cx=GC1/b1 Cy=GC2/a1
2H=Cx+Cy
Dx / Lx4 =
Dy / Ly4 =
2H / (Lx2*Ly
2) =
ω=(16*Q/π)/((Dx/Lx4)+(2H/(Lx
2*Ly2))+(Dy/Ly4))
ω =
Ltdefl. = 3*ωLtdefl. =
Mx=Dx*(π/Lx)2*ω My=Dy*(π/Ly)2*ω
Mxy=(Cx*π2*ω1)/(Lx*Ly)
Qx=[(Dx*(π/Lx)3)+(Cy*(π3/(a*b2)))]*ω Qy=[(Dy*(π/Ly)3)+(Cx*(π3/(b*a2)))]*ω
bw
Df
D
bf
a1
b1
Ly
Lx
Staircase Design
DataEffective Span (l) 5.00 mmRiser (R) 150 mmThread (T) 300 mmWaist Slab thickness (t) 150 mmClear Cover 15 mmEffective Depth of Waist Slab (d) 135 mm
Grade of Concrete (fck) 20 MPaGrade of Steel (fy) 415 MPa
LoadingLoads on going Loads on waist slabSelf weight of waist slab 4.19 KN/m Self weight of landing slab 3.75 KN/mSelf weight of steps 1.88 KN/m Live Load 2.00 KN/mLive Load 3.00 KN/m Floor Finish Load 1.00 KN/mFloor Finish Load 1.00 KN/m Total Load 6.75 KN/m
Total Load 10.07 KN/m Factored Load 10.13 KN/mFactored Load 15.10 KN/m
Bending Moment
###Bending Moment = 47 KN-m
Reactionto be used as UDL = 38 KN ###
60 KN-m
Area of Main SteelAst 1184 sqmm
SpacingDiameter of bar
Spacing across x 96 c/c 170 c/c
Provded Main Steel:
Area of Distribution SteelAst 180 sqmm
SpacingDiameter of bar
Spacing across y 279 c/c 436 c/c
Provided Distridution Steel:
12ø 16ø
8ø 10ø
Calculate Bending Moment using the equation (W*L*L )/8
Seismic Zone II Table 2 IS 1893 2002 pg 16Seismic Intensity z 0.1
Importance factor I 1.5 Table 6 IS 1893 2002 pg 18
Response Reduction Factor R 3 Table 7 IS 1893 2002 pg 23
Lateral Dimension of Building d 65.6 metersHeight of the of Building h 50.4 meters
with brick infillFundamental Natural Period 0.560
Type of Soil Medium Soil
Spectral Acceleration Coefficient 0.000
Design Horizontal Seismic Coefficient 0
Seismic Weight of Building W 680034 KN
Design Seismic Base Shear 0 KN
Ta
Sa/g
Ah
VB
Date 22-Apr-23Footing No. F2
1 Footing Size Design
Load 1 Pu1 2000 KNLoad 2 Pu2 1850 KNCombine load Pcu 3850 KNDesign Load Pc 2823 KN
Moment in x dir Mux 40 KN-mMoment in y dir Muy 40 KN-m
c/c dist b/w col in x dir 2.725 metersc/c dist b/w col in y dir 0.000 meters
Col Dim x dir 0.20 metersy dir 0.20 meters
SBC q 150 KNm2
Footing Size required A req 18.82 sqmm
Footing Size Provided L 6.00 metersB 3.20 meters
Area Provided A prvd 19.20 meters
x bar 1.309y bar 0.000
Zx 10.24Zx 19.20
Nup 151 KNm2
Increase the Footing Size
2 Beam Design
Total Load W 151 KNm2Factored Load Wu 725 KNm2
1.691 meters 2.725 meters 1.584 meters
3.20 meters
6.00 meters
725 KNm2
1.69 meters 2.73 meters 1.58 meters
Beam Size width 600 mmdepth 900 mm
Moment Mb 898 KN-m
Design the beam from the BEAM DESIGN SHEET
Bottom ReinforcementType Bar dia Nos Area of Steel
Layer 1 25 mm 6 2945 sqmmLayer 2 25 mm 6 2945 sqmmLayer 3 -
Total Steel Provided 5890 sqmmPercentage of Steel 1.148 %
Top ReinforcementType Bar dia Nos Area of Steel
Layer 1 25 mm 6 2945 sqmmLayer 2 20 mm 6 1885 sqmmLayer 3 -
Total Steel Provided 4830 sqmm
3 Slab Design
Net upward pressure Nup 151 KNm2l 1.30 meters /=width of footing from col face
Bending Moment Ms 128 KN-mFactored Moment Mus 191 KN-m 1.5*Ms
Concrete fck 20 MPafy 415 MPa
Minimum Depth Required dmin 264 d=sqrt(Ms/Rumax*1000*b)
Depth Provided D 600 mmClear Cover c 50 mmEffective Cover d' 56 mmEffective Depth d' 544 mm
Area of Steel across x dir Spacing c/c in mm 20#
1014 sqmm 112 c/c 198 c/c 310 c/c
Ast across x direction 12 mm dia @ 100 mm c/c 1131 sqmmDist Ast across y direction 8 mm dia @ 175 mm c/c 287 sqmm
4 Shear Check for Slab
Vu1 171 KNζv 0.315 MPa
ζc 0.316 MPa
Shear Check OK
M=Nup*l2/2
Steel
12# 16#
56.00 meters
3.20 meters 600 mm
1.7 meters 2.73 meters 1.6 meters
600 mm
6 - 25 mm dia6 - 20 mm dia
900
mm
6 - 25 mm dia6 - 25 mm dia
600
mm
250 mm
8 mm dia @ 175 mm c/c 12 mm dia @ 100 mm c/c
6 - 25 mm dia6 - 20 mm dia
6 - 25 mm dia6 - 25 mm dia
Design Of Isolated Footing 16 of 41
1 Footing Size Design
Load Pu 1000 KNDesign Load P 733 KN
Moment in x dir Mux 30 KN-mMoment in y dir Muy 30 KN-m
Column size cx 300 mmcy 300 mm
SBC q 150 KN/sqm
Footing Size required A req 4.89 sqmm
Footing Size ProvidedL 2.50 metersB 2.50 meters
Area Provided A prvd 6.25 meters
Zx 2.60Zx 2.60
Net upward pressure Nup 133 KNm2
Footing Size OK
2 Slab Designlx 1.100ly 1.100
Bending Moment in x dir Mx 120 KN-mBending Moment in y dir My 120 KN-m
Concrete fck 30 MPafy 415 MPa
Minimum Depth Required dmin 171
Depth Provided D 550 mmClear Cover c 50 mmEffective Cover d' 60 mmEffective Depth d' 490 mm
Area of SteelSpacing c/c in mm
20#694 sqmm 163 c/c 290 c/c 452 c/c694 sqmm 163 c/c 290 c/c 452 c/c
Ast across x direction 20 mm dia @ 125 mm c/c 2513 sqmmAst across y direction 20 mm dia @ 125 mm c/c 2513 sqmm
Steel
12# 16#
Design Of Isolated Footing 17 of 41
3 One Way Shear along x direction
Vu1 304 KNζv 0.248 MPa
ζc 0.286 MPa
Vc1 350 KN
One Way Shear Check OK
4 One Way Shear along y direction
Vu1 304 KNζv 0.248 MPa
ζc 0.286 MPaVc1 350 KN
One Way Shear Check OK
5 Two Way ShearVu2 1120 KNζv 0.723 MPa
ks*ζc 1.369 MPaVc1 2120 KN
Two Way Shear Check OK
Design Of Isolated Footing 18 of 41
L= 2.50 meters
300
B= 2.50 meters 300
550
mm
200 mm
20 mm dia @ 125 mm c/c 20 mm dia @ 125 mm c/c
Dimensions of DomeDiameter d = 15600 mmHeight h = 3000 mmThickness t = 150 mm
Radius of Sphere r = 11640 mm
h =
3.00
m
Φ = 42.08Ѳ = 0 to 42.08
Loading d = 15.60 mDead Load DL = 3.75 KN/mLive Load LL = 0.10 KN/m 42.08 r = 11.64 mWind Load WL = 0.10 KN/mTotal Load W = 3.95 KN/mFactored Load Wu = 5.93 KN/m
Meridional Stress Hoop StressѲ Mt Ѳ Mt
42.08 0.264 MPa 42.08 0.049 MPa45.00 0.269 MPa 45.00 0.035 MPa40.00 0.260 MPa 40.00 0.058 MPa35.00 0.253 MPa 35.00 0.078 MPa30.00 0.246 MPa 30.00 0.096 MPa25.00 0.241 MPa 25.00 0.111 MPa20.00 0.237 MPa 20.00 0.123 MPa15.00 0.234 MPa 15.00 0.133 MPa5.00 0.230 MPa 5.00 0.144 MPa0.00 0.230 MPa 0.00 0.146 MPa
Maximum Meridional Stress 0.269 MPa Maximum Hoop Stress 0.146 MPa
fck 20 MPaFy 415 MPa
230.00
Area of steel 176 sqmm Area of steel 95 sqmm
Bar Dia 10 mm Bar Dia 10 mmSpacing 447 c/c Spacing 828 c/c
Meridional Thrust @ Base 40 KN/mHorizontal Component on Ring Beam 29 KN/mHoop Tension on Ring Beam 229 KN
Area of steel 996 sqmm
Bar Dia 16 mmNo of Bars 5 nos
бst
r = 11640.00 m
04/22/2023 Page 21 of 41
ACE GROUP ARCHITECTS (P) Ltd.Architects & Consulting Engineers
MVJL-Block22-Apr-2023Fahim H. Bepari
Design & Reinforcement Details of Columns
Load Moment Column Data GradeDesign Constants
Ast Req RemarkArea of Steel
Check Figd'/d Type 1 Type 2 Total Reinf Provided
1 - - C1 R 1500 KN 30 KN-m 30 KN-m 200 mm 750 mm 750 mm 50 mm 3.60 m 20 MPa 415 MPa 0.50 0.01 0.1 0.02 0.40% 600 sqmm 1200 sqmm 4 12 mm 452 sqmm 2 12 mm 226 sqmm 6 679 sqmm
Project :Block :Date :Designer :
Sl No.
Grid No Col Nos. Col
typeCol Shape
Design
Paramenters
Final Ast
RequiredPu/(fckbdl) Mu/(fckbdl2)
Ast less than
min Ast req.
Steel provided NOT OK
19.7 KNm2
Dimensions of DomeDiameter d = 12600 mmHeight h = 5000 mm
Radius of Sphere r = 6469 mmΦ = 76.87Ѳ = 0 to 76.87
LoadingDead Load DL = 3.00 KN/mLive Load LL = 0.10 KN/mOther Load OL = 10.00 KN/mTotal Load W = 13 KN/mFactored Load Wu = 20 KN/m
Vertical Reaction VA = VB = 123.8 KNHorizontal Reaction HA = HB = 234.0 KN
Ѳ x y Moment76.87 0.00 0.00 075.00 0.05 0.21 -4260.00 0.70 1.77 -33150.00 1.34 2.69 -48140.00 2.14 3.49 -59630.00 3.07 4.13 -68020.00 4.09 4.61 -73710.00 5.18 4.90 -7695.00 5.74 4.98 -7770.00 6.30 5.00 -780
Max Values 780 KN-m
h =
5.00
m
d = 12.60 m
76.87 r = 6.47 m
Radial Shear Normal Thrust 0 67 17467 174 42 59 18059 180 331 10 224-10 224 481 56 245-56 245 596 100 259
-100 259 680 141 265-141 265 737 178 262-178 262 769 209 252-209 252 777 222 244-222 244 780 234 234-234 234
234 KN 265 KN
r = 6469.00 m
INNOVATIVE ENGINEERS PHAGWARAArchitects & Consulting Engineers
Jnana VikasTerrace FloorFahim H. Bepari22-Apr-2023
CB11
Dimensions of Ring BeamRadius r = 6.30 mtsNo of supports n = 8 nos
Constants Ѳ = 23 deg 0.3927 radians9 1/2 0.1658 radians
C1 = 0.066C2 = 0.03C3 = 0.005
LoadingWu = 10 KN/m
Shear Force
deg KN KN-m KN-m0 24.74 -20.62 0.009 1/2 14.29 -0.05 1.57
22 1/2 0.00 10.39 0.00
Beam Datawidth 300 mmdepth 600 mm
Equivalent ShearVe = V+1.6(T/b) = 33 KN
Equivalent MomentMt = T((1+D/b)/1.7) = 1 KN-m Mt = BM due to torsion
22 KN-m20 KN-m
Project :Title :Designer :Date :
Beam :
Φm =
ΦFΦ MΦ Mm
t
Bending Moment
Torsional Moment
T=MΦ
Me1 = M+Mt = Me1 = Equivalent BM on tension sideMe2 = M-Mt = Me2 = Equivalent BM on compression side
A Load 2700Moment x-dir y-dirBottom 0 29Top 6 137
Col Type Rectangular Column (reinf. on 2 sides)
x-dir y-dirUnsupported Length 8250 8250Col Size 200 900
d'/D 0.05 0.20d' 40
Concrete 20Steel 415
D
Effective Length Ratio0.80 from IS Code0.90 manual Calculation
Effective Length to be considered from Manual CalculationEffective Length (le) lex Ley
7425 7425E Slenderness Ratio
le/D 8 Short Columnle/b 37 Slender ColumnMoment due to Slen Muax 0
Muay 372
Min Ecc ex 46.5ey 23.2
Moment due to ecc Mux 125.55Muy 62.55
G Reduction of MomentsPercentage assumed 2.18
Asc 3924
Puz 2841
k1 K2 Pbx-x 0.219 0.096 367y-y 0.184 -0.022 291
Kx 0.06Ky 0.06
Additional Moments due to ecc Max 0May 21
Modified Initial Moments Mux 3.6Muy 70.6
Summary of MomentsA Moment due to eccentricity + Modified additional moments
Mux 126Muy 83
B Modified initial moments + Modified additional momentsMux 4Muy 91
C 0.4Muz + Modified additional momentsMux 0Muy 32
Final Design LoadsPu 2700Mux 126Muy 91
Delhi Public SchoolIndoor Sports Block22-Apr-2023Fahim H. BepariC6a
Design LoadsPu = 2400 KN
Mux = 192 KN-mMuy = 517 KN-m
Col Datab = 600 mmD = 750 mmd' = 40.0 mm
d'/D = 0.10d'/b = 0.10
Material Gradesfck = 20 MPafy = 415 MPa
Design ConstantsSteel % pt = 1.2 Ast = 5400 sqmm
pt/fck = 0.06 Min Ast = 3600 sqmmPu/fck*b*D = 0.27
0.110.11
Puz = 5682743594
Pu/Puz = 0.420.260.87
1.37
0.98
Steel Percentage OK
Steel Detailsnos dia ast
Type 1 4 20 mm 1257 sqmmType 2 8 16 mm 1608 sqmm
Total Steel 12 - 2865 sqmmPercentage 0.64%
Project :Block :Date :Designer :Column :
Mux/fck*b*D2 = Muy/fck*b*D2 =
Mux1 = Muy1 =
Mux/Mux1 =Muy/Muy1 =
αn =
(Mux/Mux1)αn + (Muy/Muy1)αn
Load W 30 KN/m 10 KN/mLength l 5.60 m 5.00 m
Ec 22000000 MPa 22000000 MPa
Width b 0.20 m 0.20 mDepth d 0.45 m 0.60 mMoment M 126.42 m 40.63 mReaction R 90.30 m 32.50 m
Ixx 0.0015 mm4 0.0036 mm4
Deflectiondy
11.5 mm 0.3 mmFormula
Simply supported beam with UDL
Simply supported beam with Point Load
Elasticity of Concrete = 5000(√fck)
Moment of Inertia = bd3/12
5Wl4/384EI Wl3/48EI
1400 KN/m 10 KN/m3.80 m 5.00 m
22000000 MPa 22000000 MPa
1.50 m 0.20 m1.10 m 0.60 m2601.46 m 40.63 m2738.38 m 32.50 m
0.1664 mm4 0.0036 mm4
10.0 mm 5.3 mm
Cantilever beam with UDL
Cantilever beam with Point Load
Wl4/8EI Wl3/3EI
Span
125 mm 150 mm 175 mm 200 mm
Spacing Spacing Spacing Spacing
3 16 1.45 46512# @ 243 c/c
17 1.01 38612# @ 293 c/c
18 0.75 33712# @ 336 c/c
19 0.59 36912# @ 306 c/c
16# @ 432 c/c 16# @ 521 c/c 16# @ 597 c/c 16# @ 546 c/c
3.5 22 2 66912# @ 169 c/c
23 1.36 53612# @ 211 c/c
25 1.04 44712# @ 253 c/c
26 0.8 42112# @ 269 c/c
16# @ 301 c/c 16# @ 375 c/c 16# @ 450 c/c 16# @ 479 c/c
4 28 2.54 89912# @ 126 c/c
30 1.78 72312# @ 156 c/c
32 1.33 62412# @ 181 c/c
34 1.05 55912# @ 202 c/c
16# @ 224 c/c 16# @ 278 c/c 16# @ 322 c/c 16# @ 360 c/c
4.5 38 2.25 95612# @ 118 c/c
41 1.71 82412# @ 137 c/c
44 1.36 74112# @ 153 c/c
16# @ 210 c/c 16# @ 244 c/c 16# @ 271 c/c
5 50 2.08 103912# @ 109 c/c
54 1.67 93112# @ 121 c/c
16# @ 194 c/c 16# @ 216 c/c
5.5 61 2.54 132712# @ 85 c/c
65 2.01 115512# @ 98 c/c
16# @ 152 c/c 16# @ 174 c/c
6 77 2.38 141812# @ 80 c/c
16# @ 142 c/c
Moment (KNm) Mu/bd2 Ast
(mm2)Moment (KNm) Mu/bd2 Ast
(mm2)Moment (KNm) Mu/bd2 Ast
(mm2)Moment (KNm) Mu/bd2 Ast
(mm2)
Span 150 mm 175 mm 200 mm
312# @ 293 c/c 12# @ 336 c/c 12# @ 306 c/c
16# @ 521 c/c 16# @ 597 c/c 16# @ 546 c/c
3.512# @ 211 c/c 12# @ 253 c/c 12# @ 269 c/c
16# @ 375 c/c 16# @ 450 c/c 16# @ 479 c/c
412# @ 156 c/c 12# @ 181 c/c 12# @ 202 c/c
16# @ 278 c/c 16# @ 322 c/c 16# @ 360 c/c
4.512# @ 118 c/c 12# @ 137 c/c 12# @ 153 c/c
16# @ 210 c/c 16# @ 244 c/c 16# @ 271 c/c
512# @ 109 c/c 12# @ 121 c/c
16# @ 194 c/c 16# @ 216 c/c
5.512# @ 85 c/c 12# @ 98 c/c
16# @ 152 c/c 16# @ 174 c/c
612# @ 80 c/c
16# @ 142 c/c
DESIGN OF RETAINING WALL
1 Preliminary Datai) Height of RW h 3.50 metersii) Soil Density 18 KN/cumiii) SBC 250 KN/sqm
iv) Angle of repose Ø 30 degrees0.524 radians
v) Surcharge Angle Ө 0 degrees0.000 radians
vi) Coefficient of friction µ 0.5vii) Surcharge Load 4 KN/sqm
2 Pressure Coefficients
i)Active Pressure Coefficients
Ca 0.333
ii) Passive Pressure Coefficients Cp 3.00 = (1+SinØ) / (1+SinØ)
3 Preliminary DimensionsProposed Adopted
i) Thickness of Stem 0 0.30 metersii) Thickness of footing base slab 0.28 meters 0.30 meters
iii)Length of base slab L = 1.5 * √(Ca/3) * (h + hs) 1.86 meters
2.00 metersor L = 0.6h to 0.65h 2.42 meters
iv) Extra Height of Retaining Wall due to Surcharge 0.22 metersv) Total Height of Retaining Wall due to Surcharge 3.72 meters
vi) Extra Height of RW due to inclined back fill 0.00 metersvii) Total Height of RW due to inclined back fill 3.50 meters
viii) 3.72 meters
4 Stability against Overturningi) Active pressure due Surcharge Load 5 KNii) Active pressure due Backfill Load 37 KNiii) Total Load on stem 41 KN
iv) Overturning Moment 51 KNm
v) Load Lever arm from end of stem Moment
Backfill Load = (L-ts)*(h-tb)*γs 98 KN 0.85 meters 83 KNmSurcharge Load = Ca*Ws*h 5 KN 0.85 meters 4 KNmInclined Backfill Load = ((L-ts)*hi)/2*γs 0 KN 0.57 meters 0 KNm
= ts*(h-tb)*γconc 24 KN 0.93 meters 22 KNmBase self weight = L*tb*γconc 15 KN 1.00 meters 15 KNmDownward component = Pa*sinӨ 0 KN 0 KNmOther Load 0 KNm
∑W 142 KN 124 KNm
vi) Distance of Resultant Vertical Force from end of heel 0.88 meters
vii) Stabilizing Moment 159 KNm
viii) Factor of Safety against OVERTURNING2.80 > 1.4 Safe against Overturning
5 Stability against Slidingi) Sliding Force Pa*CosӨ 41 KNii) Resisting Force 71 KN
iii) Factor of Safety against SLIDING1.54 > 1.4 Safe against Sliding
Shear Key not required
iv) Shear key Design
a) Shear Key Sizex 0.00 metersy 0.00 meters
b) Distance from stem z 0.00 metersc) Heigth of exacavation 0.00 metersd) Heigth of exacavation 0.00 meterse) Passive Pressure 0 KN
v) Revised Factor of Safety against SLIDING1.54 > 1.4
Safe against Sliding
6 Soil Pressures at footing basei) Resultant Vertical Reaction ∑W = R 142 KNii) Distance of R from heel Lr = (Mw+Mo)/R 1.24 metersiii) Eccentricity e = Lr- L/2 0.24 meters
Eccentricity lies within middle third of the base hence OK
iv) Pressure Distridution on soil 122 KN/sqm20 KN/sqm
Max Pressure qmax<SBC hence pressure on base is OK
v) 106 KN/sqm
γs
qo
Ws
=(cosӨ-√(cos2Ө-cos2Ø)*cosӨ) / (cosӨ+√(cos2Ө-cos2Ø))
ts tb = 0.08 * (h + hs)
hs = Ws/γs
Hs = h+hs
hi = (L-ts)* tanӨ
Hi = h+hi
Design Height of RW considered H = Max of H1 & H2
Pa1 = Ca*Ws*hPa2 = Ca*γs*h2 / 2Pa = Pa1 + Pa2
Mo= (Pa1 * h/2) +(( Pa2*CosӨ)* h/3)
W1 (L-ts) / 2W2 (L-ts) / 2W3 (L-ts) / 3W4 Stem self weight (L- (ts/2))/2W5 L / 2W6
W6
∑Mw
xw=∑Mw/∑W
Mr =∑W * (L - xw)
(FS)OT = 0.9 * (Mr/Mo)
F = µ*∑W
(FS)SL=0.9*(F/(Pa*CosӨ))
h1
h2 = h1 + y + (z * tanØ)
Pp = Cp*γs*(h12-h2
2) / 2
(FS)sliding = 0.9 * ((F+Pp)/(Pa*CosӨ))
qmax = R/L * (1+(6*e/L))qmin = R/L * (1-(6*e/L))
Pressure at junction of stem and heel qsh=qmax-((qmax-qmin)/L)*ts)
DESIGN OF L Shaped Cantilever RETAINING WALL
1 Preliminary Datai) Height of Retaining Wall h 3.50 metersii) Soil Density 18 KN/cumiii) SBC 250 KN/sqmiv) Angle of repose Ø 30 degrees
0.524 radiansv) Surcharge Angle Ө 0 degrees
0.000 radiansvi) Coefficient of friction µ 0.5vii) Surcharge Load 4 KN/sqm
2 Pressure Coefficientsi) Active Pressure Coefficients Ca 0.333
ii) Passive Pressure Coefficients Cp 3.00 = (1+SinØ) / (1+SinØ)
3 Preliminary DimensionsProposed Adopted
i) Thickness of Stem min 200mm 0.30 metersii) Thickness of footing base slab 0.28 meters 0.30 metersiii) Length of base slab L = 1.5 * √(Ca/3) * (h + hs) 1.86 meters 2.50 meters
L = 0.6h to 0.65h 2.42 meters
iv) Extra Height of Retaining Wall due to Surcharge 0.22 metersv) Total Height of Retaining Wall due to Surcharge 3.72 meters
vi) Extra Height of RW due to inclined back fill 0.00 metersvii) Total Height of RW due to inclined back fill 3.50 meters
viii) 3.72 meters
4 Stability against Overturningi) Active pressure due Surcharge Load 5 KNii) Active pressure due Backfill Load 42 KNiii) Total Load on stem (Force) 47 KNiv) Overturning Moment due to Imposed load 9 KNv) Overturning Moment due to Backfill load 52 KNvi) Overturning Moment 75 KN
v) Load Lever arm at end of stem MomentBackfill Load = (L-ts)*(h-tb)*γs 136 KN 1.40 meters 190 KNmInclined Backfill Load = ((L-ts)*hi)/2*γs 0 KN 1.03 meters 0 KNm
= ts*(h-tb)*γconc 26 KN 0.15 meters 4 KNmBase self weight = L*tb*γconc 19 KN 1.25 meters 23 KNm
∑W 180 KN 217 KNm
viii) Safe against Overturning -clause 20.1 page 33 of IS 456 2000
5 Stability against Slidingi) Sliding Force 47 KNii) Resisting Force 90 KN
iii) 1.74 > 1.4 Safe against Sliding -clause 20.2 page 33 of IS 456 2000
6 Soil Pressures at footing basei) Net Moment at toe Mn = Mw - Mo 156 KNii) Point of application of Resultant R x = Mn/W 0.87 metersiii) Eccentricity e = (L/2) - x 0.38 meters L/6= 0.42
e<L6 Eccentricity lies within middle third of the base hence OK
iv) Pressure Distridution on soil 138 KN/sqm6 KN/sqm
Max Pressure qmax<SBC hence pressure on base is OK
v) 122 KN/sqm
γs
qo
Ws
=(cosӨ-√(cos2Ө-cos2Ø)*cosӨ) / (cosӨ+√(cos2Ө-cos2Ø))
ts tb = 0.08 * (h + hs)
hs = Ws/γs
Hs = h+hs
hi = (L-ts)* tanӨ
Hi = h+hi
Design Height of RW considered H = Max of H1 & H2
PHS = Ca*Ws*hPH = Ca*γs*h2 / 2Pa = PHS + PH
MOIL = PHS*h/2MODL = PH*h/3Mo = (1.2*MDIL) + (1.4*MOIL)
W1 ((L-ts) / 2) + tsW2 ((L-ts) / 3) + tsW3 Stem self weight ts / 2W4 L / 2
∑Mw
Mw not less than (1.2*MODL) +(1.4*MOIL)
Pa = PHS + PH
F = µ*∑W
(FS)SL= (0.9*F)/(Pa)
qmax = W/L * (1+(6*e/L))qmin = W/L * (1-(6*e/L))
Pressure at junction of stem and heel qsh=qmax-((qmax-qmin)/L)*ts)
7 Constants for Working Stress Method
Design Constantsi) Grade of concrete 30 MPaii) Grade of steel 415 MPa
iii) Compr stress in concrete c 10.0 table 21 page 81 IS 456iv) Tensile stress in steel t 230v) Modular ratio m = 280/3c 9.33vi) Neutral axis depth factor k=mc/(mc+t) 0.289vii) Lever arm j = 1 - k/3 0.904viii) Factor R= cjk / 2 1.304
8 Design
A) Stemi) Beanding Moment at base of stem 61 KN/m
ii) Thickness required 0.01 metersiii) Thickness provided ts 0.30 meters
Thickness of Stem is OK
iv) Ast required 1219 sqmmv) Ast provided 20 mm dia @ 125 mm c/c 2513 sqmmvi) Percentage of Steel 0.51 %
Steel OK
B) Base SlabForce Lever arm from end of stem Moment
i) Force due to backfill+surcharge 136 1.10 meters 149 KNmii) Force due to inclined backfill 0 0.73 meters 0 KNmiii) Self Weight of base slab 19 1.25 meters 23 KNm
∑Ws 154 Md 173 KNmvi) Upward soil pressure 141 1.43 meters 201 KNm
Downward Pressure is greater Mu 201 KNm
v) Bending Moment Msh = Mu-Md 29
vi) Thickness required 0.15 meters Thickness of Stem is OKvii) Thickness provided ts 0.30 meters
viii) Ast required 575 sqmmix) Ast provided 20 mm dia @ 150 mm c/c 2094 sqmmx) Percentage of Steel 0.24 %
Steel OK
C) Reinforcement Details
M = MODL + MOIL
dreq=√(Ms/(R*b)
Ast = M/(t*j*tse)
pt = Ast/(b*d)
= (H2-tb)*(L-ts)*γs (L-ts) / 2
= hi/2*(L-ts)*γs (L-ts) / 3 =L *tb*γconc L / 2
Nup = ((qsh+qmin)/2)*(L-ts) ((qsh+(2*qmin))/(qsh+qmin)) / ((L-ts)/3)
dreq=√(Ms/(R*b)
Ast = M/(t*j*tse)
pt = Ast/(b*d)
FILL
DESIGN OF Reverse L Shaped Cantilever RETAINING WALL
1 Preliminary Datai) Height of Retaining Wall h 3.00 metersii) Height of Plinth Fill hp 0.50 metersiii) Soil Density 18 KN/cumiv) SBC 250 KN/sqm
v)Angle of repose Ø 30 degrees
0.524 radians
vi)Surcharge Angle Ө 0 degrees
0.000 radiansvii) Coefficient of friction µ 0.5vii) Surcharge Load 4 KN/sqm
2 Pressure Coefficientsi) Active Pressure Coefficients Ca 0.333
ii) Passive Pressure Coefficients Cp 3.000 = (1+SinØ) / (1+SinØ)
3 Preliminary DimensionsProposed Adopted
i) Thickness of Stem min 200mm 0.20 metersii) Thickness of footing base slab 0.24 meters 0.45 metersiii) Length of base slab if sloped backfill -0.60 meters
2.45 meters0.00 meters
if horizontal backfill -0.96 meters0.00 meters
L = 0.6h to 0.65h 2.09 meters
iv) Extra Height of Retaining Wall due to Surcharge 0.22 metersv) Total Height of Retaining Wall due to Surcharge 3.22 meters
vi) Extra Height of RW due to inclined back fill 0.00 metersvii) Total Height of RW due to inclined back fill 3.00 meters
viii) 3.22 meters
4 Stability against Overturningi) Active pressure due Surcharge Load 4 KNii) Active pressure due Backfill Load 31 KNiii) Total Load on stem (Force) 35 KNiv) Overturning Moment due to Imposed load 7 KNv) Overturning Moment due to Backfill load 33 KNvi) Overturning Moment 50 KN
v) Load Lever arm at start of heel MomentFront fill Load = (L-ts)*(hp-tb)*γs 2 KN 1.13 meters 2 KNm
= ts*(h-tb)*γconc 14 KN 2.35 meters 33 KNmBase self weight = L*tb*γconc 28 KN 1.23 meters 34 KNmOther Load PT Beam Load 0 KN
∑W 43 KN 69 KNm
viii) Safe against Overturning -clause 20.1 page 33 of IS 456 2000
5 Stability against Slidingi) Sliding Force 35 KNii) Resisting Force 22 KN
iii) 0.55 < 1.4 Unsafe against Sliding -clause 20.2 page 33 of IS 456 2000
5a Shear key Design
a) Shear Key Sizex 0.30 metersy 0.30 meters
b) Distance from stem z 0.30 metersc) Heigth of exacavation 0.60 metersd) Heigth of earth mobilization 1.07 meterse) Passive Pressure 21 KN
v) Revised Factor of Safety against SLIDING
γs
qo
Ws
=(cosӨ-√(cos2Ө-cos2Ø)*cosӨ) / (cosӨ+√(cos2Ө-cos2Ø))
ts tb = 0.08 * (h + hs)α = 1 - (q0/2.7*γs*H)L = H*sqrt((Ca*cosβ)/((1-α)*(1+3α))α = 1 - (q0/2.2*γs*H)L = 0.95*H*sqrt((Ca)/((1-α)*(1+3α))
hs = Ws/γs
Hs = h+hs
hi = (L-ts)* tanӨ
Hi = h+hi
Design Height of RW considered H = Max of H1 & H2
PHS = Ca*Ws*hPH = Ca*γs*h2 / 2Pa = PHS + PH
MOIL = PHS*h/2MODL = PH*h/3Mo = (1.2*MDIL) + (1.4*MOIL)
W1 ((L-ts) / 2)W3 Stem self weight (ts/2) + (L-ts)W4 L / 2W5
∑Mw
Mw not less than (1.2*MODL) +(1.4*MOIL)
Pa = PHS + PH
F = µ*∑W
(FS)SL= (0.9*F)/(Pa)
h1
h2 = h1 + y + (z * tanØ)
Pp = Cp*γs*(h12-h2
2) / 2
v)1.09 > 1.4
Unsafe against Sliding. Shear Key Required
6 Soil Pressures at footing basei) Net Moment at toe 28 KNii) Point of application of Resultant R x = Mn/W 0.65 metersiii) Eccentricity e = (L/2) - x 0.58 meters L/6= 0.41
e>L6 Eccentricity lies outside the middle third of the base. Revise the base dimensions
iv) Pressure Distridution on soil 43 KN/sqm-7 KN/sqm
Max Pressure qmax<SBC hence pressure on base is OK
v) 39 KN/sqm
(FS)sliding = 0.9 * ((F+Pp)/(Pa*CosӨ))
Mn = Mw - (MOIL+MODL)
qmax = W/L * (1+(6*e/L))qmin = W/L * (1-(6*e/L))
Pressure at junction of stem and heel qsh=qmax-((qmax-qmin)/L)*ts)
7 Constants for Working Stress Method
Design Constantsi) Grade of concrete 20 MPaii) Grade of steel 415 MPa
iii) Compr stress in concrete c 7.0 table 21 page 81 IS 456iv) Tensile stress in steel t 230v) Modular ratio m = 280/3c 13.33vi) Neutral axis depth factor k=mc/(mc+t) 0.289vii) Lever arm j = 1 - k/3 0.904viii) Factor R= cjk / 2 0.913
8 Design
A) Stemi) Beanding Moment at base of stem 40 KN/m
ii) Thickness required 0.01 metersiii) Thickness provided ts 0.20 meters
Thickness of Stem is OK
iv) Ast required 1387 sqmmv) Ast provided 16 mm dia @ 120 mm c/c 1676 sqmmvi) Percentage of Steel 0.99 %
Steel OK
B) Base SlabForce Lever arm from end of stem Moment
i) Force due to Frontfill 2 1.13 meters 2 KNmiii) Self Weight of base slab 28 1.23 meters 34 KNm
∑Ws 30 Md 36 KNmvi) Upward soil pressure 35 1.03 meters 36 KNm
Upward Pressure is greater Mu 36 KNm
v) Bending Moment Msh = Mu-Md 0
vi) Thickness required 0.01 meters Thickness of Stem is OKvii) Thickness provided ts 0.45 meters
viii) Ast required 2 sqmmix) Ast provided 12 mm dia @ 150 mm c/c 754 sqmmx) Percentage of Steel 0.00 %
Steel OK
C) Reinforcement Details
M = MODL + MOIL
dreq=√(Ms/(R*b)
Ast = M/(t*j*tse)
pt = Ast/(b*d)
= (L-ts)*(hp-tb)*γs (L-ts) / 2 = L* tb * γconc L / 2
Nup = ((qsh+qmin)/2)*(L-ts) ((qsh+(2*qmin))/(qsh+qmin)) / ((L-ts)/3)
dreq=√(Ms/(R*b)
Ast = M/(t*j*tse)
pt = Ast/(b*d)
FILL