reinforced concrete beam
DESCRIPTION
rcTRANSCRIPT
For beam secondary beamfor slab 1 for slab 2ly= 1.666 ly= 2.5lx= 1.1 lx= 1.666
ly/lx= 1.515 ly/lx= 1.501bv= 0.45 (case 1) bv= 0.36 (case 2)
Based on the building the loading are Loading
Permenant load, gk= 1.50 kN/m2 Selfweight gk= 3.125Variable load, qk= 3.00 kN/m2 Permenant load, gk= 1.500Brick wall loading, gk= 2.60 kN/m2 ∑ 4.625Concrete density, qk= 25.00 kN/m3 Variable load, qk= 3.000Hand Gril, gk= 0.50 kN/m2
Characteristic of Permenant Loading Characteristic of Variable loadingwo= 0.150(0.500-0.125)25 = 1.406 kN/m w1= 0.45(3.0)(1.1) = 1.485w1= 0.45(4.625)(1.1) = 2.289 kN/m w2= 0.36(3.0)(1.666) = 1.799w2= 0.36(4.625)(1.666) = 2.774 kN/mw3= 2.6(3.3) = 8.580 kN/m
∑ 15.050 kN/m ∑ 3.284
Combined loadingnd= 1.35gk+1.5qk min load = 1.35(14.948) = 20.317
1.35(15.050) + 1.5(3.284) = 25.243 kN/m
Therfore force at the support= wL/2 = 21.028 kN Therfore force at the support= wL/2 =
hf slab= 0.125 mb= 0.150 mh= 0.500 mheight of wall= 3.300 mbeam span = 1.666 m
kN/m2
kN/m2
kN/mkN/m
kN/m
kN/m
16.924 kN
For main beamfor slab 1 for slab 2 for slab 3ly= 1.666 ly= 2.5 ly= 3.6lx= 1.1 lx= 1.666 lx= 3.17
ly/lx= 1.515 ly/lx= 1.501 ly/lx= 1.136bv= 0.33 (case 1) bv= 0.47 (case 2) bv= 0.39
Based on the building the loading are Loading
Permenant load, gk= 1.50 kN/m2 Selfweight gk= 3.125Variable load, qk= 3.00 kN/m2 Permenant load, gk= 1.500Brick wall loading, gk= 2.60 kN/m2 ∑ 4.625Concrete density, qk= 25.00 kN/m3 Variable load, qk= 3.000Hand Gril, gk= 0.50 kN/m2
Characteristic of Permenant Loading Characteristic of Variable loadingwo= 0.150(0.375-0.125)25 = 0.938 kN/m w1= 0.33(3.0)(1.1) = 1.089w1= 0.33(4.625)(1.1) = 1.679 kN/m w2= 0.39(3.0)(3.17) = 3.709w2= 0.39(4.625)(3.170) = 5.718 kN/mw3= 2.6(3.3) = 8.580 kN/m
∑ 16.914 kN/m ∑ 4.798
Combined loadingnd= 1.35gk+1.5qk
1.35(16.914) + 1.5(4.798) = 30.031 kN/m
min load= 1.35(16.914) = 22.834 kN/m
hf slab= 0.125 mb= 0.150 mh= 0.375 mheight of wall= 3.300 mbeam span = 3.600 m
(case 2)
kN/m2
kN/m2
Characteristic of Permenant Loading Characteristic of Variable loadingkN/m wo= 0.150(0.375-0.125)25 = 0.938 kN/m w1= 0.47(3.0)(1.666) kN/m w1= 0.47(4.625)(1.666) = 3.621 kN/m w2= 0.39(3.0)(3.17) =
w2= 0.39(4.625)(3.17) = 5.718 kN/mw3= 2.6(3.3) = 8.580 kN/m
kN/m ∑ 18.857 kN/m
Combined loadingnd= 1.35gk+1.5qk
1.35(18.857) + 1.5(6.058) = 34.544 kN/m
min load= 1.35(18.857) = 25.457 kN/m
Characteristic of Variable loading0.47(3.0)(1.666) 2.349 kN/m0.39(3.0)(3.17) = 3.709 kN/m
∑ 6.058 kN/m
For main beamfor slab 1ly= 4.6lx= 3.7
ly/lx= 1.243bv= 0.36 (case 1)
Based on the building the loading are Loading
Permenant load, gk= 1.50 kN/m2 Selfweight gk= 3.125Variable load, qk= 3.00 kN/m2 Permenant load, gk= 1.500Brick wall loading, gk= 2.60 kN/m2 ∑ 4.625Concrete density, qk= 25.00 kN/m3 Variable load, qk= 3.000Hand Gril, gk= 0.50 kN/m2
Characteristic of Permenant Loading Characteristic of Variable loadingwo= 0.150(0.375-0.125)25 = 0.938 kN/m w1= 0.36(3.0)(3.7) = 3.996w1= 0.36(4.625)(3.7) = 6.161 kN/m
w3= 2.6(3.3) = 8.580 kN/m∑ 15.678 kN/m ∑ 3.996
Combined loadingnd= 1.35gk+1.5qk
1.35(15.678) + 1.5(3.996) = 27.1593 kN/m
min load= 1.35(15.678) = 21.165 kN/m
hf slab= 0.125 mb= 0.150 mh= 0.375 mheight of wall= 3.300 mbeam span = 3.600 m
kN/m2
kN/m2
kN/m
kN/m
calculation for Coeffient factorL1=
Kab= Kba= 0 L2=Kbc= Kcb= 0.833333 L3=Kcd= Kdc= 1.081081 L4=Kde= Ked= 1.081081 L5=Kef= Kfe= 0.833333 L6=Kfg= Kgf= 0
Distribution Factor Force End MomentSupport B Support E Span A-B
DFba= 0.000 DFed= 0.565 FEMab= 0.000DFbc= 1.000 DFef= 0.435 FEMba= 1.880
Support C Support F Span B-CDFcb= 0.435 DFfe= 1.000 FEMbc= -41.787DFcd= 0.565 DFfg= 0.000 FEMcb= 46.717
Support D Span C-DDFdc= 0.500 FEMcd= -30.984Dfde= 0.500 FEMdc= 30.984
Joint A B C D EMember AB BA BC CB CD DC DE ED EFDF 0.000 0.000 1.000 0.435 0.565 0.500 0.500 0.565 0.435FEM 0.000 1.880 -41.787 46.717 -30.984 30.984 -30.984 30.984 -46.717DM 0 0 39.90693 -6.848208 -8.884161 0 0 8.884161 6.848208COM 0 0 0 19.95347 0 -4.442081 4.442081 0 -19.95347DM 0 0 0 -8.685627 -11.26784 0 0 11.26784 8.685627COM 0 0 0 0 0 -5.63392 5.63392 0 0DM 0 0 0 0 0 0 0 0 0Total= 0.000 1.880 -1.880 51.136 -51.136 20.908 -20.908 51.136 -51.136
Span A-B reaction at bRb1= 2(1.371)= 2.742 kN
Span B-C reaction at b and cRc1= (-1.88+34.544x(2.5^2)/2+21.028x(2.5)+30.031x(1.1)x(1.1/2+2.5)+51.136)/3.6 = 86.258Rb2= 34.544x2.5+21.028+30.031x1.1-Rc1 = 54.163
Span C-D reaction c and dRd1= (-51.136+27.159x(3.7^2)/2+20.908)/3.7 = 42.075 kNRc2= (27.159x3.7-Rd1) 58.414 kN
Span D-E reaction d and eRe1= (-20.908+27.159x(3.7^2)/2+51.136)/3.7 = 58.414 kNRd2= (27.159x3.7-Re1) 42.075 kN
Span E-F reaction e and fRf1= (-51.136+30.031x(1,1^2)/2+21.028x(1.1)+34.544x(2.5)x(2.5/2+1.1)+1.880)/3.6 = 54.163Re2= 34.544x2.5+21.028+30.031x1.1-Rf1 86.258
Span F-G reaction f and gRf2= 2(1.371)= 2.742 kN
Distribution load on the beam1.371 m 1st= 2.000 kN/m
3.6 m L2a= 2.5 2nd= 34.544 kN/m3.7 m L2b= 1.1 3rd= 21.028 kN3.7 m 4th= 30.031 kN/m3.6 m 5th= 27.159 kN/m
1.371 m 6th= 27.159 kN/m7th= 30.031 kN/m8th= 21.028 kN9th= 34.544 kN/m10th= 2.000 kN/m
Span D-EFEMde= -30.984FEMed 30.984
Span E-F calculation for span b-c moment bcFEMef= -46.717 1st part= -34.02561FEMfe= 41.787 2nd part= -2.852897
3rd part= -4.908072Span F-GFEMfg= -1.880 calculation for span b-c moment cbFEMgf= 0.000 1st part= 23.94703
2nd part= 11.614873rd part= 11.15471
F GFE FG GF
1.000 0.000 0.00041.787 -1.880 0.000
-39.90693 0 00 0 00 0 00 0 00 0 0
1.880 -1.880 0.000
Reaction value DistanceRa= 0 0Rb1= 2.742 1.371Rb2= 54.163 1.371Rc1= 86.258 4.971
Rc2= 58.414 4.971kN Rd1= 42.075 8.671kN Rd2= 42.075 8.671
Re1= 58.414 12.371Re2= 86.258 12.371Rf1= 54.163 15.971Rf2= 2.742 15.971Rg= 0 17.342
kNkN
calculation for Coeffient factorL1=
Kab= Kba= 0 L2=Kbc= Kcb= 0.833333 L3=Kcd= Kdc= 1.081081 L4=Kde= Ked= 1.081081 L5=Kef= Kfe= 0.833333 L6=Kfg= Kgf= 0
Distribution Factor Force End MomentSupport B Support E Span A-B
DFba= 0.000 DFed= 0.565 FEMab= 0.000DFbc= 1.000 DFef= 0.435 FEMba= 1.880
Support C Support F Span B-CDFcb= 0.435 DFfe= 1.000 FEMbc= -31.194DFcd= 0.565 DFfg= 0.000 FEMcb= 35.457
Support D Span C-DDFdc= 0.500 FEMcd= -30.984Dfde= 0.500 FEMdc= 30.984
Joint A B C D EMember AB BA BC CB CD DC DE ED EFDF 0.000 0.000 1.000 0.435 0.565 0.500 0.500 0.565 0.435FEM 0.000 1.880 -31.194 35.457 -30.984 30.984 -24.146 24.146 -35.457DM 0 0 29.31474 -1.946879 -2.52568 -3.419078 -3.419078 6.387227 4.923487COM 0 0 0 14.65737 -1.709539 -1.26284 3.193613 -1.709539 -14.65737DM 0 0 0 -5.636116 -7.311718 -0.965387 -0.965387 9.242491 7.12442COM 0 0 0 0 -0.482693 -3.655859 4.621245 -0.482693 0DM 0 0 0 0.210114 0.27258 -0.482693 -0.482693 0.27258 0.210114Total= 0.000 1.880 -1.880 42.741 -42.741 21.198 -21.198 37.856 -37.856
Span A-B reaction at bRb1= 2(1.371)= 2.742 kN
Span B-C reaction at b and cRc1= (-1.88+25.457x(2.5^2)/2+16.924x(2.5)+22.834x(1.1)x(1.1/2+2.5)+42.741)/3.6 = 66.481Rb2= 25.457x2.5+16.924+22.834x1.1-Rc1 = 39.202
Span C-D reaction c and dRd1= (-43.741+27.159x(3.7^2)/2+21.198)/3.7 = 44.422 kNRc2= (27.159x3.7-Rd1) 56.067 kN
Span D-E reaction d and eRe1= (-21.198+21.165x(3.7^2)/2+37.856)/3.7 = 43.658 kNRd2= (21.165x3.7-Re1) 34.654 kN
Span E-F reaction e and fRf1= (-37.856+30.031x(1,1^2)/2+21.028x(1.1)+34.544x(2.5)x(2.5/2+1.1)+1.880)/3.6 = 57.852Re2= 34.544x2.5+21.028+30.031x1.1-Rf1 82.569
Span F-G reaction f and gRf2= 2(1.371)= 2.742 kN
Distribution load on the beam1.371 m 1st= 2.000 kN/m
3.6 m L2a= 2.5 2nd= 25.457 kN/m3.7 m L2b= 1.1 3rd= 16.924 kN3.7 m 4th= 22.834 kN/m3.6 m 5th= 27.159 kN/m
1.371 m 6th= 21.165 kN/m7th= 30.031 kN/m8th= 21.028 kN9th= 34.544 kN/m10th= 2.000 kN/m
Span D-EFEMde= -24.146FEMed 24.146
Span E-F calculation for span b-c moment bcFEMef= -35.457 1st part= -25.07495FEMfe= 31.194 2nd part= -2.16921
3rd part= -3.950223Span F-GFEMfg= -1.880 calculation for span b-c moment cbFEMgf= 0.000 1st part= 17.64761
2nd part= 8.8314033rd part= 8.97778
F GFE FG GF
1.000 0.000 0.00031.194 -1.880 0.000
-29.31474 0 00 0 00 0 00 0 00 0 0
1.880 -1.880 0.000
Reaction value DistanceRa= 0 0Rb1= 2.742 1.371Rb2= 39.202 1.371Rc1= 66.481 4.971Rc2= 56.067 4.971
kN Rd1= 44.422 8.671kN Rd2= 34.654 8.671
Re1= 43.658 12.371Re2= 82.569 12.371Rf1= 57.852 15.971Rf2= 2.742 15.971Rg= 0 17.342
kNkN
calculation for Coeffient factorL1=
Kab= Kba= 0 L2=Kbc= Kcb= 0.833333 L3=Kcd= Kdc= 1.081081 L4=Kde= Ked= 1.081081 L5=Kef= Kfe= 0.833333 L6=Kfg= Kgf= 0
Distribution Factor Force End MomentSupport B Support E Span A-B
DFba= 0.000 DFed= 0.565 FEMab= 0.000DFbc= 1.000 DFef= 0.435 FEMba= 1.880
Support C Support F Span B-CDFcb= 0.435 DFfe= 1.000 FEMbc= -41.787DFcd= 0.565 DFfg= 0.000 FEMcb= 46.717
Support D Span C-DDFdc= 0.500 FEMcd= -24.146Dfde= 0.500 FEMdc= 24.146
Joint A B C D EMember AB BA BC CB CD DC DE ED EFDF 0.000 0.000 1.000 0.435 0.565 0.500 0.500 0.565 0.435FEM 0.000 1.880 -41.787 46.717 -24.146 24.146 -30.984 30.984 -46.717DM 0 0 39.90693 -9.824816 -12.74571 3.419078 3.419078 8.884161 6.848208COM 0 0 0 19.95347 1.709539 -6.372854 4.442081 1.709539 -19.95347DM 0 0 0 -9.429779 -12.23323 0.965387 0.965387 10.30245 7.941474COM 0 0 0 0 0.482693 -6.116613 5.151227 0.482693 0DM 0 0 0 -0.210114 -0.27258 0.482693 0.482693 -0.27258 -0.210114Total= 0.000 1.880 -1.880 47.205 -47.205 16.524 -16.524 52.091 -52.091
Span A-B reaction at bRb1= 2(1.371)= 2.742 kN
Span B-C reaction at b and cRc1= (-1.88+34.544x(2.5^2)/2+21.028x(2.5)+30.031x(1.1)x(1.1/2+2.5)+47.205)/3.6 = 85.166Rb2= 34.544x2.5+21.028+30.031x1.1-Rc1 = 55.255
Span C-D reaction c and dRd1= (-47.205+21.165x(3.7^2)/2+16.524)/3.7 = 30.863 kNRc2= (21.165x3.7-Rd1) 47.448 kN
Span D-E reaction d and eRe1= (-16.524+27.159x(3.7^2)/2+52.091)/3.7 = 59.857 kNRd2= (27.159x3.7-Re1) 40.632 kN
Span E-F reaction e and fRf1= (-52.091+22.834x(1.1^2)/2+16.924x(1.1)+25.457x(2.5)x(2.5/2+1.1)+1.880)/3.6 = 36.605Re2= 25.457x2.5+16.924+22.834x1.1-Rf1 69.078
Span F-G reaction f and gRf2= 2(1.371)= 2.742 kN
Distribution load on the beam1.371 m 1st= 2.000 kN/m
3.6 m L2a= 2.5 2nd= 34.544 kN/m3.7 m L2b= 1.1 3rd= 21.028 kN3.7 m 4th= 30.031 kN/m3.6 m 5th= 21.165 kN/m
1.371 m 6th= 27.159 kN/m7th= 22.834 kN/m8th= 16.924 kN9th= 25.457 kN/m10th= 2.000 kN/m
Span D-EFEMde= -30.984FEMed 30.984
Span E-F calculation for span b-c moment bcFEMef= -46.717 1st part= -34.02561FEMfe= 41.787 2nd part= -2.852897
3rd part= -4.908072Span F-GFEMfg= -1.880 calculation for span b-c moment cbFEMgf= 0.000 1st part= 23.94703
2nd part= 11.614873rd part= 11.15471
F GFE FG GF
1.000 0.000 0.00041.787 -1.880 0.000
-39.90693 0 00 0 00 0 00 0 00 0 0
1.880 -1.880 0.000
Reaction value DistanceRa= 0 0Rb1= 2.742 1.371Rb2= 55.255 1.371Rc1= 85.166 4.971Rc2= 47.448 4.971
kN Rd1= 30.863 8.671kN Rd2= 40.632 8.671
Re1= 59.857 12.371Re2= 69.078 12.371Rf1= 36.605 15.971Rf2= 2.742 15.971Rg= 0 17.342
kNkN
For main beamfor slab 1ly= 0lx= 1
ly/lx= 0.000bv= 0 (case 1)
Based on the building the loading are Loading
Permenant load, gk= 1.50 kN/m2 Selfweight gk= 3.125Variable load, qk= 3.00 kN/m2 Permenant load, gk= 1.500Brick wall loading, gk= 2.60 kN/m2 ∑ 4.625Concrete density, qk= 25.00 kN/m3 Variable load, qk= 3.000Hand Gril, gk= 0.50 kN/m2
Characteristic of Permenant Loading Characteristic of Variable loadingwo= 0.150(0.375-0.125)25 = 0.938 kN/m w1= 0(3.0)(3.7) = 0.000w1= 0(4.625)(3.7) = 0.000 kN/m
w3= 2.6(3.3) = 8.580 kN/m∑ 9.518 kN/m ∑ 0.000
Combined loadingnd= 1.35gk+1.5qk
1.35(9.518) + 1.5(0) = 12.849 kN/m
min load= 1.35(9.518) = 12.849 kN/m
hf slab= 0.125 mb= 0.150 mh= 0.375 mheight of wall= 3.300 mbeam span = 3.600 m
kN/m2
kN/m2
kN/m
kN/m
calculation for Coeffient factorL1=
Kab= Kba= 0 L2=Kbc= Kcb= 0.833333 L3=Kcd= Kdc= 1.081081 L4=Kde= Ked= 1.081081 L5=Kef= Kfe= 0.833333 L6=Kfg= Kgf= 0
Distribution Factor Force End MomentSupport B Support E Span A-B
DFba= 0.000 DFed= 0.565 FEMab= 0.000DFbc= 1.000 DFef= 0.435 FEMba= 0.000
Support C Support F Span B-CDFcb= 0.435 DFfe= 1.000 FEMbc= -83.259DFcd= 0.565 DFfg= 0.000 FEMcb= 83.259
Support D Span C-DDFdc= 0.500 FEMcd= -14.658Dfde= 0.500 FEMdc= 14.658
Joint A B C D EMember AB BA BC CB CD DC DE ED EFDF 0.000 0.000 1.000 0.435 0.565 0.500 0.500 0.565 0.435FEM 0.000 0.000 -83.259 83.259 -14.658 14.658 -14.658 14.658 -83.259DM 0 0 83.25909 -29.86159 -38.73936 0 0 38.73936 29.86159COM 0 0 0 41.62955 0 -19.36968 19.36968 0 -41.62955DM 0 0 0 -18.1211 -23.50845 0 0 23.50845 18.1211COM 0 0 0 0 0 -11.75422 11.75422 0 0DM 0 0 0 0 0 0 0 0 0Total= 0.000 0.000 0.000 76.906 -76.906 -16.466 16.466 76.906 -76.906
Span B-C reaction at b and cRc1= (76.906+12.849((3.6^2)/2))/3.6 = 44.490 kNRb= 12.849(3.6)-Rc1 = 1.765 kN
Span C-D reaction c and dRd1= (-76.906+12.849x((3.7^2)/2)-16.466)/3.7 = -1.466 kNRc2= 12.849(3.7)-Rd1 = 49.006 kN
Span D-E reaction d and eRe1= (76.906+12.849x((3.7^2)/2)+16.466)/3.7 = 49.006 kNRd2= 12.849(3.7)-Re1 = -1.466 kN
Span E-F reaction e and fRf= (-76.906+12.849((3.6^2)/2))/3.6 = 1.765 kNRe2= 12.849(3.6)-Re1 = 44.490 kN
0 2 4 6 8 10 12 14 16
-50.000
-40.000
-30.000
-20.000
-10.000
0.000
10.000
20.000
30.000
40.000
50.000
1.765
-44.490
49.006
1.466
-1.466
-49.006
44.490
-1.765
0
SFD
SFD
0 2 4 6 8 10 12 14 16
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
0
0.121
-76.914
16.458
-76.914
0.121 0.000
BMD
BMD
0 2 4 6 8 10 12 14 16
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
0
0.121
-76.914
16.458
-76.914
0.121 0.000
BMD
BMD
Distribution load on the beam0 m 1st= 0.000 kN/m
3.6 m L2a= 0 2nd= 12.849 kN/m3.7 m L2b= 0 3rd= 0.000 kN3.7 m 4th= 0.000 kN/m3.6 m 5th= 12.849 kN/m
0 m 6th= 12.849 kN/m7th= 0.000 kN/m8th= 0.000 kN9th= 12.849 kN/m10th= 0.000 kN/m
Span D-EFEMde= -14.658FEMed 14.658
Span E-FFEMef= -83.259FEMfe= 83.259
Span F-GFEMfg= 0.000FEMgf= 0.000
F GFE FG GF
1.000 0.000 0.00083.259 0.000 0.000
-83.25909 0 00 0 00 0 00 0 00 0 0
0.000 0.000 0.000
Reaction value Distance
Rb= 1.765 0Rc1= 44.490 3.6Rc2= 49.006 3.6Rd1= -1.466 7.3Rd2= -1.466 7.3
Re1= 49.006 11Re2= 44.490 11Rf1= 1.765 14.6
Reaction value Distance<--- Graph
Rb= 1.765 0Rc1= -44.490 3.6Rc2= 49.006 3.6Rd1= 1.466 7.3Rd2= -1.466 7.3Re1= -49.006 11Re2= 44.490 11Rf1= -1.765 14.6Rf2= 0 14.6
0 2 4 6 8 10 12 14 16
-50.000
-40.000
-30.000
-20.000
-10.000
0.000
10.000
20.000
30.000
40.000
50.000
1.765
-44.490
49.006
1.466
-1.466
-49.006
44.490
-1.765
0
SFD
SFD
0 2 4 6 8 10 12 14 16
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
0
0.121
-76.914
16.458
-76.914
0.121 0.000
BMD
BMD
0 2 4 6 8 10 12 14 16
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
0
0.121
-76.914
16.458
-76.914
0.121 0.000
BMD
BMD
Moment Distance
0 00.121 0.137
-76.914 3.616.458 7.3
-76.914 110.121 14.4630.000 14.6
0 2 4 6 8 10 12 14 16
-50.000
-40.000
-30.000
-20.000
-10.000
0.000
10.000
20.000
30.000
40.000
50.000
1.765
-44.490
49.006
1.466
-1.466
-49.006
44.490
-1.765
0
SFD
SFD
0 2 4 6 8 10 12 14 16
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
0
0.121
-76.914
16.458
-76.914
0.121 0.000
BMD
BMD
0 2 4 6 8 10 12 14 16
-80
-70
-60
-50
-40
-30
-20
-10
0
10
20
0
0.121
-76.914
16.458
-76.914
0.121 0.000
BMD
BMD