U1-S1

DESIGN OF COMBINED FOOTING

Input datab=
: :Bearing Capacityfy=fcu=cover=200kN/m2460N/mm235N/mm212mm50mm0.9
: :Re-distribution FactorType of Columncolumn dimensionLoadWorking Loadultimate loadCx (m)
: : "x"Cy (m)
: : "y"l (m)
: :distance between columnsGk (KN)Qk (KN)Mx-x (KN.m)My-y (KN.m)N (KN)Total load of columnsMx-x (KN.m) My-y (KN.m)N (KN)Total load of columnscolumn A0.40.2242.918.400.000.0261.300.000.0369.51.7702.7998.1 column B0.40.2388.45300.000.0441.400.000.0628.60

structural plan of areaShape of basePosition of C.G.Depth of footingWt. of base =Required Area=Povided Area=B (m)
: :widthL (m)
: :lengthZxx (m3)Zyy (m3)X1 (m)
: :Distance from column A to C.G.X2 (m)
: :Distance from column B to C.G.h (m)h actual (m)dmax (mm)dmin (mm)Actual wt.of base=70.27kN3.865m24.2m21.52.81.051.961.070.630.40.40034433240.32kN

ultimatecheck for stress below baseultimate stress below baseMx1+Mx20.0CasesCase 1: All columns are fully loadedCase 2 : Col. A(DL+LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(DL+LL)Case 1 : All columns are fully loadedCase 2 : Col. A(1.4*DL+1.6*LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(1.4*DL+1.6*LL)My1+My20.0"N/A+Mxx/Zxx+Myy/Zyy"237.6237.6N (KN)743.0690.0724.6998.100757.900871.500"N/A+Mxx/Zxx-Myy/Zyy"237.6237.6X (m)1.071.021.101.070.871.23M (KN.m)0.0032.49-20.530.00151.58-139.44Max. preasure (KN/m2)177180.9183.1Pmax237.64257.79136.36"N/A-Mxx/Zxx+Myy/Zyy"237.6Pmin237.64103.12278.64OK SAFEOK SAFEdesign stress237.6

Beam dimensionAnalysis dataRequiredNominal dia. ""Number of barsProvideProvided steel Moment calculationsb (mm)h (mm)d=d' (mm)davg (mm) M (kNm)V (kN)K=K'=Z (mm)mm2mm2mmmm2Design of longitudinal reinforcementBottom steel 15004003445033865.60
: :from programat face of column161.000
: :from programat distance d from face of column0.01060.156326.8459.34678012890481212@200mmnominalSteel ArrangementTop steel 15004003445033869.60
: :from programlarge moment between columns0.01120.156326.8487.3678012890481212@200mmnominal12lc (m)3C/4 +9/4 d (m)As=D. distanceRequiredD.Ddia. ""Number of barsProvideProvided steel 14X-Xmm2mmmmm2Design of transverse reinforcementBottom steel 10004003325033858.90.01530.156315.40427.3452012556551212@225mmnominal160.750.92Distribute the steel for all------steel at central zone------12------------steel at both edges------12------------Top steel 10004000000.00.00000.0000.000.0052012556551212@225mmnominalY-Y0.71.05Distribute the steel for all------steel at central zone------16------------check for shearPunching check for column APunching check for column Bsteel at both edges------16------------vmax=vc=AREApermeter of punchingpunching S.F.punching S.S.vc=AREApermeter of punchingpunching S.F.punching S.S.vc=0.312N/mm20.411N/mm21.75256.0mm-108.8KN-0.061N/mm20.251N/mm21.75256.0mm150.3KN0.085N/mm20.251N/mm2OK SAFEOK SAFEOK SAFE

case1case2case3ABCX+3D0.40.4237.64257.79136.36CY+3D0.70.7

237.64103.12278.64

Punching checkpermeter of punchingpunching S.F.punching S.S.vc=5256.0mm590.1KN0.332N/mm20.255N/mm2INCREASE THE DEPTH

237.7180.5207.5

U2-S2

DESIGN OF COMBINED FOOTING

Input datab=
: :Bearing Capacityfy=fcu=cover=200kN/m2460N/mm235N/mm216mm50mm0.9
: :Re-distribution FactorType of Columncolumn dimensionLoadWorking Loadultimate loadCx (m)
: : "x"Cy (m)
: : "y"l (m)
: :distance between columnsGk (KN)Qk (KN)Mx-x (KN.m)My-y (KN.m)N (KN)Total load of columnsMx-x (KN.m) My-y (KN.m)N (KN)Total load of columnscolumn A0.40.226921.800.000.0290.800.000.0411.5Distance in x-x1.6Distance in y-y0.151213.11730.2 column B0.20.5785.2137.100.000.0922.300.000.01318.70

structural plan of areaShape of basePosition of C.G.Depth of footingWt. of base =Required Area=Povided Area=B (m)
: :widthL (m)
: :lengthZxx (m3)Zyy (m3)X1 (m)
: :Distance from column A to C.G.X2 (m)
: :Distance from column B to C.G.h (m)h actual (m)dmax (mm)dmin (mm)Actual wt.of base=121.31kN6.672m27.04m22.23.22.583.751.220.380.50.45039237676.03kN0.110.04ultimatecheck for stress below baseultimate stress below baseMx1+Mx20.0CasesCase 1: All columns are fully loadedCase 2 : Col. A(DL+LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(DL+LL)Case 1 : All columns are fully loadedCase 2 : Col. A(1.4*DL+1.6*LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(1.4*DL+1.6*LL)My1+My20.0"N/A+Mxx/Zxx+Myy/Zyy"245.8245.8N (KN)1289.11152.01267.31730.2001196.7001587.700"N/A+Mxx/Zxx-Myy/Zyy"245.8245.8X (m)1.221.171.241.221.051.33y(m)0.110.110.120.110.100.12Mx (KN.m)0.000.00-11.910.0011.97-15.88My(KN.m)0.0053.80-23.830.00203.44-174.65Max. preasure (KN/m2)183.2178191Pmax245.77224.24172.80"N/A-Mxx/Zxx+Myy/Zyy"245.8Pmin245.77115.74265.94OK SAFEOK SAFEdesign stress245.8

Beam dimensionAnalysis dataRequiredNominal dia. ""Number of barsProvideProvided steel Moment calculationsb (mm)h (mm)d=d' (mm)davg (mm) M (kNm)V (kN)K=K'=Z (mm)mm2mm2mmmm2Design of longitudinal reinforcementBottom steel 220045039250384141.50
: :from programat face of column277.540
: :from programat distance d from face of column0.01200.156372.4869.491128712121356121212@175mmnominalSteel ArrangementTop steel 22004503925038449.70
: :from programlarge moment between columns0.00420.156372.4305.40128712121356121212@175mmnominal12lc (m)3C/4 +9/4 d (m)As=D. distanceRequiredD.Ddia. ""Number of barsProvideProvided steel 14X-Xmm2mmmmm2Design of transverse reinforcementBottom steel 100045037650384133.00.02690.156357.20852.0458512890481212@125mmrequired161.11.03Steel arrangement is required904.321.676steel at central zone904.3201.67612890481212@-25mmsteel at both edges452.1600.52412445241212@-25mmTop steel 10004500000.00.00000.0000.000.0058512667861212@175mmnominalY-Y0.81.00Distribute the steel for all------steel at central zone------16------------check for shearPunching check for column APunching check for column Bsteel at both edges------16------------vmax=vc=AREApermeter of punchingpunching S.F.punching S.S.vc=AREApermeter of punchingpunching S.F.punching S.S.vc=0.322N/mm20.384N/mm22.15808.0mm-159.4KN-0.071N/mm20.242N/mm22.26008.0mm-607.7KN-0.263N/mm20.251N/mm2OK SAFEOK SAFEOK SAFE

ABCX+3D0.20.4CY+3D0.50.5case1case2case3

245.77224.24178.95

245.77115.74272.10

Punching checkpermeter of punchingpunching S.F.punching S.S.vc=5808.0mm1214.7KN0.545N/mm20.264N/mm2INCREASE THE DEPTH

245.8170225.6

R3-O3

DESIGN OF COMBINED FOOTING

Input datab=
: :Bearing Capacityfy=fcu=cover=200kN/m2460N/mm235N/mm212mm50mm0.9
: :Re-distribution FactorType of Columncolumn dimensionLoadWorking Loadultimate loadCx (m)
: : "x"Cy (m)
: : "y"l (m)
: :distance between columnsGk (KN)Qk (KN)Mx-x (KN.m)My-y (KN.m)N (KN)Total load of columnsMx-x (KN.m) My-y (KN.m)N (KN)Total load of columnscolumn R30.50.2578.1134.100.000.0712.200.000.01023.92.21369.31959.1 column O30.50.2581.17600.000.0657.100.000.0935.20

structural plan of areaShape of basePosition of C.G.Depth of footingWt. of base =Required Area=Povided Area=B (m)
: :widthL (m)
: :lengthZxx (m3)Zyy (m3)X1 (m)
: :Distance from column A to C.G.X2 (m)
: :Distance from column B to C.G.h (m)h actual (m)dmax (mm)dmin (mm)Actual wt.of base=136.93kN7.531m28m2242.675.331.051.150.50.45039438286.4kN

ultimatecheck for stress below baseultimate stress below baseMx1+Mx20.0CasesCase 1: All columns are fully loadedCase 2 : Col. A(DL+LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(DL+LL)Case 1 : All columns are fully loadedCase 2 : Col. A(1.4*DL+1.6*LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(1.4*DL+1.6*LL)My1+My20.0"N/A+Mxx/Zxx+Myy/Zyy"244.9244.9N (KN)1455.71379.71321.61959.1001605.0001513.300"N/A+Mxx/Zxx-Myy/Zyy"244.9244.9X (m)1.060.991.171.050.801.36M (KN.m)-13.6977.60-148.220.00401.25-469.12Max. preasure (KN/m2)184.6187.1193.1Pmax244.89275.91101.15"N/A-Mxx/Zxx+Myy/Zyy"244.9Pmin244.89125.34277.18OK SAFEOK SAFEdesign stress244.9

Beam dimensionAnalysis dataRequiredNominal dia. ""Number of barsProvideProvided steel Moment calculationsb (mm)h (mm)d=d' (mm)davg (mm) M (kNm)V (kN)K=K'=Z (mm)mm2mm2mmmm2Design of longitudinal reinforcementBottom steel 200045039450388135.82
: :from programat face of column276.600
: :from programat distance d from face of column0.01250.156374.3830.352117012111243111212@175mmnominalSteel ArrangementTop steel 200045039450388110.00
: :from programlarge moment between columns0.01010.156374.3672.50117012111243111212@175mmnominallc (m)3C/4 +9/4 d (m)As=D. distanceRequiredD.Ddia. ""Number of barsProvideProvided steel X-Xmm2mmmmm2Design of transverse reinforcementBottom steel 100045038250388112.30.02200.156362.90708.1358512779171212@150mmrequired11.04Distribute the steel for all------steel at central zone------12------------1225steel at both edges------12------------Top steel 10004500000.00.00000.0000.000.0058512667861212@175mmnominal14301635Y-Y11.23Distribute the steel for all------steel at central zone------0------------check for shearPunching check for column APunching check for column B1840steel at both edges------0------------vmax=vc=AREApermeter of punchingpunching S.F.punching S.S.vc=AREApermeter of punchingpunching S.F.punching S.S.vc=200.351N/mm20.384N/mm22.36056.0mm394.8KN0.168N/mm20.257N/mm22.36056.0mm306.1KN0.130N/mm20.257N/mm222OK SAFEOK SAFEOK SAFE

case1case2case3ABCX+3D0.30.3244.89275.91101.15CY+3D0.60.6

244.89125.34277.18

Punching checkpermeter of punchingpunching S.F.punching S.S.vc=6056.0mm1403.4KN0.597N/mm20.250N/mm2INCREASE THE DEPTH

244.9200.7189.2

R5-O5

DESIGN OF COMBINED FOOTING

Input datab=
: :Bearing Capacityfy=fcu=cover=200kN/m2460N/mm235N/mm212mm50mm0.9
: :Re-distribution FactorType of Columncolumn dimensionLoadWorking Loadultimate loadCx (m)
: : "x"Cy (m)
: : "y"l (m)
: :distance between columnsGk (KN)Qk (KN)Mx-x (KN.m)My-y (KN.m)N (KN)Total load of columnsMx-x (KN.m) My-y (KN.m)N (KN)Total load of columnscolumn R50.50.2946.1237.800.015.715.71183.900.0-22-22.01705.12.42163.83113.4 column O50.50.2798.1181.800.000.0979.900.000.01408.30

structural plan of areaShape of basePosition of C.G.Depth of footingWt. of base =Required Area=Povided Area=B (m)
: :widthL (m)
: :lengthZxx (m3)Zyy (m3)X1 (m)
: :Distance from column A to C.G.X2 (m)
: :Distance from column B to C.G.h (m)h actual (m)dmax (mm)dmin (mm)Actual wt.of base=216.38kN11.901m212.5m22.555.2110.421.091.310.70.550494482165kN

ultimatecheck for stress below baseultimate stress below baseMx1+Mx20.0CasesCase 1: All columns are fully loadedCase 2 : Col. A(DL+LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(DL+LL)Case 1 : All columns are fully loadedCase 2 : Col. A(1.4*DL+1.6*LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(1.4*DL+1.6*LL)My1+My2-22.0"N/A+Mxx/Zxx+Myy/Zyy"251.2251.2N (KN)2328.82147.02091.03113.4002503.2002354.400"N/A+Mxx/Zxx-Myy/Zyy"247247X (m)1.090.971.221.090.771.44M (KN.m)0.00237.84-250.380.00801.02-824.04Max. preasure (KN/m2)187.9196.1192.9Pmax246.96270.80107.16"N/A-Mxx/Zxx+Myy/Zyy"251.2Pmin251.18121.27269.55OK SAFEOK SAFEdesign stress249.1

Beam dimensionAnalysis dataRequiredNominal dia. ""Number of barsProvideProvided steel Moment calculationsb (mm)h (mm)d=d' (mm)davg (mm) M (kNm)V (kN)K=K'=Z (mm)mm2mm2mmmm2Design of longitudinal reinforcementBottom steel 250055049450488455.50
: :from programat face of column418.400
: :from programat distance d from face of column0.02130.156469.32221.0401787.512202261201212@125mmrequiredSteel ArrangementTop steel 25005504945048810.00
: :from programlarge moment between columns0.00050.156469.348.761787.512161809161212@150mmnominallc (m)3C/4 +9/4 d (m)As=D. distanceRequiredD.Ddia. ""Number of barsProvideProvided steel X-Xmm2mmmmm2Design of transverse reinforcementBottom steel 100055048250488179.10.02200.156457.90895.0471512890481212@125mmrequired1.251.26Distribute the steel for all------steel at central zone------12------------1225steel at both edges------12------------Top steel 10005500000.00.00000.0000.000.0071512779171212@150mmnominal14301635Y-Y1.251.46Distribute the steel for all------steel at central zone------0------------check for shearPunching check for column APunching check for column B1840steel at both edges------0------------vmax=vc=AREApermeter of punchingpunching S.F.punching S.S.vc=AREApermeter of punchingpunching S.F.punching S.S.vc=200.339N/mm20.401N/mm23.37256.0mm792.5KN0.224N/mm20.255N/mm23.37256.0mm495.7KN0.140N/mm20.255N/mm222OK SAFEOK SAFEOK SAFE

250460

case1case2case3ABCX+3D0.30.3246.96279.24107.16CY+3D0.60.6

251.18129.72269.55

Punching checkpermeter of punchingpunching S.F.punching S.S.vc=7256.0mm2299.7KN0.649N/mm20.251N/mm2INCREASE THE DEPTH

249.1200.3188.4

RING G-F-10

DESIGN OF COMBINED FOOTING

Input datab=
: :Bearing Capacityfy=fcu=cover=200kN/m2460N/mm235N/mm212mm50mm0.9
: :Re-distribution FactorType of Columncolumn dimensionLoadWorking Loadultimate loadCx (m)
: : "x"Cy (m)
: : "y"l (m)
: :distance between columnsGk (KN)Qk (KN)Mx-x (KN.m)My-y (KN.m)N (KN)Total load of columnsMx-x (KN.m) My-y (KN.m)N (KN)Total load of columnscolumn A0.40.441812300.000.0541.000.000.0782.01.51093.01579.8 column B0.40.442712500.000.0552.000.000.0797.80

structural plan of areaShape of basePosition of C.G.Depth of footingWt. of base =Required Area=Povided Area=B (m)
: :widthL (m)
: :lengthZxx (m3)Zyy (m3)X1 (m)
: :Distance from column A to C.G.X2 (m)
: :Distance from column B to C.G.h (m)h actual (m)dmax (mm)dmin (mm)Actual wt.of base=109.30kN6.012m26.3m21.83.51.893.680.760.740.50.40034433260.48kN

ultimatecheck for stress below baseultimate stress below baseMx1+Mx20.0CasesCase 1: All columns are fully loadedCase 2 : Col. A(DL+LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(DL+LL)Case 1 : All columns are fully loadedCase 2 : Col. A(1.4*DL+1.6*LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(1.4*DL+1.6*LL)My1+My20.0"N/A+Mxx/Zxx+Myy/Zyy"250.8250.8N (KN)1153.51028.51030.51579.8001209.0001215.800"N/A+Mxx/Zxx-Myy/Zyy"250.8250.8X (m)0.760.660.850.760.530.98M (KN.m)0.0096.80-87.300.00278.07-267.48Max. preasure (KN/m2)183.1189.6187.3Pmax250.76267.47120.30"N/A-Mxx/Zxx+Myy/Zyy"250.8Pmin250.76116.34265.67OK SAFEOK SAFEdesign stress250.8

Beam dimensionAnalysis dataRequiredNominal dia. ""Number of barsProvideProvided steel Moment calculationsb (mm)h (mm)d=d' (mm)davg (mm) M (kNm)V (kN)K=K'=Z (mm)mm2mm2mmmm2Design of longitudinal reinforcementBottom steel 180040034450338234.00
: :from programat face of column256.420
: :from programat distance d from face of column0.03140.156326.81638.52293612151696151212@100mmrequiredSteel ArrangementTop steel 18004003445033849.70
: :from programlarge moment between columns0.00670.156326.8348.01936129101791212@200mmnominallc (m)3C/4 +9/4 d (m)As=D. distanceRequiredD.Ddia. ""Number of barsProvideProvided steel X-Xmm2mmmmm2Design of transverse reinforcementBottom steel 10004003325033865.60.01700.156315.40475.9552012556551212@225mmnominal0.91.07Distribute the steel for all------steel at central zone------12------------1225steel at both edges------12------------Top steel 10004000000.00.00000.0000.000.0052012556551212@225mmnominal14301635Y-Y0.8751.05Distribute the steel for all------steel at central zone------0------------check for shearPunching check for column APunching check for column B1840steel at both edges------0------------vmax=vc=AREApermeter of punchingpunching S.F.punching S.S.vc=AREApermeter of punchingpunching S.F.punching S.S.vc=200.414N/mm20.477N/mm22.05656.0mm247.2KN0.129N/mm20.256N/mm22.05656.0mm263.0KN0.138N/mm20.256N/mm222OK SAFEOK SAFEOK SAFE

case1case2case3ABCX+3D0.30.3250.76267.47120.30CY+3D0.60.6

250.76116.34265.67Punching checkpermeter of punchingpunching S.F.punching S.S.vc=5656.0mm1078.6KN0.564N/mm20.287N/mm2INCREASE THE DEPTH

250.8192193

RING-H5

DESIGN OF COMBINED FOOTING

Input datab=
: :Bearing Capacityfy=fcu=cover=200kN/m2460N/mm235N/mm216mm50mm0.9
: :Re-distribution FactorType of Columncolumn dimensionLoadWorking Loadultimate loadCx (m)
: : "x"Cy (m)
: : "y"l (m)
: :distance between columnsGk (KN)Qk (KN)Mx-x (KN.m)My-y (KN.m)N (KN)Total load of columnsMx-x (KN.m) My-y (KN.m)N (KN)Total load of columnscolumn A0.60.2939.427300.000.01212.400.000.01752.0Distance in x-x0.9Distance in y-y0.151565.42253.2 column B0.20.5318.234.800.000.0353.000.000.0501.20

structural plan of areaShape of basePosition of C.G.Depth of footingWt. of base =Required Area=Povided Area=B (m)
: :widthL (m)
: :lengthZxx (m3)Zyy (m3)X1 (m)
: :Distance from column A to C.G.X2 (m)
: :Distance from column B to C.G.h (m)h actual (m)dmax (mm)dmin (mm)Actual wt.of base=156.54kN8.610m28.74m22.33.83.355.540.200.700.60.600542526125.86kN0.030.12ultimatecheck for stress below baseultimate stress below baseMx1+Mx20.0CasesCase 1: All columns are fully loadedCase 2 : Col. A(DL+LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(DL+LL)Case 1 : All columns are fully loadedCase 2 : Col. A(1.4*DL+1.6*LL)+Col.B(DL)Case 3 : Col. A(DL)+Col.B(1.4*DL+1.6*LL)My1+My20.0"N/A+Mxx/Zxx+Myy/Zyy"257.8257.8N (KN)1691.31656.51418.32253.2002070.2001440.600"N/A+Mxx/Zxx-Myy/Zyy"257.8257.8X (m)0.200.190.250.200.140.31y(m)0.030.030.040.030.020.05Mx (KN.m)0.000.00-12.920.0020.70-28.81My(KN.m)0.0015.31-64.620.00124.21-158.47Max. preasure (KN/m2)193.6192.3177.8Pmax257.80259.29127.62"N/A-Mxx/Zxx+Myy/Zyy"257.8Pmin257.80214.44184.83OK SAFEOK SAFEdesign stress257.8

Beam dimensionAnalysis dataRequiredNominal dia. ""Number of barsProvideProvided steel Moment calculationsb (mm)h (mm)d=d' (mm)davg (mm) M (kNm)V (kN)K=K'=Z (mm)mm2mm2mmmm2Design of longitudinal reinforcementBottom steel 230060054250534141.50
: :from programat face of column277.540
: :from programat distance d from face of column0.00600.156514.9628.857179412161809161212@125mmnominalSteel ArrangementTop steel 23006005425053449.70
: :from programlarge moment between columns0.00210.156514.9220.88179412161809161212@125mmnominal12lc (m)3C/4 +9/4 d (m)As=D. distanceRequiredD.Ddia. ""Number of barsProvideProvided steel 14X-Xmm2mmmmm2Design of transverse reinforcementBottom steel 100060052650534143.00.01480.156499.70654.8678012779171212@150mmnominal161.151.37Distribute the steel for all------steel at central zone------12------------18steel at both edges------12------------Top steel 10006000000.00.00000.0000.000.0078012779171212@150mmnominal20Y-Y0.951.33Distribute the steel for all------steel at central zone------16------------check for shearPunching check for column APunching check for column Bsteel at both edges------16------------vmax=vc=AREApermeter of punchingpunching S.F.punching S.S.vc=AREApermeter of punchingpunching S.F.punching S.S.vc=0.223N/mm20.372N/mm24.08008.0mm723.2KN0.169N/mm20.216N/mm23.87808.0mm-982.1KN-0.236N/mm20.230N/mm2OK SAFEOK SAFEOK SAFE

ABCX+3D0.20.4CY+3D0.70.7case1case2case3

257.80259.29136.22

257.80214.44193.43

Punching checkpermeter of punchingpunching S.F.punching S.S.vc=8008.0mm1230.2KN0.288N/mm20.221N/mm2INCREASE THE DEPTH

257.9236.9164.9

out put table

GRADUATION PROJECT IN DESIGN OF REINFORCEMENT CONCRETE STRUCTURE

Table , Design of Combined Footings

Name of footingPlain Area of Footing R.C.C. Area of FootingBottom ReinforcementTop Reinforcementb (m)L (m)h (m)b (m)L (m)h (m)Long Direction (B1)Short Direction (B2)Long Direction (T1)Short Direction (T2)

F91.62.90.11.52.80.4012@200mm12@225mm12@200mm12@225mmF101.93.60.11.83.50.4012@100mm12@225mm12@200mm12@175mmF112.33.30.12.23.20.4512@175mm12@125mm12@175mm12@175mmF122.43.90.12.33.80.6012@125mm12@150mm12@125mm12@150mmF132.14.10.1240.4512@175mm12@150mm12@175mm12@225mmF142.65.10.12.550.5512@125mm12@125mm12@150mm12@150mm