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Very Detailed Output ............................................................................................................................................................ 17
Pad Foundation Table ............................................................................................................................................................ 50
Bending Moments Super-Member Hogging Peak Moment @ 9000 mm. Hogging Mapp/Mu 1102.2 / 1265.
Left Support Steel Hogging Mapp/Mu 388.1 / 1127.
In-Span Steel @ 3250 mm. Sagging Mapp/Mu 822.1 / 1107.
Right Support Steel Hogging Mapp/Mu 1102.2 / 1265.6
Shear High Shear Design Left Support High Shear at 1999 mm. β•Ved= 504.7 kN 6.2.3.(8) Vrd= Asw• fywd (5 • 314) • 435 682.6 kN OK Right Support High Shear 7000 mm. β•Ved= 203.6 kN 6.2.3.(8) Vrd= Asw• fywd (6 • 314) • 435 819.1 kN OK
Left Shear Zone 1 at 225 mm Vapp/ max(VRd,c.a, VRd,c.b) 208.9 / Max(291.4, 242.6) 0.717 no Links req VRd,s = Asw• fywd• Sinα 314 • 434.8 • 1 (6.19)
Nominal Shear Zone at 2476 mm Vapp/ max(VRd,c.a, VRd,c.b) 37.3 / Max(290.0, 244.7) 0.129 no Links req Vapp/ max(VRd,s, VRd,max) 37.3 / Min(755.0, 2131.3) 0.049 OK Vapp/ max(VRd,c.a, VRd,c.b) 49.5 / Max(290.0, 245.6) 0.171 no Links req Vapp/ max(VRd,s, VRd,max) 49.5 / Min(755.0, 2131.3) 0.066 OK
Nominal Shear Zone at 6699 mm Vapp/ max(VRd,c.a, VRd,c.b) 37.3 / Max(290.0, 244.7) 0.129 no Links req Vapp/ max(VRd,s, VRd,max) 37.3 / Min(755.0, 2131.3) 0.049 OK Vapp/ max(VRd,c.a, VRd,c.b) 49.5 / Max(290.0, 245.6) 0.171 no Links req Vapp/ max(VRd,s, VRd,max) 49.5 / Min(755.0, 2131.3) 0.066 OK
Right Shear Zone 1 at 8700 mm Vapp/ max(VRd,c.a, VRd,c.b) 349.7 / Max(303.4, 243.2) 1.153 Links Req VRd,s = Asw• fywd• Sinα 314 • 434.8 • 1 (6.19)
Shear at L.H. Column Head vcrit= min(5, 0.8•sqr(fcu) min(5, 0.8 • sqr(40) ) 5.000 N/mm² v = V / d /(bc+ dc) 212 • 1000 / 952 / (450 + 250) 0.318 N/mm² OK
COLUMN TIE CHECK Maximum floor load in lift BS 8110 Pt 1: CL 3.12.3.7 & 2.4.3.2 No Tie Force case found (1.05D+0.35/1.05L). Using ULS reduced by 1.28=1.35/1.05 conservative Capacity = 0.87 • fy• Asc 0.87 • 500 • 905 393.4 kN OK
Critical Serviceability : 5 : Dead plus Live on ODD Spans Pressure Pmax = Fn(Pa, Pzz, Pxx, p1-4) 184.2, ±0.6, ±0.0, 184.9, 184.9, 183.6, 183.6 184.9 kN/m² OK Check for up-lift Le 1100 >=1100 Be 1100 >=1100 OK
FOS Overturning FOS OT zz = Mzz Rest / Mzz ot 123 / 0 895.02 > 1.5 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 223) / 0 185.79 > 1.5 OK
Critical Ultimate : 2 : Dead plus Live on ODD Spans Pressure eccx= Mzz/F 6.4 / 317.5 about centre of base 20.2 mm eccz= Mxx/F 0.0 / 317.5 about centre of base 0.0 mm Area = Lxeff • Lzeff 1059.7 • 1100.0 1.2 m² Pressure = F / Area 317.5 / 1.2 272.3 kN/m²
Critical Serviceability : 4 : Dead plus Live All Spans Pressure Pmax = Fn(Pa, Pzz, Pxx, p1-4) 167.1, ±7.3, ±0.0, 159.8, 159.8, 174.4, 174.4 174.4 kN/m² OK Check for up-lift Le 2000 >=2000 Be 2000 >=2000 OK
FOS Overturning FOS OT zz = Mzz Rest / Mzz ot 668 / 10 69.08 > 1.5 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 668) / 6 32.98 > 1.5 OK
Critical Ultimate : 8 : Dead plus Live All Spans + Notional @ 180° Pressure eccx= Mzz/F -21.6 / 957.9 about centre of base -22.6 mm eccz= Mxx/F 0.0 / 957.9 about centre of base 0.0 mm Area = Lxeff • Lzeff 1954.9 • 2000.0 3.9 m² Pressure = F / Area 957.9 / 3.9 245.0 kN/m² Pressures P1to P9 P4=245.0 , P8=245.0 , P1=0.0 P7=245.0 , P9=245.0 , P5=0.0 P3=245.0 , P6=245.0 , P2=0.0 245.0 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.45) x 1.40 29.1kN/m² Check for up-lift (ULS)
FOS Overturning FOS OT zz = Mzz Rest / Mzz ot 958 / 22 44.33 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 958) / 12 23.44 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 183.4 - 29.1 • 2 • 0.9² / 2 161.1 kN.m OK X-X Moment UpperM - w•B•la²/2 183.4 - 29.1 • 2 • 0.9² / 2 161.1 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 147.2 - 29.1 • 2 • 0.8² / 2 129.7 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 130.5 - 29.1 • 2 • 0.8² / 2 113.0 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la 231.3 - 29.1 • 2 • 0.5 203.2 kN OK X-X Upper Vd- w•B•la 231.3 - 29.1 • 2 • 0.5 203.2 kN OK Z-Z Left Vd- w•B•la 195.5 - 29.1 • 2 • 0.4 172.3 kN OK Z-Z Right Vd- w•B•la 173.4 - 29.1 • 2 • 0.4 150.2 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.113 • (245.008 - 29.12) 24.3 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 24.287) / 1400 / 384 1.52 N/mm² OK
Punching Shear at 1 d vRd,c (stress) • 2 av = d thus Β = av/2d >>> x 2 (cl 6.2.2.6) 0.895 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 1.102 • (245.008 - 29.12) 237.8 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 237.807) / 3812.743 / 384 0.412 N/mm² OK Zone 2: Left Side Free (843.02 - 338.677) / 3906.372 / 384 0.335 N/mm² OK Zone 3: Right Side Free 843.02 - 327.426) / 3906.372 / 384 0.343 N/mm² OK Zone 4: Top Side Free (843.02 - 381.855) / 3906.372 / 384 0.306 N/mm² OK Zone 5: Bottom Side Free (843.02 - 381.855) / 3906.372 / 384 0.306 N/mm² OK Zone 6: Left & Bottom Sides Free (843.02 - 516.702) / 2953.186 / 384 0.286 N/mm² OK
Zone 7: Left & Top Sides Free (843.02 - 516.702) / 2953.186 / 384 0.286 N/mm² OK Zone 8: Right & Top Sides Free (843.02 - 500.023) / 2953.186 / 384 0.301 N/mm² OK Zone 9: Right & Bottom Sides Free (843.02 - 500.023) / 2953.186 / 384 0.301 N/mm² OK
Punching Shear at 2 d vRd,c (stress) av = 2d Β = 1 (cl 6.2.2.6) 0.447 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 2.973 • (245.008 - 29.12) 641.2 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 641.165) / 6225.486 / 384 0.084 N/mm² OK Zone 2: Left Side Free (843.02 - 703.619) / 5112.743 / 384 0.07 N/mm² OK Zone 3: Right Side Free (843.02 - 688.957) / 5112.743 / 384 0.078 N/mm² OK Zone 4: Top Side Free (843.02 - 739.998) / 5112.743 / 384 0.052 N/mm² OK Zone 5: Bottom Side Free (843.02 - 739.998) / 5112.743 / 384 0.052 N/mm² OK Zone 6: Left & Bottom Sides Free (843.02 - 772.736) / 3556.372 / 384 0.05 N/mm² OK Zone 7: Left & Top Sides Free (843.02 - 772.736) / 3556.372 / 384 0.05 N/mm² OK Zone 8: Right & Top Sides Free (843.02 - 763.69) / 3556.372 / 384 0.057 N/mm² OK Zone 9: Right & Bottom Sides Free (843.02 - 763.69) / 3556.372 / 384 0.057 N/mm² OK
General Checks Cover to Links Not less than 20 (Cl 4.4.1.2.3) 30 OK Cover to Bars Not less than 25 (Cl 4.4.1.2.3) 42 OK Deep/Slender Beam Span 3000 to 150000 (Cl 5.3.1.3) 6000 OK Number of main Bars to restrain links Not less than 4 (One per link leg) 6 OK RH Support Reinforcement Matching Not greater than 1 (Check Continuity with Next beam) 1 OK
Overall Width of Bars at Lap Top Left Lap Not greater than 1000 (BS Cl 3.12.8.14) 300 OK Top Right Lap Not greater than 1000 (BS Cl 3.12.8.14) 300 OK Bottom Left Lap Not greater than 300 (BS Cl 3.12.8.14) 280 OK Bottom Right Lap Not greater than 300 (BS Cl 3.12.8.14) 236 OK
Left Support Steel Hogging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.39 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 103 OK Min Steel Dia Not greater than 25 (N/a) 20 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.35 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
In-Span Steel @ 1875 mm. Hogging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.50 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 103 OK Min Steel Dia Not greater than 25 (N/a) 20 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.44 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
In-Span Steel @ 1875 mm. Sagging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.29 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 88 OK Min Steel Dia Not greater than 25 (N/a) 20 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.26 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
Right Support Steel Hogging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.39 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 103 OK Min Steel Dia Not greater than 25 (N/a) 16 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.35 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
Links - Nominal Shear Zone Longitudinal c/c Not greater than 709 (Cl 9.2.2 eq 9.6N & NA) 350 OK Transverse c/c 70 to 600 (Cl 9.2.2 eq 9.8N & NA) 226 OK Nominal Asv/Sv Not less than 0.68 (Cl 9.2.2 eq 9.5N & NA) 0.90 OK
Links - Right Shear Zone 1 Longitudinal c/c Not greater than 709 (Cl 9.2.2 eq 9.6N & NA) 225 OK Transverse c/c 84 to 600 (Cl 9.2.2 eq 9.8N & NA) 226 OK Nominal Asv/Sv Not less than 0.68 (Cl 9.2.2 eq 9.5N & NA) 2.01 OK
High Shear Design Left Support High Shear at 1999 mm. β•Ved= 504.7 kN 6.2.3.(8) Vrd= Asw• fywd (5 • 314) • 435 682.6 kN OK Right Support High Shear 7000 mm. β•Ved= 203.6 kN 6.2.3.(8) Vrd= Asw• fywd (6 • 314) • 435 819.1 kN OK
Left Shear Zone 1 at 225 mm VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.464, 2945, 32, 0.15, 0.0, 750, 927.5 291.4 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 927.5 ) 242.6 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 208.9 / Max(291.4, 242.6) 0.717 no Links req VRd,s = Asw• fywd• Sinα 314 • 434.8 • 1 (6.19)
General Checks Cover to Links Not less than 20 (Cl 4.4.1.2.3) 30 OK Cover to Bars Not less than 25 (Cl 4.4.1.2.3) 40 OK Deep/Slender Beam Span 3000 to 150000 (Cl 5.3.1.3) 9000 OK Spacer Size Not less than 13 (Cl 8.2.2 & NA) 16 OK Number of main Bars to restrain links Not less than 4 (One per link leg) 6 OK LH Support Reinforcement Matching Not greater than 1 (Check Continuity with Prev. beam) 1 OK RH Support Reinforcement Matching Not greater than 1 (Check Continuity with Next beam) 1 OK
Overall Width of Bars at Lap Top Left Lap Not greater than 1000 (BS Cl 3.12.8.14) 270 OK Top Right Lap Not greater than 1000 (BS Cl 3.12.8.14) 270 OK Bottom Left Lap Not greater than 300 (BS Cl 3.12.8.14) 216 OK Bottom Right Lap Not greater than 300 (BS Cl 3.12.8.14) 232 OK
Super-Member Hogging Peak Moment @ 9000 mm. Hogging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.45 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 110 OK Min Steel Dia Not greater than 25 (N/a) 20 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.35 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
Left Support Steel Hogging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.39 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 104 OK Min Steel Dia Not greater than 25 (N/a) 16 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.31 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
In-Span Steel @ 3250 mm. Sagging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.38 OK Tens. Steel gap Not less than 25 (Cl 8.2 & NA & BS) 620 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 110 OK Min Steel Dia Not greater than 25 (N/a) 20 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.30 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
Right Support Steel Hogging Tens. Min Steel % Not less than 0.16 (Cl 9.2.1.1-1 & NA) 0.45 OK Tens. Steel gap 25 to 300 (Cl 8.2 & NA & BS) 104 OK Tens. Steel gap Not less than 25 (Cl 8.2 & NA & BS) 638 OK Min Steel Dia Not greater than 25 (N/a) 16 OK Tens. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) 0.35 OK Comp. Max Steel % Not greater than 4.00 (Cl 9.2.1.1-3 & NA) n/a OK
Links - Left Shear Zone 1 Longitudinal c/c Not greater than 711 (Cl 9.2.2 eq 9.6N & NA) 250 OK Transverse c/c 70 to 600 (Cl 9.2.2 eq 9.8N & NA) 226 OK Nominal Asv/Sv Not less than 0.68 (Cl 9.2.2 eq 9.5N & NA) 1.26 OK
Links - Nominal Shear Zone Longitudinal c/c Not greater than 711 (Cl 9.2.2 eq 9.6N & NA) 350 OK Transverse c/c 70 to 600 (Cl 9.2.2 eq 9.8N & NA) 226 OK Nominal Asv/Sv Not less than 0.68 (Cl 9.2.2 eq 9.5N & NA) 0.90 OK
Links - Right Shear Zone 1 Longitudinal c/c Not greater than 711 (Cl 9.2.2 eq 9.6N & NA) 200 OK
No Tie Force case found (1.05D+0.35/1.05L). Using ULS reduced by 1.28=1.35/1.05 conservative Capacity = 0.87 • fy• Asc 0.87 • 500 • 3091 1344.1 kN OK
DIMENSIONAL CHECKS Cover to Links Not less than 20 (Cl 4.4.1.2.3) 30 OK Cover to Bars Not less than 20 (Cl 4.4.1.2.3) 40 OK Main Steel % 0.20 to 4.00 (Cl 9.5.2.2-3 & NA) 2.75 OK Min Main Dia Not less than 12 (Cl 9.5.2.1 & NA) 16 OK Min Link Dia Not less than 6 (Cl 9.5.3.1) 10 OK Max Link Pitch Not greater than 250 (Cl 9.5.3.3) 225 OK Link Pitch at supports Not greater than 150 (CL 9.5.3.4) 225 Caution XX Link Leg Length Not less than 70 (mm Shape code 82[33]) 180 OK YY Link Leg Length Not less than 70 (mm Shape code 82[33]) 190 OK XX Valid Link pattern Greater than 2(1 bar per leg) 3 OK YY Valid Link pattern Greater than 3(1 bar per leg) 5 OK UnRestrained Bar Distance Not greater than 150 (Cl 9.5.3.6) 75 OK UnRestrained Bar Distance Not greater than 150 (Cl 9.5.3.6) 88 OK
UNI-AXIAL MOMENT CAPACITY MXX TABLE Fcu = 40 N/mm², As = 3091 mm², As% = 2.75%, D = 450 mm, B = 250 mm Astop& Asbot= 2 x 942 mm², Asside= 2 x 603 mm² Napp X X/h N/bh M/bh2 Mcap 0 kN 137.65 0.306 0.000 2.199 111 kN.m 100 kN 146.24 0.325 0.889 2.286 116 kN.m 200 kN 155.05 0.345 1.778 2.367 120 kN.m 300 kN 164.59 0.366 2.667 2.447 124 kN.m 400 kN 174.89 0.389 3.556 2.524 128 kN.m 500 kN 186.00 0.413 4.444 2.599 132 kN.m 600 kN 197.92 0.440 5.333 2.669 135 kN.m 700 kN 210.71 0.468 6.222 2.736 139 kN.m 741 kN 216.22 0.481 6.588 2.762 140 kN.m 800 kN 223.65 0.497 7.111 2.786 141 kN.m 900 kN 231.67 0.515 8.000 2.744 139 kN.m 1000 kN 240.37 0.534 8.889 2.690 136 kN.m 1100 kN 249.93 0.555 9.778 2.626 133 kN.m 1200 kN 259.98 0.578 10.667 2.562 130 kN.m 1300 kN 270.54 0.601 11.556 2.497 126 kN.m 1400 kN 281.63 0.626 12.444 2.431 123 kN.m 1500 kN 293.25 0.652 13.333 2.363 120 kN.m 1600 kN 305.43 0.679 14.222 2.292 116 kN.m 1700 kN 318.16 0.707 15.111 2.219 112 kN.m 1800 kN 331.46 0.737 16.000 2.141 108 kN.m 1900 kN 345.32 0.767 16.889 2.059 104 kN.m 2000 kN 359.74 0.799 17.778 1.972 100 kN.m 2100 kN 374.72 0.833 18.667 1.879 95 kN.m 2200 kN 390.26 0.867 19.556 1.779 90 kN.m 2300 kN 406.35 0.903 20.444 1.672 85 kN.m 2400 kN 422.96 0.940 21.333 1.556 79 kN.m 2500 kN 440.11 0.978 22.222 1.431 72 kN.m 2600 kN 462.03 1.027 23.111 1.289 65 kN.m 2700 kN 489.60 1.088 24.000 1.118 57 kN.m 2800 kN 517.18 1.149 24.889 0.923 47 kN.m 2900 kN 544.74 1.211 25.778 0.704 36 kN.m 3000 kN 1125.0 2.500 26.667 0.550 28 kN.m 3100 kN 1125.0 2.500 27.556 0.550 28 kN.m 3200 kN 1125.0 2.500 28.444 0.550 28 kN.m 3300 kN 1125.0 2.500 29.333 0.550 28 kN.m 3328 kN 1125.0 2.500 29.582 0.550 28 kN.m Ncap Nuz 3328 kN 1125.0 2.500 29.582 0.550 28 kN.m Ncap Nuz Note: These Moment capacities are for a given Applied Axial Load. The Applied Moment may safely be less than the maximum Moment Capacity. They must NOT be used in reverse as for a given Applied Moment you could have a lower as well as an upper bound Axial Load limit.
COLUMN TIE CHECK Maximum floor load in lift BS 8110 Pt 1: CL 3.12.3.7 & 2.4.3.2 No Tie Force case found (1.05D+0.35/1.05L). Using ULS reduced by 1.28=1.35/1.05 conservative Capacity = 0.87 • fy• Asc 0.87 • 500 • 905 393.4 kN OK
DIMENSIONAL CHECKS Cover to Links Not less than 20 (Cl 4.4.1.2.3) 30 OK Cover to Bars Not less than 20 (Cl 4.4.1.2.3) 40 OK Main Steel % 0.20 to 4.00 (Cl 9.5.2.2-3 & NA) 0.57 OK Min Main Dia Not less than 12 (Cl 9.5.2.1 & NA) 12 OK Min Link Dia Not less than 6 (Cl 9.5.3.1) 10 OK Max Link Pitch Not greater than 240 (Cl 9.5.3.3) 100 OK Link Pitch at supports Not greater than 144 (CL 9.5.3.4) 100 OK XX Link Leg Length Not less than 70 (mm Shape code 82[33]) 165 OK YY Link Leg Length Not less than 70 (mm Shape code 82[33]) 165 OK XX Valid Link pattern Greater than 3(1 bar per leg) 3 OK YY Valid Link pattern Greater than 3(1 bar per leg) 3 OK
UNI-AXIAL MOMENT CAPACITY MXX TABLE Fcu = 40 N/mm², As = 905 mm², As% = 0.57%, D = 400 mm, B = 400 mm Astop& Asbot= 2 x 339 mm², Asside= 2 x 113 mm² Napp X X/h N/bh M/bh2 Mcap 0 kN 44.125 0.110 0.000 1.060 68 kN.m
COLUMN TIE CHECK Maximum floor load in lift BS 8110 Pt 1: CL 3.12.3.7 & 2.4.3.2 No Tie Force case found (1.05D+0.35/1.05L). Using ULS reduced by 1.28=1.35/1.05 conservative Capacity = 0.87 • fy• Asc 0.87 • 500 • 1206 524.5 kN OK
DIMENSIONAL CHECKS Cover to Links Not less than 20 (Cl 4.4.1.2.3) 30 OK Cover to Bars Not less than 20 (Cl 4.4.1.2.3) 40 OK Main Steel % 0.23 to 4.00 (Cl 9.5.2.2-3 & NA) 1.71 OK Min Main Dia Not less than 12 (Cl 9.5.2.1 & NA) 16 OK Min Link Dia Not less than 6 (Cl 9.5.3.1) 10 OK Max Link Pitch Not greater than 300 (Cl 9.5.3.3) 150 OK Link Pitch at supports Not greater than 180 (CL 9.5.3.4) 150 OK
Critical Ultimate : 2 : Dead plus Live on ODD Spans Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.40 17.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.40 14.7 kN Fcol = F 285.5 + 285.5 kN Fres = F + Fpad + Fsur 285.5 + 17.3 + 14.7 317.5 kN Mzz = Mzz + Vx•D + Fcol•ezz 5.4 + (2.3 x 0.425) + (285.5 x 0.0) 6.4 kN.m Effective L (Le) = Fn(Mzz,Fres,L) 6.4, 317.5, 1100 1100 mm
Pressure eccx= Mzz/F 6.4 / 317.5 about centre of base 20.2 mm eccz= Mxx/F 0.0 / 317.5 about centre of base 0.0 mm Area = Lxeff • Lzeff 1059.7 • 1100.0 1.2 m² Pressure = F / Area 317.5 / 1.2 272.3 kN/m² Pressures P1to P9 P4=0.0 , P8=272.3 , P1=272.3 P7=0.0 , P9=272.3 , P5=272.3 P3=0.0 , P6=272.3 , P2=272.3 272.3 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.425) x 1.40 28.3kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (285) x 0.550 + ( 17 + 15) x 0.550 175 kN.m FOS OT zz = Mzz Rest / Mzz ot 175 / 6 27.29 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 317) / 2 41.77 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 17.7 - 28.3 • 1.1 • 0.4² / 2 15.8 kN.m OK X-X Moment UpperM - w•B•la²/2 17.7 - 28.3 • 1.1 • 0.4² / 2 15.8 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 14.4 - 28.3 • 1.1 • 0.4² / 2 12.5 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 18.3 - 28.3 • 1.1 • 0.4² / 2 16.4 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la -5.5 - 28.3 • 1.1 • 0 -4.9 kN OK X-X Upper Vd- w•B•la -5.5 - 28.3 • 1.1 • 0 -4.9 kN OK Z-Z Left Vd- w•B•la 0 - 28.3 • 1.1 • 0 0.2 kN OK Z-Z Right Vd- w•B•la -2.1 - 28.3 • 1.1 • 0 -1.9 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head
Punching Shear at 1 d Projections from Column face 2 opposite Projections are less than 1 d => Not Applicable
Punching Shear at 2 d Projections from Column face 2 opposite Projections are less than 2 d => Not Applicable
Ultimate : 1 : Dead plus Live All Spans Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.40 17.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.40 14.7 kN Fcol = F 258.3 + 258.3 kN Fres = F + Fpad + Fsur 258.3 + 17.3 + 14.7 290.3 kN Mzz = Mzz + Vx•D + Fcol•ezz 4.9 + (2.1 x 0.425) + (258.3 x 0.0) 5.8 kN.m Effective L (Le) = Fn(Mzz,Fres,L) 5.8, 290.3, 1100 1100 mm
Pressure eccx= Mzz/F 5.8 / 290.3 about centre of base 19.9 mm eccz= Mxx/F 0.0 / 290.3 about centre of base 0.0 mm Area = Lxeff • Lzeff 1060.3 • 1100.0 1.2 m² Pressure = F / Area 290.3 / 1.2 248.9 kN/m² Pressures P1to P9 P4=0.0 , P8=248.9 , P1=248.9 P7=0.0 , P9=248.9 , P5=248.9 P3=0.0 , P6=248.9 , P2=248.9 248.9 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.425) x 1.40 28.3kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (258) x 0.550 + ( 17 + 15) x 0.550 160 kN.m FOS OT zz = Mzz Rest / Mzz ot 160 / 6 27.70 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 290) / 2 41.86 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 16.2 - 28.3 • 1.1 • 0.4² / 2 14.3 kN.m OK X-X Moment UpperM - w•B•la²/2 16.2 - 28.3 • 1.1 • 0.4² / 2 14.3 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 13.2 - 28.3 • 1.1 • 0.4² / 2 11.3 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 16.8 - 28.3 • 1.1 • 0.4² / 2 14.9 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la -5 - 28.3 • 1.1 • 0 -4.4 kN OK X-X Upper Vd- w•B•la -5 - 28.3 • 1.1 • 0 -4.4 kN OK Z-Z Left Vd- w•B•la 0 - 28.3 • 1.1 • 0 0.2 kN OK Z-Z Right Vd- w•B•la -1.9 - 28.3 • 1.1 • 0 -1.7 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.16 • (248.869 - 28.28) 35.3 kN Shear stress (Fnet- Fin) / Perim / d (258.28 - 35.294) / 1600 / 363 0.38 N/mm² OK
Punching Shear at 1 d Projections from Column face 2 opposite Projections are less than 1 d => Not Applicable
Punching Shear at 2 d Projections from Column face 2 opposite Projections are less than 2 d => Not Applicable
Ultimate : 3 : Dead Plus Live On EVEN Spans Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.40 17.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.40 14.7 kN Fcol = F 80.9 + 80.9 kN Fres = F + Fpad + Fsur 80.9 + 17.3 + 14.7 112.9 kN Mzz = Mzz + Vx•D + Fcol•ezz 1.5 + (0.7 x 0.425) + (80.9 x 0.0) 1.8 kN.m Effective L (Le) = Fn(Mzz,Fres,L) 1.8, 112.9, 1100 1100 mm
Pressure eccx= Mzz/F 1.8 / 112.9 about centre of base 15.9 mm eccz= Mxx/F 0.0 / 112.9 about centre of base 0.0 mm Area = Lxeff • Lzeff 1068.1 • 1100.0 1.2 m² Pressure = F / Area 112.9 / 1.2 96.1 kN/m² Pressures P1to P9 P4=0.0 , P8=96.1 , P1=96.1 P7=0.0 , P9=96.1 , P5=96.1
Ultimate : 7 : Dead plus Live All Spans + Notional @ 0° Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.40 17.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.40 14.7 kN Fcol = F 258.3 + 258.3 kN Fres = F + Fpad + Fsur 258.3 + 17.3 + 14.7 290.3 kN Mzz = Mzz + Vx•D + Fcol•ezz 4.9 + (2.1 x 0.425) + (258.3 x 0.0) 5.8 kN.m Effective L (Le) = Fn(Mzz,Fres,L) 5.8, 290.3, 1100 1100 mm
Pressure eccx= Mzz/F 5.8 / 290.3 about centre of base 19.9 mm eccz= Mxx/F 0.0 / 290.3 about centre of base 0.0 mm Area = Lxeff • Lzeff 1060.3 • 1100.0 1.2 m² Pressure = F / Area 290.3 / 1.2 248.9 kN/m² Pressures P1to P9 P4=0.0 , P8=248.9 , P1=248.9 P7=0.0 , P9=248.9 , P5=248.9 P3=0.0 , P6=248.9 , P2=248.9 248.9 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.425) x 1.40 28.3kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (258) x 0.550 + ( 17 + 15) x 0.550 160 kN.m FOS OT zz = Mzz Rest / Mzz ot 160 / 6 27.70 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 290) / 2 41.86 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 16.2 - 28.3 • 1.1 • 0.4² / 2 14.3 kN.m OK X-X Moment UpperM - w•B•la²/2 16.2 - 28.3 • 1.1 • 0.4² / 2 14.3 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 13.2 - 28.3 • 1.1 • 0.4² / 2 11.3 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 16.8 - 28.3 • 1.1 • 0.4² / 2 14.9 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la -5 - 28.3 • 1.1 • 0 -4.4 kN OK X-X Upper Vd- w•B•la -5 - 28.3 • 1.1 • 0 -4.4 kN OK Z-Z Left Vd- w•B•la 0 - 28.3 • 1.1 • 0 0.2 kN OK Z-Z Right Vd- w•B•la -1.9 - 28.3 • 1.1 • 0 -1.7 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.16 • (248.869 - 28.28) 35.3 kN Shear stress (Fnet- Fin) / Perim / d (258.28 - 35.294) / 1600 / 363 0.38 N/mm² OK
Punching Shear at 1 d Projections from Column face 2 opposite Projections are less than 1 d => Not Applicable
Punching Shear at 2 d Projections from Column face 2 opposite Projections are less than 2 d => Not Applicable
Ultimate : 8 : Dead plus Live All Spans + Notional @ 180° Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.40 17.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.40 14.7 kN Fcol = F 264.9 + 264.9 kN Fres = F + Fpad + Fsur 264.9 + 17.3 + 14.7 296.9 kN Mzz = Mzz + Vx•D + Fcol•ezz -8.2 + (-5.2 x 0.425) + (264.9 x 0.0) -10.4 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -10.4, 296.9, 1100 1100 mm
Pressure eccx= Mzz/F -10.4 / 296.9 about centre of base -35.1 mm eccz= Mxx/F 0.0 / 296.9 about centre of base 0.0 mm Area = Lxeff • Lzeff 1029.8 • 1100.0 1.1 m² Pressure = F / Area 296.9 / 1.1 262.1 kN/m² Pressures P1to P9 P4=262.1 , P8=262.1 , P1=0.0 P7=262.1 , P9=262.1 , P5=0.0 P3=262.1 , P6=262.1 , P2=0.0 262.1 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (265) x 0.550 + ( 17 + 15) x 0.550 163 kN.m FOS OT zz = Mzz Rest / Mzz ot 163 / 10 15.68 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 297) / 5 17.00 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 16.5 - 28.3 • 1.1 • 0.4² / 2 14.6 kN.m OK X-X Moment UpperM - w•B•la²/2 16.5 - 28.3 • 1.1 • 0.4² / 2 14.6 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 17.7 - 28.3 • 1.1 • 0.4² / 2 15.8 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 11.3 - 28.3 • 1.1 • 0.4² / 2 9.4 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la -5.1 - 28.3 • 1.1 • 0 -4.5 kN OK X-X Upper Vd- w•B•la -5.1 - 28.3 • 1.1 • 0 -4.5 kN OK Z-Z Left Vd- w•B•la -2 - 28.3 • 1.1 • 0 -1.8 kN OK Z-Z Right Vd- w•B•la 0 - 28.3 • 1.1 • 0 0.2 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.16 • (262.099 - 28.28) 37.4 kN Shear stress (Fnet- Fin) / Perim / d (264.93 - 37.411) / 1600 / 363 0.388 N/mm² OK
Punching Shear at 1 d Projections from Column face 2 opposite Projections are less than 1 d => Not Applicable
Punching Shear at 2 d Projections from Column face 2 opposite Projections are less than 2 d => Not Applicable
Dimensional Checks Cover to Bars Not less than 20 (Cl 4.4.1.2.3) 50 OK Tens. Min Steel % Bot zz 0.16 to 4.00 (Cl 9.2.1.1-1 & NA) 0.17 OK Tens. Min Steel % Bot xx 0.16 to 4.00 (Cl 9.2.1.1-1 & NA) 0.17 OK Tens. Steel gap Inner zz B 25 to 750 (Cl 8.2 & NA & BS) 175 OK Tens. Steel gap Inner xx B 25 to 750 (Cl 8.2 & NA & BS) 175 OK Min Steel Dia Not less than 0 (N/a) 12 OK Column Starter Bars in Pad 0 to 300 (Horizontal Projections) 270 OK
PAD @ NODE 2 : (GRID A1A)
Basic Properties Design to EC 2: 2004 - Using UK values Fy, Fcu, Covers T, B, S 500 N/mm², 40 N/mm², 75 mm, 50 mm, 50 mm Gross: Area, Area1, Z zz, Z xx 4.0, 0.113, 1.333, 1.333 Conc Den, LFsrv , LFult 24.0, 1.0, 1.4 Surcharge = Surext + h0 • γsoil 10.0 = 10.0 + 0.0 • 20.0 SWP = SWP0 + γsoil• (h0+ D) 209 = 200 + 20 x (0.000 + 0.450)
Critical Ultimate : 8 : Dead plus Live All Spans + Notional @ 180° Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.40 60.5 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.40 54.4 kN Fcol = F 843.0 + 843.0 kN Fres = F + Fpad + Fsur 843.0 + 60.5 + 54.4 957.9 kN Mzz = Mzz + Vx•D + Fcol•ezz -16.1 + (-12.3 x 0.45) + (843.0 x 0.0) -21.6 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -21.6, 957.9, 2000 2000 mm
Pressure eccx= Mzz/F -21.6 / 957.9 about centre of base -22.6 mm eccz= Mxx/F 0.0 / 957.9 about centre of base 0.0 mm Area = Lxeff • Lzeff 1954.9 • 2000.0 3.9 m² Pressure = F / Area 957.9 / 3.9 245.0 kN/m² Pressures P1to P9 P4=245.0 , P8=245.0 , P1=0.0 P7=245.0 , P9=245.0 , P5=0.0 P3=245.0 , P6=245.0 , P2=0.0 245.0 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.45) x 1.40 29.1kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (843) x 1.000 + ( 60 + 54) x 1.000 958 kN.m FOS OT zz = Mzz Rest / Mzz ot 958 / 22 44.33 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 958) / 12 23.44 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 183.4 - 29.1 • 2 • 0.9² / 2 161.1 kN.m OK X-X Moment UpperM - w•B•la²/2 183.4 - 29.1 • 2 • 0.9² / 2 161.1 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 147.2 - 29.1 • 2 • 0.8² / 2 129.7 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 130.5 - 29.1 • 2 • 0.8² / 2 113.0 kN.m OK
Ultimate : 1 : Dead plus Live All Spans Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.40 60.5 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.40 54.4 kN Fcol = F 837.6 + 837.6 kN Fres = F + Fpad + Fsur 837.6 + 60.5 + 54.4 952.5 kN Mzz = Mzz + Vx•D + Fcol•ezz -3.8 + (-5.2 x 0.45) + (837.6 x 0.0) -6.1 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -6.1, 952.5, 2000 2000 mm
Pressure eccx= Mzz/F -6.1 / 952.5 about centre of base -6.4 mm eccz= Mxx/F 0.0 / 952.5 about centre of base 0.0 mm Area = Lxeff • Lzeff 1987.2 • 2000.0 4.0 m² Pressure = F / Area 952.5 / 4.0 239.7 kN/m² Pressures P1to P9 P4=239.7 , P8=239.7 , P1=0.0 P7=239.7 , P9=239.7 , P5=0.0 P3=239.7 , P6=239.7 , P2=0.0 239.7 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.45) x 1.40 29.1kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (838) x 1.000 + ( 60 + 54) x 1.000 952 kN.m FOS OT zz = Mzz Rest / Mzz ot 952 / 6 155.72 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 952) / 5 55.27 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 182.3 - 29.1 • 2 • 0.9² / 2 160.0 kN.m OK X-X Moment UpperM - w•B•la²/2 182.3 - 29.1 • 2 • 0.9² / 2 160.0 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 143.9 - 29.1 • 2 • 0.8² / 2 126.5 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 139.2 - 29.1 • 2 • 0.8² / 2 121.7 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la 230 - 29.1 • 2 • 0.5 201.9 kN OK X-X Upper Vd- w•B•la 230 - 29.1 • 2 • 0.5 201.9 kN OK Z-Z Left Vd- w•B•la 191.2 - 29.1 • 2 • 0.4 168.0 kN OK Z-Z Right Vd- w•B•la 185.1 - 29.1 • 2 • 0.4 161.9 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.113 • (239.655 - 29.12) 23.7 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 23.685) / 1400 / 384 1.511 N/mm² OK
Punching Shear at 1 d vRd,c (stress) • 2 av = d thus Β = av/2d >>> x 2 (cl 6.2.2.6) 0.895 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 1.102 • (239.655 - 29.12) 231.9 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 231.911) / 3812.743 / 384 0.413 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.569 • (239.655 - 29.12) 330.3 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 330.281) / 3906.372 / 384 0.337 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.556 • (239.655 - 29.12) 327.1 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 327.147) / 3906.372 / 384 0.339 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (239.655 - 29.12) 372.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 372.388) / 3906.372 / 384 0.309 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (239.655 - 29.12) 372.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 372.388) / 3906.372 / 384 0.309 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (239.655 - 29.12) 503.9 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 503.892) / 2953.186 / 384 0.293 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (239.655 - 29.12) 503.9 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 503.892) / 2953.186 / 384 0.293 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.374 • (239.655 - 29.12) 499.2 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 499.247) / 2953.186 / 384 0.297 N/mm² OK Zone 9: Right & Bottom Sides Free
Punching Shear at 2 d vRd,c (stress) av = 2d Β = 1 (cl 6.2.2.6) 0.447 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 2.99 • (239.655 - 29.12) 629.5 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 629.46) / 6225.486 / 384 0.086 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.28 • (239.655 - 29.12) 690.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 690.365) / 5112.743 / 384 0.074 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.26 • (239.655 - 29.12) 685.6 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 685.63) / 5112.743 / 384 0.077 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.475 • (239.655 - 29.12) 731.5 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 731.453) / 5112.743 / 384 0.053 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.475 • (239.655 - 29.12) 731.5 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 731.453) / 5112.743 / 384 0.053 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.627 • (239.655 - 29.12) 763.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 763.379) / 3556.372 / 384 0.053 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.627 • (239.655 - 29.12) 763.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 763.379) / 3556.372 / 384 0.053 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.61 • (239.655 - 29.12) 759.3 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 759.333) / 3556.372 / 384 0.056 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.61 • (239.655 - 29.12) 759.3 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 759.334) / 3556.372 / 384 0.056 N/mm² OK
Ultimate : 2 : Dead plus Live on ODD Spans Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.40 60.5 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.40 54.4 kN Fcol = F 615.6 + 615.6 kN Fres = F + Fpad + Fsur 615.6 + 60.5 + 54.4 730.5 kN Mzz = Mzz + Vx•D + Fcol•ezz 1.8 + (-0.6 x 0.45) + (615.6 x 0.0) 1.5 kN.m Effective L (Le) = Fn(Mzz,Fres,L) 1.5, 730.5, 2000 2000 mm
Pressure eccx= Mzz/F 1.5 / 730.5 about centre of base 2.1 mm eccz= Mxx/F 0.0 / 730.5 about centre of base 0.0 mm Area = Lxeff • Lzeff 1995.8 • 2000.0 4.0 m² Pressure = F / Area 730.5 / 4.0 183.0 kN/m² Pressures P1to P9 P4=0.0 , P8=183.0 , P1=183.0 P7=0.0 , P9=183.0 , P5=183.0 P3=0.0 , P6=183.0 , P2=183.0 183.0 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.45) x 1.40 29.1kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (616) x 1.000 + ( 60 + 54) x 1.000 730 kN.m FOS OT zz = Mzz Rest / Mzz ot 730 / 2 475.72 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 730) / 1 359.25 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 139.8 - 29.1 • 2 • 0.9² / 2 117.5 kN.m OK X-X Moment UpperM - w•B•la²/2 139.8 - 29.1 • 2 • 0.9² / 2 117.5 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 108.7 - 29.1 • 2 • 0.8² / 2 91.2 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 109.9 - 29.1 • 2 • 0.8² / 2 92.4 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la 176.4 - 29.1 • 2 • 0.5 148.3 kN OK X-X Upper Vd- w•B•la 176.4 - 29.1 • 2 • 0.5 148.3 kN OK Z-Z Left Vd- w•B•la 144.5 - 29.1 • 2 • 0.4 121.3 kN OK Z-Z Right Vd- w•B•la 146 - 29.1 • 2 • 0.4 122.8 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.113 • (183.001 - 29.12) 17.3 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 17.312) / 1400 / 384 1.11 N/mm² OK
Punching Shear at 1 d vRd,c (stress) • 2 av = d thus Β = av/2d >>> x 2 (cl 6.2.2.6) 0.895 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 1.102 • (183.001 - 29.12) 169.5 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 169.505) / 3812.743 / 384 0.304 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.564 • (183.001 - 29.12) 240.6 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 240.62) / 3906.372 / 384 0.249 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.569 • (183.001 - 29.12) 241.4 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 241.403) / 3906.372 / 384 0.248 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (183.001 - 29.12) 272.2 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 272.179) / 3906.372 / 384 0.228 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (183.001 - 29.12) 272.2 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 272.179) / 3906.372 / 384 0.228 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.387 • (183.001 - 29.12) 367.1 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 367.135) / 2953.186 / 384 0.218 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.387 • (183.001 - 29.12) 367.1 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 367.135) / 2953.186 / 384 0.218 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (183.001 - 29.12) 368.3 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 368.296) / 2953.186 / 384 0.217 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (183.001 - 29.12) 368.3 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 368.296) / 2953.186 / 384 0.217 N/mm² OK
Punching Shear at 2 d vRd,c (stress) av = 2d Β = 1 (cl 6.2.2.6) 0.447 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 2.993 • (183.001 - 29.12) 460.6 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 460.631) / 6225.486 / 384 0.064 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.275 • (183.001 - 29.12) 503.8 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 503.773) / 5112.743 / 384 0.056 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.283 • (183.001 - 29.12) 505.1 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 505.147) / 5112.743 / 384 0.055 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.483 • (183.001 - 29.12) 535.9 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 535.923) / 5112.743 / 384 0.04 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.483 • (183.001 - 29.12) 535.9 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 535.923) / 5112.743 / 384 0.04 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.626 • (183.001 - 29.12) 557.8 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 557.802) / 3556.372 / 384 0.041 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.626 • (183.001 - 29.12) 557.8 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 557.802) / 3556.372 / 384 0.041 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.634 • (183.001 - 29.12) 559.3 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 559.258) / 3556.372 / 384 0.04 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.634 • (183.001 - 29.12) 559.3 kN Shear stress (Fnet- Fin) / Perim / d (615.56 - 559.258) / 3556.372 / 384 0.04 N/mm² OK
Ultimate : 3 : Dead Plus Live On EVEN Spans Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.40 60.5 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.40 54.4 kN Fcol = F 573.1 + 573.1 kN Fres = F + Fpad + Fsur 573.1 + 60.5 + 54.4 688.0 kN
Mzz = Mzz + Vx•D + Fcol•ezz -7.2 + (-6.7 x 0.45) + (573.1 x 0.0) -10.2 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -10.2, 688.0, 2000 2000 mm
Pressure eccx= Mzz/F -10.2 / 688.0 about centre of base -14.9 mm eccz= Mxx/F 0.0 / 688.0 about centre of base 0.0 mm Area = Lxeff • Lzeff 1970.3 • 2000.0 3.9 m² Pressure = F / Area 688.0 / 3.9 174.6 kN/m² Pressures P1to P9 P4=174.6 , P8=174.6 , P1=0.0 P7=174.6 , P9=174.6 , P5=0.0 P3=174.6 , P6=174.6 , P2=0.0 174.6 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.45) x 1.40 29.1kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (573) x 1.000 + ( 60 + 54) x 1.000 688 kN.m FOS OT zz = Mzz Rest / Mzz ot 688 / 10 67.24 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 688) / 7 30.63 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 131.7 - 29.1 • 2 • 0.9² / 2 109.4 kN.m OK X-X Moment UpperM - w•B•la²/2 131.7 - 29.1 • 2 • 0.9² / 2 109.4 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 104.9 - 29.1 • 2 • 0.8² / 2 87.4 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 97 - 29.1 • 2 • 0.8² / 2 79.5 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la 166.2 - 29.1 • 2 • 0.5 138.0 kN OK X-X Upper Vd- w•B•la 166.2 - 29.1 • 2 • 0.5 138.0 kN OK Z-Z Left Vd- w•B•la 139.3 - 29.1 • 2 • 0.4 116.1 kN OK Z-Z Right Vd- w•B•la 128.9 - 29.1 • 2 • 0.4 105.7 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.113 • (174.608 - 29.12) 16.4 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 16.367) / 1400 / 384 1.033 N/mm² OK
Punching Shear at 1 d vRd,c (stress) • 2 av = d thus Β = av/2d >>> x 2 (cl 6.2.2.6) 0.895 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 1.102 • (174.608 - 29.12) 160.3 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 160.26) / 3812.743 / 384 0.281 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.569 • (174.608 - 29.12) 228.2 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 228.237) / 3906.372 / 384 0.229 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • Pmax- Area • Pstatic1.538 • 174.608 - 1.569 • 29.12 222.9 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 222.95) / 3906.372 / 384 0.232 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (174.608 - 29.12) 257.3 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 257.334) / 3906.372 / 384 0.209 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (174.608 - 29.12) 257.3 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 257.334) / 3906.372 / 384 0.209 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (174.608 - 29.12) 348.2 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 348.209) / 2953.186 / 384 0.197 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (174.608 - 29.12) 348.2 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 348.209) / 2953.186 / 384 0.197 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic2.348 • 174.608 - 2.393 • 29.12 340.4 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 340.371) / 2953.186 / 384 0.204 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic2.348 • 174.608 - 2.393 • 29.12 340.4 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 340.371) / 2953.186 / 384 0.204 N/mm² OK
Punching Shear at 2 d vRd,c (stress) av = 2d Β = 1 (cl 6.2.2.6) 0.447 N/mm² Zone 1: Full Punching
Ultimate : 7 : Dead plus Live All Spans + Notional @ 0° Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.40 60.5 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.40 54.4 kN Fcol = F 837.6 + 837.6 kN
Fres = F + Fpad + Fsur 837.6 + 60.5 + 54.4 952.5 kN Mzz = Mzz + Vx•D + Fcol•ezz -3.8 + (-5.2 x 0.45) + (837.6 x 0.0) -6.1 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -6.1, 952.5, 2000 2000 mm
Pressure eccx= Mzz/F -6.1 / 952.5 about centre of base -6.4 mm eccz= Mxx/F 0.0 / 952.5 about centre of base 0.0 mm Area = Lxeff • Lzeff 1987.2 • 2000.0 4.0 m² Pressure = F / Area 952.5 / 4.0 239.7 kN/m² Pressures P1to P9 P4=239.7 , P8=239.7 , P1=0.0 P7=239.7 , P9=239.7 , P5=0.0 P3=239.7 , P6=239.7 , P2=0.0 239.7 kN/m² Max
Moments and Shears Static load reduction w=(Sur + Den•D)•L
(10.0 + 24.0 x 0.45) x 1.40 29.1kN/m² Check for up-lift (ULS)
FOS Overturning Mzz Rest = (F)•e+(pad+sur)•L/2 (838) x 1.000 + ( 60 + 54) x 1.000 952 kN.m FOS OT zz = Mzz Rest / Mzz ot 952 / 6 155.72 > 1.0 OK
FOS Sliding FOS Sliding = 0.30 • F / Fv (0.30 x 952) / 5 55.27 > 1.0 OK
Moments at Column Face X-X Moment LowerM - w•B•la²/2 182.3 - 29.1 • 2 • 0.9² / 2 160.0 kN.m OK X-X Moment UpperM - w•B•la²/2 182.3 - 29.1 • 2 • 0.9² / 2 160.0 kN.m OK Z-Z Moment Left UpperM - w•B•la²/2 143.9 - 29.1 • 2 • 0.8² / 2 126.5 kN.m OK Z-Z Moment Right UpperM - w•B•la²/2 139.2 - 29.1 • 2 • 0.8² / 2 121.7 kN.m OK
'Beam' Shear at d from Column Face X-X Lower Vd- w•B•la 230 - 29.1 • 2 • 0.5 201.9 kN OK X-X Upper Vd- w•B•la 230 - 29.1 • 2 • 0.5 201.9 kN OK Z-Z Left Vd- w•B•la 191.2 - 29.1 • 2 • 0.4 168.0 kN OK Z-Z Right Vd- w•B•la 185.1 - 29.1 • 2 • 0.4 161.9 kN OK
Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head Inner Load Fin= Area • (Pmax- Pstatic) 0.113 • (239.655 - 29.12) 23.7 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 23.685) / 1400 / 384 1.511 N/mm² OK
Punching Shear at 1 d vRd,c (stress) • 2 av = d thus Β = av/2d >>> x 2 (cl 6.2.2.6) 0.895 N/mm² Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 1.102 • (239.655 - 29.12) 231.9 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 231.911) / 3812.743 / 384 0.413 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.569 • (239.655 - 29.12) 330.3 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 330.281) / 3906.372 / 384 0.337 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.556 • (239.655 - 29.12) 327.1 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 327.147) / 3906.372 / 384 0.339 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (239.655 - 29.12) 372.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 372.388) / 3906.372 / 384 0.309 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (239.655 - 29.12) 372.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 372.388) / 3906.372 / 384 0.309 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (239.655 - 29.12) 503.9 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 503.892) / 2953.186 / 384 0.293 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (239.655 - 29.12) 503.9 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 503.892) / 2953.186 / 384 0.293 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.374 • (239.655 - 29.12) 499.2 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 499.247) / 2953.186 / 384 0.297 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.374 • (239.655 - 29.12) 499.2 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 499.247) / 2953.186 / 384 0.297 N/mm² OK
Punching Shear at 2 d vRd,c (stress) av = 2d Β = 1 (cl 6.2.2.6) 0.447 N/mm²
Zone 1: Full Punching Inner Load Fin= Area • (Pmax- Pstatic) 2.99 • (239.655 - 29.12) 629.5 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 629.46) / 6225.486 / 384 0.086 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.28 • (239.655 - 29.12) 690.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 690.365) / 5112.743 / 384 0.074 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.26 • (239.655 - 29.12) 685.6 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 685.63) / 5112.743 / 384 0.077 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.475 • (239.655 - 29.12) 731.5 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 731.453) / 5112.743 / 384 0.053 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.475 • (239.655 - 29.12) 731.5 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 731.453) / 5112.743 / 384 0.053 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.627 • (239.655 - 29.12) 763.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 763.379) / 3556.372 / 384 0.053 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.627 • (239.655 - 29.12) 763.4 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 763.379) / 3556.372 / 384 0.053 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.61 • (239.655 - 29.12) 759.3 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 759.333) / 3556.372 / 384 0.056 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.61 • (239.655 - 29.12) 759.3 kN Shear stress (Fnet- Fin) / Perim / d (837.56 - 759.334) / 3556.372 / 384 0.056 N/mm² OK
Dimensional Checks Cover to Bars Not less than 20 (Cl 4.4.1.2.3) 50 OK Tens. Min Steel % Bot zz 0.16 to 4.00 (Cl 9.2.1.1-1 & NA) 0.25 OK Tens. Min Steel % Bot xx 0.16 to 4.00 (Cl 9.2.1.1-1 & NA) 0.25 OK Tens. Steel gap Inner zz B 25 to 750 (Cl 8.2 & NA & BS) 200 OK Tens. Steel gap Inner xx B 25 to 750 (Cl 8.2 & NA & BS) 200 OK Min Steel Dia Not less than 0 (N/a) 16 OK Column Starter Bars in Pad 0 to 725 (Horizontal Projections) 382 OK