© masterseries powerpad - project title …...concrete design sample output to ec 2 contents...

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Concrete Design Sample Output to EC2

Contents Summary of Concrete Design Results ..................................................................................................................................... 2

Graphical Summary Of Beam Design ..................................................................................................................................... 3

Detailed Output ....................................................................................................................................................................... 4

Very Detailed Output ............................................................................................................................................................ 17

Schedule ................................................................................................................................................................................ 45

Pad Foundation Table ............................................................................................................................................................ 50



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Summary of Concrete Design Results

BeamsMember 01 : (Grid A1-A1a - 1) Moments (L, M, R) 0.052 0.330 OK Shear (L1...R1)

Member 02 : (Grid A1a-A3 - 1) Moments (L, M, R) 0.344 0.871 OK Shear (L1...R1)

Columns

Member 21 : (Grid A1a-A1a - 1): Ultimate Case 8 Capacity (N, M, V) 0.253 0.190 OK

Member 27 : (Grid A2-A2 - 2): Ultimate Case 8 Capacity (N, M, V) 0.144 0.037 OK

Member 30 : (Grid A3-A3 - 2): Ultimate Case 2 Capacity (N, M, V) 0.362 0.024 Warning

Pad-Foundations

Pad at GL A1

: Service Case 5: Ultimate Case 2 Soil (P, OT, Sl) 0.889 0.891, 0.024 OK Conc (M, V, Vp) 0.136, 0.135 0.089 OK

: Service Case 4: Ultimate Case 8 Soil (P, OT, Sl) 0.834 0.830, 0.043 OK Conc (M, V, Vp) 0.469, 0.469 0.461, 0.320 OK

Pad at GL A1a

: Service Case 4: Ultimate Case 1 Soil (P, OT, Sl) 1.007 0.959, 0.007 Warning Conc (M, V, Vp) 0.964, 0.964 0.707, 0.374 OK

: Service Case 4: Ultimate Case 1 Soil (P, OT, Sl) 0.935 0.934, 0.005 OK Conc (M, V, Vp) 0.898, 0.898 0.694, 0.523 OK



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Graphical Summary Of Beam Design

MEMBER 1



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MEMBERS 2-4

Detailed Output



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MEMBER 1

Bending Moments Left Support Steel Hogging Mapp/Mu 59.0 / 1124.

In-Span Steel @ 1875 mm. Hogging Mapp/Mu 43.0 / 1424.9

In-Span Steel @ 1875 mm. Sagging Mapp/Mu 59.2 / 861.1

Right Support Steel Hogging Mapp/Mu 371.2 / 1124.9



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Shear Nominal Shear Zone at 201 mm Vapp/ max(VRd,c.a, VRd,c.b) 0.6 / Max(291.1, 243.7) 0.002 no Links req Vapp/ max(VRd,c.a, VRd,c.b) 23.1 / Max(291.1, 242.3) 0.079 no Links req

Nominal Shear Zone at 5099 mm Vapp/ max(VRd,c.a, VRd,c.b) 123.4 / Max(353.7, 245.4) 0.349 no Links req VRd,s = Asw• fywd• Sinα 314 • 434.8 • 1 (6.19)

Right Shear Zone 1 at 5775 mm Vapp/ max(VRd,c.a, VRd,c.b) 125.6 / Max(291.1, 243.7) 0.432 no Links req VRd,s = Asw• fywd• Sinα 452 • 434.8 • 1 (6.19)

Shear at R.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) 129 • 1000 / 926 / (450 + 250) 0.198 N/mm² OK

MEMBERS 2-4



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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



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MEMBER 21 : (GRID A1A - 1)

Basic Data Design to EC 2: 2004 - Using UK values Grades fck, fyk, γc, γs, η , λ C32/40, 500, 1.5, 1.15, 1.0, 0.8 fykv, vcrit 500, 0.1

Loading Case 8 : Dead plus Live All Spans + Notional @ 180° Loading N Mx,Mx,My,My 843.0 kN, -16.1 kN.m, 26.8 kN.m, 0.0 kN.m, 0.0 kN.m

Slenderness Classification X-X Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.758, 0.70, 0.41 24.18 X-X Effective len: l0= fn(k1, k2, l) 0.100, 0.200, 3.500 4.518 m X-X Slenderness: λ = l0/i 4.518 / 0.130 = 34.8 λ > λlim Slender Y-Y Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.758, 0.70, 0.41 24.18 Y-Y Effective len: l0 Indeterminate stiffness factors k1 and k2 - using BS method βy : for 450 mm deep column Top: Deep, Bottom: Deep 1.20 l0= βy • L0y l0= 1.20 • (3.500-(0+0)/2) 4.200 m Y-Y Slenderness: λ = l0/i 4.200 / 0.072 = 58.2 λ > λlim Slender Equ. 5.38a λxx/ λyy 34.8 / 58.2 >> Limit 0.5 to 2 0.598 OK

Axial Capacity Nuz= Fav•(B • H - Asc) + Asc • fyk/ γs 18.1•(250•450-3091) + 3091.3 • 500 / 1.15 3328.0 kN OK

Design Moments x-x e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.96, 1.56, 2.0, 0.413, 1.659, 0.363, 0.659, 410 35.99 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) -16.1, 26.8, 30.3, 10.7, 843, 36 (no nominal moments) 41.1 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) -16.1, 26.8, 28.5, 14.5, 843, 20, 11.3, 33.8 43.0 kN.m

Design Moments y-y e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.90, 1.24, 2.0, 0.413, 1.659, 0.280, 0.659, 210 45.60 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) 0, 0, 38.4, 0, 843, 45.6 (no nominal moments) 38.4 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) 0, 0, 40.9, 16.9, 843, 20, 10.5, 48.5 57.8 kN.m Data N, Mz, Mz0, My, My0, Beq, heq 843.0, 43.0, 41.1, 57.8, 38.4, 250, 450 Equ. 5.38b (ey0/ Heq) / (ez / Beq) (48.7/450) / (68.5/250) 0.395 Equ. 5.38b (ez0/ Beq) / (ey / Heq) (45.6/250) / (51.1/450) 1.608

Uni-Axial Moment Capacity: X-X Design Loads Ned, Med x-x, Med y-y, Med res, Ang 843.0 kN, 43.0 kN.m, 0.0 kN.m, 43.0 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.508, 450 mm, 250 mm, 228.69 mm, 45737 mm², 91.5 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 20, 400.0, -0.262, -435, -175.0, -409.8 71.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 16, 312.5, -0.128, -257, -87.5, -103.2 9.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 2 x 16, 225.0, 0.006, 11, 0.0, 4.5 0.0 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 2 x 16, 137.5, 0.140, 279, 87.5, 112.2 9.8 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 3 x 20, 50.0, 0.273, 435, 175.0, 409.8 71.7 kNm Concrete Fc=(Acnet• η •fcd) (45737 x 1.00 x 18.1) 829.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -410 - 103 + 5 + 112 + 410 + 829 - 843.0 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 829.4 x (450 / 2 - 91.5) 110.7 kNm Mu =Mc + (M1+...+M5) 110.7 + (71.7+9.0+0.0+9.8+71.7) 273.0kNm OK Max Moment/Mu 43.0 / 273.0 0.158 OK



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Uni-Axial Moment Capacity: Y-Y Design Loads Ned, Med y-y, Med x-x, Med res, Ang 843.0 kN, 57.8 kN.m, 0.0 kN.m, 57.8 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.505, 250 mm, 450 mm, 126.14 mm, 45411 mm², 50.5 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 2 x 20, 200.0, -0.205, -410, -75.0, -257.5 19.3 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 3 x 16, 202.0, -0.210, -421, -77.0, -253.9 19.6 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 2 x 20, 125.0, 0.003, 6, 0.0, 4.0 0.0 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 2 x 20, 50.0, 0.211, 423, 75.0, 265.5 19.9 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 3 x 16, 48.0, 0.217, 434, 77.0, 261.6 20.1 kNm Concrete Fc=(Acnet• η •fcd) (45411 x 1.00 x 18.1) 823.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -258 - 254 + 4 + 265 + 262 + 823 - 843.0 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 823.4 x (250 / 2 - 50.5) 61.4 kNm Mu =Mc + (M1+...+M5) 61.4 + (19.3+19.6+0.0+19.9+20.1) 140.3kNm OK Max Moment/Mu 57.8 / 140.3 0.412 OK

Bi-Axial Moment Capacity: X-X Axis Dominant Design Loads Ned, Med x-x, Med y-y, Med res, Ang 843.0 kN, 43.0 kN.m, 38.4 kN.m, 57.7 kN.m, 41.8 deg Design Data X/h, h, b, X, Ac, Ybar 0.536, 502 mm, 250 mm, 269.23 mm, 44286 mm², 140.6 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 1 x 20, 431.6, -0.211, -422, -180.5, -132.6 23.9 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 1 x 20, 331.6, -0.081, -162, -80.6, -51.0 4.1 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 1 x 20, 381.6, -0.146, -292, -130.5, -91.8 12.0 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 1 x 16, 367.6, -0.128, -256, -116.6, -51.4 6.0 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 1 x 16, 302.4, -0.043, -86, -51.3, -17.3 0.9 kNm Bar group6:M6 fn(bars,d,ε%,σ,la,F) 1 x 16, 237.1, 0.042, 84, 14.0, 16.8 0.2 kNm Bar group7:M7 fn(bars,d,ε%,σ,la,F) 1 x 20, 170.5, 0.128, 257, 80.6, 80.6 6.5 kNm Bar group8:M8 fn(bars,d,ε%,σ,la,F) 1 x 20, 70.6, 0.258, 435, 180.5, 136.6 24.7 kNm Bar group9:M9 fn(bars,d,ε%,σ,la,F) 1 x 20, 120.6, 0.193, 387, 130.5, 121.4 15.9 kNm Bar group10:M10 fn(bars,d,ε%,σ,la,F) 1 x 16, 265.0, 0.005, 11, -14.0, 2.2 0.0 kNm Bar group11:M11 fn(bars,d,ε%,σ,la,F) 1 x 16, 199.8, 0.090, 181, 51.3, 36.3 1.9 kNm Bar group12:M12 fn(bars,d,ε%,σ,la,F) 1 x 16, 134.5, 0.175, 350, 116.6, 70.4 8.2 kNm Concrete Fc=(Acnet• η •fcd) (44286 x 0.90 x 18.1) 722.7 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -133-51-92-51-17+17+81+137+121+2+36 +70+723-843 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 722.7 x (502 / 2 - 140.6) 79.9 kNm Mu =Mc + (M1+...+M12) 79.9 + (23.9+4.1+12.0+6.0+0.9+0.2+6.5+24.7) + (15.9+0.0+1.9+8.2) 184.0kNm OK Max Moment/Mu 57.7 / 184.0 0.314 OK

Bi-Axial Moment Capacity: Y-Y Axis Dominant Design Loads Ned, Med y-y, Med x-x, Med res, Ang 843.0 kN, 57.8 kN.m, 41.1 kN.m, 70.9 kN.m, 35.4 deg Design Data X/h, h, b, X, Ac, Ybar 0.541, 464 mm, 450 mm, 251.51 mm, 42866 mm², 134.1 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 1 x 20, 394.8, -0.199, -399, -162.5, -125.3 20.4 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 1 x 20, 192.0, 0.083, 166, 40.3, 52.0 2.1 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 1 x 16, 345.7, -0.131, -262, -113.5, -52.7 6.0 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 1 x 16, 295.0, -0.061, -121, -62.8, -24.3 1.5 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 1 x 16, 244.3, 0.010, 20, -12.1, 4.0 0.0 kNm Bar group6:M6 fn(bars,d,ε%,σ,la,F) 1 x 20, 333.6, -0.114, -229, -101.4, -71.8 7.3 kNm Bar group7:M7 fn(bars,d,ε%,σ,la,F) 1 x 20, 272.5, -0.029, -58, -40.3, -18.3 0.7 kNm Bar group8:M8 fn(bars,d,ε%,σ,la,F) 1 x 20, 69.7, 0.253, 435, 162.5, 136.6 22.2 kNm Bar group9:M9 fn(bars,d,ε%,σ,la,F) 1 x 16, 220.2, 0.044, 87, 12.1, 17.5 0.2 kNm Bar group10:M10 fn(bars,d,ε%,σ,la,F) 1 x 16, 169.5, 0.114, 228, 62.8, 45.9 2.9 kNm Bar group11:M11 fn(bars,d,ε%,σ,la,F) 1 x 16, 118.8, 0.185, 369, 113.5, 74.3 8.4 kNm Bar group12:M12 fn(bars,d,ε%,σ,la,F) 1 x 20, 130.9, 0.168, 336, 101.4, 105.5 10.7 kNm Concrete Fc=(Acnet• η •fcd) (42866 x 0.90 x 18.1) 699.6 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -125+52-53-24+4-72-18+137+18+46+74+105 +700-843 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 699.6 x (464 / 2 - 134.1) 68.6 kNm Mu =Mc + (M1+...+M12) 68.6 + (20.4+2.1+6.0+1.5+0.0+7.3+0.7+22.2) + (0.2+2.9+8.4+10.7) 151.0kNm OK Max Moment/Mu 70.9 / 151.0 0.470 OK

Shear Check Vapp/ max(VRd,c.a, VRd,c.b) 12.3 / Max(64.5, 44.9) 0.19 no Links req

COLUMN TIE CHECK Maximum floor load in lift BS 8110 Pt 1: CL 3.12.3.7 & 2.4.3.2



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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

MEMBER 27 : (GRID A2 - 2)


Loading Case 8 : Dead plus Live All Spans + Notional @ 180° Loading N Mx,Mx,My,My 473.5 kN, -9.4 kN.m, -18.0 kN.m, 0.0 kN.m, 0.0 kN.m

Slenderness Classification X-X Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.156, 0.70, 0.16 27.78 X-X Effective len: l0= fn(k1, k2, l) 0.615, 0.440, 3.500 6.608 m X-X Slenderness: λ = l0/i 6.608 / 0.115 = 57.2 λ > λlim Slender Y-Y Braced: λlim=fn(A, ω , C, n) 0.7, 0.156, 0.70, 0.16 27.78 Y-Y Effective len: l0 Indeterminate stiffness factors k1 and k2 - using BS method βy : for 400 mm deep column Top: Deep, Bottom: Deep 0.75 l0= βy • L0y l0= 0.75 • (3.500-(0+0)/2) 2.625 m Y-Y Slenderness: λ = l0/i 2.625 / 0.115 = 22.7 λ <= λlim Short Equ. 5.38a λxx/ λyy 57.2 / 22.7 >> Limit 0.5 to 2 2.517 Bi-Axial


Design Moments x-x e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 1.00, 1.26, 2.0, 0.163, 1.136, 0.400, 0.136, 364 72.85 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) -9.4, -18, 34.5, 14.5, 473.5, 72.8 (no nominal moments) 49.0 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) -9.4, -18, 34.5, 22.3, 473.5, 20, 16.5, 72.8 56.8 kN.m

Design Moments y-y Med0= Max(M, M) 0.0, 0.0 (no nominal moments) 0.0 kN.m Med = Fn(M, M, Ned, eo, ei) 0.0, 0.0, 473.5, 20.0, 6.6 9.5 kN.m Data N, Mz, Mz0, My, My0, Beq, heq 473.5, 56.8, 49.0, 9.5, 0.0, 400, 400 Equ. 5.38b (ey0/ Heq) / (ez / Beq) (103.5/400) / (20.0/400) 5.176 Equ. 5.38b (ez0/ Beq) / (ey / Heq) (0.0/400) / (120.0/400) 0.000 <= 0.2

Uni-Axial Moment Capacity: X-X Design Loads Ned, Med x-x, Med y-y, Med res, Ang 473.5 kN, 56.8 kN.m, 0.0 kN.m, 56.8 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.254, 400 mm, 400 mm, 101.58 mm, 32506 mm², 40.6 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 12, 354.0, -0.870, -435, -154.0, -147.5 22.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 12, 200.0, -0.339, -435, 0.0, -98.3 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 3 x 12, 46.0, 0.192, 383, 154.0, 130.0 20.0 kNm Concrete Fc=(Acnet• η •fcd) (32506 x 1.00 x 18.1) 589.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -148 - 98 + 130 + 589 - 473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 589.4 x (400 / 2 - 40.6) 93.9 kNm Mu =Mc + (M1+...+M3) 93.9 + (22.7+0.0+20.0) 136.7kNm OK Max Moment/Mu 56.8 / 136.7 0.416 OK



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Uni-Axial Moment Capacity: Y-Y Design Loads Ned, Med y-y, Med x-x, Med res, Ang 473.5 kN, 9.5 kN.m, 0.0 kN.m, 9.5 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.254, 400 mm, 400 mm, 101.58 mm, 32506 mm², 40.6 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 12, 354.0, -0.870, -435, -154.0, -147.5 22.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 12, 200.0, -0.339, -435, 0.0, -98.3 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 3 x 12, 46.0, 0.192, 383, 154.0, 130.0 20.0 kNm Concrete Fc=(Acnet• η •fcd) (32506 x 1.00 x 18.1) 589.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -148 - 98 + 130 + 589 - 473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 589.4 x (400 / 2 - 40.6) 93.9 kNm Mu =Mc + (M1+...+M3) 93.9 + (22.7+0.0+20.0) 136.7kNm OK Max Moment/Mu 9.5 / 136.7 0.069 OK

Bi-Axial Moment Capacity: X-X Axis Dominant Design Loads Ned, Med x-x, Med y-y, Med res, Ang 473.5 kN, 56.8 kN.m, 0.0 kN.m, 56.8 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.254, 400 mm, 400 mm, 101.58 mm, 32506 mm², 40.6 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 12, 354.0, -0.870, -435, -154.0, -147.5 22.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 12, 200.0, -0.339, -435, 0.0, -98.3 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 3 x 12, 46.0, 0.192, 383, 154.0, 130.0 20.0 kNm Concrete Fc=(Acnet• η •fcd) (32506 x 1.00 x 18.1) 589.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -148 - 98 + 130 + 589 - 473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 589.4 x (400 / 2 - 40.6) 93.9 kNm Mu =Mc + (M1+...+M3) 93.9 + (22.7+0.0+20.0) 136.7kNm OK Max Moment/Mu 56.8 / 136.7 0.416 OK

Bi-Axial Moment Capacity: Y-Y Axis Dominant Design Loads Ned, Med y-y, Med x-x, Med res, Ang 473.5 kN, 9.5 kN.m, 49.0 kN.m, 49.9 kN.m, 79.1 deg Design Data X/h, h, b, X, Ac, Ybar 0.336, 469 mm, 400 mm, 157.40 mm, 35845 mm², 79.2 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 1 x 12, 414.7, -0.572, -435, -180.4, -49.2 8.9 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 1 x 12, 112.3, 0.100, 201, 122.0, 22.7 2.8 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 1 x 12, 263.5, -0.236, -435, -29.2, -49.2 1.4 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 1 x 12, 385.5, -0.507, -435, -151.2, -49.2 7.4 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 1 x 12, 356.3, -0.442, -435, -122.0, -49.2 6.0 kNm Bar group6:M6 fn(bars,d,ε%,σ,la,F) 1 x 12, 53.9, 0.230, 435, 180.4, 49.2 8.9 kNm Bar group7:M7 fn(bars,d,ε%,σ,la,F) 1 x 12, 205.1, -0.106, -212, 29.2, -24.0 -0.7 kNm Bar group8:M8 fn(bars,d,ε%,σ,la,F) 1 x 12, 83.1, 0.165, 330, 151.2, 37.4 5.7 kNm Concrete Fc=(Acnet• η •fcd) (35845 x 0.90 x 18.1) 585.0 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -49+23-49-49-49+49-24+37+585-473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 585.0 x (469 / 2 - 79.2) 90.7 kNm Mu =Mc + (M1+...+M8) 90.7 + (8.9+2.8+1.4+7.4+6.0+8.9+-0.7+5.7) 131.1kNm OK Max Moment/Mu 49.9 / 131.1 0.381 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



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Loading Case 2 : Dead plus Live on ODD Spans Loading N Mx,Mx,My,My 600.1 kN, 4.3 kN.m, 0.5 kN.m, 0.0 kN.m, 0.0 kN.m

Slenderness Classification X-X Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.627, 0.70, 0.47 21.51 X-X Effective len: l0= fn(k1, k2, l) 0.284, 2.294, 3.500 7.253 m X-X Slenderness: λ = l0/i 7.253 / 0.075 = 96.7 λ > λlim Slender Y-Y Braced: λlim=fn(A, ω , C, n) 0.7, 0.627, 0.70, 0.47 21.51 Y-Y Effective len: l0 Indeterminate stiffness factors k1 and k2 - using BS method βy : for 300 mm deep column Top: Deep, Bottom: Deep 0.75 l0= βy • L0y l0= 0.75 • (3.500-(0+0)/2) 2.625 m Y-Y Slenderness: λ = l0/i 2.625 / 0.075 = 35.0 λ > λlim Slender Equ. 5.38a λxx/ λyy 96.7 / 35.0 >> Limit 0.5 to 2 2.763 Bi-Axial

Axial Capacity Nuz= Fav•(π/4 • H² -Asc) + Asc • fyk/ γs 16.3•(π/4•300/4 - 1206) + 1206 • 500 / 1.15 1658.4 kN OK

Design Moments x-x e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.88, 1.00, 2.0, 0.468, 1.409, 0.337, 0.409, 262 85.09 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) 0.5, 4.3, 51.1, 2.8, 600.1, 85.1 (no nominal moments) 53.8 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) 0.5, 4.3, 51.1, 13.9, 600.1, 20, 18.1, 85.1 65.0 kN.m

Design Moments y-y e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.84, 1.55, 2.0, 0.468, 1.409, 0.294, 0.409, 262 16.65 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) 0, 0, 10, 0, 600.1, 16.6 (no nominal moments) 10.0 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) 0, 0, 10, 12, 600.1, 20, 6.6, 16.6 22.0 kN.m

Resultant Design Moment Med=max(√(My²+Mz0²),√( Mz²+My0²)) Max(√(65.0²+10.0²) ,√(22.0²+53.8²) ) 65.7 kN.m

Moment Capacity - Resultant Uni Axial Design Loads Ned = 600.1 kN.m, Med = 65.7 kN.m Design Data X/h, Dia, X, Ac, Ybar 0.565, 300 mm, 169.61 mm, 31055 mm², 78.5 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 2 x 16, 61.7, 0.223, 435, 88.3, 174.8 15.4 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 16, 150.0, 0.040, 81, 0.0, 32.5 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 2 x 16, 238.3, -0.142, -284, -88.3, -114.1 10.1 kNm Concrete Fc=(Acnet• η •fcd) (31055 x 0.90 x 18.1) 506.8 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 175 + 33 - 114 + 507 - 600.1 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 506.8 x (300 / 2 - 78.5) 36.2 kNm Mu =Mc + (M1+...+M3) 36.2 + (15.4+0.0+10.1) 61.7kNm Warning Max Moment/Mu 65.7 / 61.7 1.065 Warning





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PAD @ NODE 1 : (GRID A1)

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 1.21, 0.16, 0.222, 0.222 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) 208 = 200 + 20 x (0.000 + 0.425)

Z-Z Axis Section Capacities X/d=Fn(data, As1, fcd, B, Bweb, d ) 792, 500, 18, 1100, 1100, 369.0 0.06 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 1100.0 • 0.8 • 21.6 344.2 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 791.7 ( εs= 0.056) 344.2 kN Mu = z • Fc 350.55 • 344.2 120.7 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.736, 792, 32, 0.15, 0.0, 1100, 369.0 155.7 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.45 + 0.15 • 0.0) • 1100.0 • 369.0 ) 183.9 kN (6.2.b)

X-X Axis Section Capacities X/d=Fn(data, As1, fcd, B, Bweb, d ) 792, 500, 18, 1100, 1100, 357.0 0.06 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 1100.0 • 0.8 • 21.6 344.2 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 791.7 ( εs= 0.054) 344.2 kN Mu = z • Fc 339.15 • 344.2 116.7 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.748, 792, 32, 0.15, 0.0, 1100, 357.0 153.4 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.46 + 0.15 • 0.0) • 1100.0 • 357.0 ) 179.8 kN (6.2.b)

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

Combined Axial & Horizontal loads F/Pv+ Fv/Ph<1 (BS 8004: 2.3.2.4.7 ) 222.9 / 251.7 + 0.4 / 66.9 = 0.89 + 0.01 0.89 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



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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)



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 Inner Load Fin= Area • (Pmax- Pstatic) 0.16 • (272.344 - 28.28) 39.1 kN Shear stress (Fnet- Fin) / Perim / d (285.48 - 39.05) / 1600 / 363 0.42 N/mm² OK

Punching Shear at 1 d Projections from Column face 2 opposite Projections are less than 1 d => Not Applicable


PAD @ NODE 2 : (GRID A1A)


Z-Z Axis Section Capacities X/d=Fn(data, As1, fcd, B, Bweb, d ) 2212, 500, 18, 2000, 2000, 392.0 0.08 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 2000.0 • 0.8 • 33.1 961.6 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2211.7 ( εs= 0.038) 961.6 kN



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Mu = z • Fc 372.4 • 961.6 358.1 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.714, 2212, 32, 0.15, 0.0, 2000, 392.0 335.8 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.44 + 0.15 • 0.0) • 2000.0 • 392.0 ) 348.4 kN (6.2.b)

X-X Axis Section Capacities X/d=Fn(data, As1, fcd, B, Bweb, d ) 2212, 500, 18, 2000, 2000, 376.0 0.09 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 2000.0 • 0.8 • 33.1 961.6 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2211.7 ( εs= 0.036) 961.6 kN Mu = z • Fc 357.2 • 961.6 343.5 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.729, 2212, 32, 0.15, 0.0, 2000, 376.0 329.5 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.45 + 0.15 • 0.0) • 2000.0 • 376.0 ) 338.6 kN (6.2.b)

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




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 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 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



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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



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Very Detailed Output

MEMBER 1

Basic Data Design to EC 2: 2004 - Using UK values fck, fyk, γc, γs, η , λ C32/40, 500, 1.5, 1.15, 1.0, 0.8 fykv, $v crit 500, 0.1



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Bending Moments Left Support Steel Hogging X/d=Fn(data, As1, fcd, B, Bweb, d ) 2945, 500, 18, 750, 750, 925.5 0.13 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 750.0 • 0.8 • 117.7 1280.5 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2945.2 ( εs= 0.024) 1280.5 kN Mu = z • Fc 878.42 • 1280.5 1124.9 kN.m Mapp/Mu 59.0 / 1124.9 0.052 OK

In-Span Steel @ 1875 mm. Hogging Redistribution Beta =Mredist / Melastic -43.0 / -45.7 0.941 X/d=Fn(data, As1, fcd, B, Bweb, d ) 3716, 500, 18, 750, 750, 941.4 0.16 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 750.0 • 0.8 • 148.5 1615.6 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 3715.8 ( εs= 0.019) 1615.6 kN Mu = z • Fc 881.96 • 1615.6 1424.9 kN.m Mapp/Mu 43.0 / 1424.9 0.030 OK

In-Span Steel @ 1875 mm. Sagging X/d=Fn(data, As1, fcd, B, Bweb, d ) 2199, 500, 18, 1590, 750, 948.0 0.04 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 1590.0 • 0.8 • 41.5 956.1 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2199.1 ( εs= 0.077) 956.1 kN Mu = z • Fc 900.6 • 956.1 861.1 kN.m Mapp/Mu 59.2 / 861.1 0.069 OK

Right Support Steel Hogging Redistribution Beta =Mredist / Melastic -371.2 / -530.2 0.700 X/d=Fn(data, As1, fcd, B, Bweb, d ) 2945, 500, 18, 750, 750, 925.5 0.13 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 750.0 • 0.8 • 117.7 1280.5 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2945.2 ( εs= 0.024) 1280.5 kN Mu = z • Fc 878.42 • 1280.5 1124.9 kN.m Mapp/Mu 371.2 / 1124.9 0.330 OK

Shear Max Shear VRd,max = 0.5 • Bw• d • v • fcd 0.5•750•925.5•0.523•18 3292.7 kN VRd,max = αcw• bw•z•v1•fcd/(cotθ +tanθ) 1 • 750 • 832.95 • 0.54 • 18.1 / (2.5 + 0.4) 2109.4 kN (6.2.3 (8)) VEd,max 197.9 kN OK

Nominal Shear Zone at 201 mm VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.465, 2945, 32, 0.15, 0.0, 750, 925.5 291.1 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 925.5 ) 243.7 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 0.6 / Max(291.1, 243.7) 0.002 no Links req VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.465, 2945, 32, 0.15, 0.0, 750, 925.5 291.1 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 925.5 ) 242.3 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 23.1 / Max(291.1, 242.3) 0.079 no Links req

Nominal Shear Zone at 5099 mm VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.463, 5209, 32, 0.15, 0.0, 750, 934.2 353.7 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 934.19 ) 245.4 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 123.4 / Max(353.7, 245.4) 0.349 no Links req VRd,s = Asw• fywd• Sinα 314 • 434.8 • 1 (6.19)

Right Shear Zone 1 at 5775 mm VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.465, 2945, 32, 0.15, 0.0, 750, 925.5 291.1 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 925.5 ) 243.7 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 125.6 / Max(291.1, 243.7) 0.432 no Links req VRd,s = Asw• fywd• Sinα 452 • 434.8 • 1 (6.19)

Shear at R.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) 129 • 1000 / 926 / (450 + 250) 0.198 N/mm² OK

DIMENSIONAL CHECKS Deflections 7.4.2 (and Concise EC2 15.7) σs = σsu • (Asreq/ Asprov)/ δ 8.3 • (144 / 2199) / 1.0 0.5 N/mm² Data ρ , ρ0, ρ' 0.002%, 0.006%, 0.0% ρ <= ρ0 7.16.a Basic l/d =Fn(K,ρ,ρ0,ρ', fck) 1.3, 0.002%, 0.006%, 0.0%, 32) 164.5 l/dmax= l/dbasic• MFF1• MFF2•MFF3 164.5•0.89•1.0•1.5 219.1 l/d = 6000.0 / 948.0 6.3 OK



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Co. Antrim BT38 7BE

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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



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MEMBERS 2-4

Basic Data Design to EC 2: 2004 - Using UK values fck, fyk, γc, γs, η , λ C32/40, 500, 1.5, 1.15, 1.0, 0.8 fykv, $v crit 500, 0.1

Bending Moments Super-Member Hogging Peak Moment @ 9000 mm. Hogging Redistribution Beta =Mredist / Melastic -1102.2 / -1574.5 0.700 X/d=Fn(data, As1, fcd, B, Bweb, d ) 3347, 500, 18, 750, 750, 923.1 0.14 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 750.0 • 0.8 • 133.8 1455.4 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 3347.4 ( εs= 0.021) 1455.4 kN Mu = z • Fc 869.61 • 1455.4 1265.6 kN.m Mapp/Mu 1102.2 / 1265.6 0.871 OK



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Left Support Steel Hogging Redistribution Beta =Mredist / Melastic -388.1 / -554.4 0.700 X/d=Fn(data, As1, fcd, B, Bweb, d ) 2945, 500, 18, 750, 750, 927.5 0.13 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 750.0 • 0.8 • 117.7 1280.5 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2945.2 ( εs= 0.024) 1280.5 kN Mu = z • Fc 880.42 • 1280.5 1127.4 kN.m Mapp/Mu 388.1 / 1127.4 0.344 OK

In-Span Steel @ 3250 mm. Sagging X/d=Fn(data, As1, fcd, B, Bweb, d ) 2867, 500, 18, 2009, 750, 935.1 0.05 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 2009.0 • 0.8 • 42.8 1246.4 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2866.7 ( εs= 0.073) 1246.4 kN Mu = z • Fc 888.35 • 1246.4 1107.2 kN.m Mapp/Mu 822.1 / 1107.2 0.742 OK

Right Support Steel Hogging Redistribution Beta =Mredist / Melastic -1102.2 / -1574.5 0.700 X/d=Fn(data, As1, fcd, B, Bweb, d ) 3347, 500, 18, 750, 750, 923.1 0.14 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 750.0 • 0.8 • 133.8 1455.4 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 3347.4 ( εs= 0.021) 1455.4 kN Mu = z • Fc 869.61 • 1455.4 1265.6 kN.m Mapp/Mu 1102.2 / 1265.6 0.871 OK

Shear Max Shear VRd,max = 0.5 • Bw• d • v • fcd 0.5•750•923.1•0.523•18 3284.2 kN VRd,max = αcw• bw•z•v1•fcd/(cotθ +tanθ) 1 • 750 • 830.8 • 0.54 • 18.1 / (2.5 + 0.4) 2103.9 kN (6.2.3 (8)) VEd,max 829.6 kN 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)

Nominal Shear Zone at 2476 mm VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.462, 2867, 32, 0.15, 0.0, 750, 935.1 290.0 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 935.1 ) 244.7 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 37.3 / Max(290.0, 244.7) 0.129 no Links req VRd,s = Asw/ S • Z • 0.8 • fywk• Cotθ 314 • 350.0 • 841.59 • 0.8 • 500.0 • 2.5 755.0 kN (6.8) VRd,max = αcw• bw•z•v1•fcd/(cotθ +tanθ) 1 • 750 • 841.59 • 0.54 • 18.1 / (2.5 + 0.4) 2131.3 kN (6.9) Vapp/ max(VRd,s, VRd,max) 37.3 / Min(755.0, 2131.3) 0.049 OK VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.462, 2867, 32, 0.15, 0.0, 750, 935.1 290.0 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 935.1 ) 245.6 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 49.5 / Max(290.0, 245.6) 0.171 no Links req VRd,s = Asw/ S • Z • 0.8 • fywk• Cotθ 314 • 350.0 • 841.59 • 0.8 • 500.0 • 2.5 755.0 kN (6.8) VRd,max = αcw• bw•z•v1•fcd/(cotθ +tanθ) 1 • 750 • 841.59 • 0.54 • 18.1 / (2.5 + 0.4) 2131.3 kN (6.9) Vapp/ max(VRd,s, VRd,max) 49.5 / Min(755.0, 2131.3) 0.066 OK

Nominal Shear Zone at 6699 mm VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.462, 2867, 32, 0.15, 0.0, 750, 935.1 290.0 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 935.1 ) 244.7 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 37.3 / Max(290.0, 244.7) 0.129 no Links req VRd,s = Asw/ S • Z • 0.8 • fywk• Cotθ 314 • 350.0 • 841.59 • 0.8 • 500.0 • 2.5 755.0 kN (6.8) VRd,max = αcw• bw•z•v1•fcd/(cotθ +tanθ) 1 • 750 • 841.59 • 0.54 • 18.1 / (2.5 + 0.4) 2131.3 kN (6.9) Vapp/ max(VRd,s, VRd,max) 37.3 / Min(755.0, 2131.3) 0.049 OK VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.462, 2867, 32, 0.15, 0.0, 750, 935.1 290.0 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 935.1 ) 245.6 kN (6.2.b) Vapp/ max(VRd,c.a, VRd,c.b) 49.5 / Max(290.0, 245.6) 0.171 no Links req VRd,s = Asw/ S • Z • 0.8 • fywk• Cotθ 314 • 350.0 • 841.59 • 0.8 • 500.0 • 2.5 755.0 kN (6.8) VRd,max = αcw• bw•z•v1•fcd/(cotθ +tanθ) 1 • 750 • 841.59 • 0.54 • 18.1 / (2.5 + 0.4) 2131.3 kN (6.9) Vapp/ max(VRd,s, VRd,max) 49.5 / Min(755.0, 2131.3) 0.066 OK

Right Shear Zone 1 at 8700 mm VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.465, 3347, 32, 0.15, 0.0, 750, 923.1 303.4 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.35 + 0.15 • 0.0) • 750.0 • 923.12 ) 243.2 kN (6.2.b)



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Co. Antrim BT38 7BE

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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

DIMENSIONAL CHECKS Deflections 7.4.2 (and Concise EC2 15.7) σs = σsu • (Asreq/ Asprov)/ δ 198.0 • (2023 / 2867) / 1.0 139.7 N/mm² Data ρ , ρ0, ρ' 0.003%, 0.006%, 0.0% ρ <= ρ0 7.16.a Basic l/d =Fn(K,ρ,ρ0,ρ', fck) 1.5, 0.003%, 0.006%, 0.0%, 32) 67.0 l/dmax= l/dbasic• MFF1• MFF2•MFF3 67.0•0.83•0.78•1.5 65.1 l/d = 9000.0 / 935.1 9.6 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) 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



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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) 1.57 OK



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MEMBER 21 : (GRID A1A - 1)


Loading Case 1 : Dead plus Live All Spans Loading N Mx,Mx,My,My 837.6 kN, -3.8 kN.m, 14.3 kN.m, 0.0 kN.m, 0.0 kN.m

Slenderness Classification X-X Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.758, 0.70, 0.41 24.26 X-X Effective len: l0= fn(k1, k2, l) 0.100, 0.368, 3.500 4.845 m X-X Slenderness: λ = l0/i 4.845 / 0.130 = 37.3 λ > λlim Slender Y-Y Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.758, 0.70, 0.41 24.26 Y-Y Effective len: l0 Indeterminate stiffness factors k1 and k2 - using BS method βy : for 450 mm deep column Top: Deep, Bottom: Deep 1.20 l0= βy • L0y l0= 1.20 • (3.500-(0+0)/2) 4.200 m Y-Y Slenderness: λ = l0/i 4.200 / 0.072 = 58.2 λ > λlim Slender Equ. 5.38a λxx/ λyy 37.3 / 58.2 >> Limit 0.5 to 2 0.641 OK


Design Moments x-x e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.96, 1.52, 2.0, 0.411, 1.659, 0.363, 0.659, 410 40.58 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) -3.8, 14.3, 34, 7.1, 837.6, 40.6 (no nominal moments) 41.1 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) -3.8, 14.3, 32.7, 9.8, 837.6, 20, 12.1, 39.1 42.5 kN.m

Design Moments y-y e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.93, 1.24, 2.0, 0.411, 1.659, 0.314, 0.659, 210 46.85 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) 0, 0, 39.2, 0, 837.6, 46.9 (no nominal moments) 39.2 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) 0, 0, 40.7, 16.8, 837.6, 20, 10.5, 48.6 57.5 kN.m Data N, Mz, Mz0, My, My0, Beq, heq 837.6, 42.5, 41.1, 57.5, 39.2, 250, 450 Equ. 5.38b (ey0/ Heq) / (ez / Beq) (49.0/450) / (68.6/250) 0.397 Equ. 5.38b (ez0/ Beq) / (ey / Heq) (46.9/250) / (50.8/450) 1.661

Uni-Axial Moment Capacity: X-X Design Loads Ned, Med x-x, Med y-y, Med res, Ang 837.6 kN, 42.5 kN.m, 0.0 kN.m, 42.5 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.507, 450 mm, 250 mm, 227.95 mm, 45589 mm², 91.2 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 20, 400.0, -0.264, -435, -175.0, -409.8 71.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 16, 312.5, -0.130, -260, -87.5, -104.4 9.1 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 2 x 16, 225.0, 0.005, 9, 0.0, 3.6 0.0 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 2 x 16, 137.5, 0.139, 278, 87.5, 111.7 9.8 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 3 x 20, 50.0, 0.273, 435, 175.0, 409.8 71.7 kNm Concrete Fc=(Acnet• η •fcd) (45589 x 1.00 x 18.1) 826.7 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -410 - 104 + 4 + 112 + 410 + 827 - 837.6 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 826.7 x (450 / 2 - 91.2) 110.6 kNm Mu =Mc + (M1+...+M5) 110.6 + (71.7+9.1+0.0+9.8+71.7) 273.0kNm OK Max Moment/Mu 42.5 / 273.0 0.156 OK



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Checked :


Uni-Axial Moment Capacity: Y-Y Design Loads Ned, Med y-y, Med x-x, Med res, Ang 837.6 kN, 57.5 kN.m, 0.0 kN.m, 57.5 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.504, 250 mm, 450 mm, 125.91 mm, 45328 mm², 50.4 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 2 x 20, 200.0, -0.206, -412, -75.0, -258.8 19.4 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 3 x 16, 202.0, -0.212, -423, -77.0, -255.2 19.6 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 2 x 20, 125.0, 0.003, 5, 0.0, 3.2 0.0 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 2 x 20, 50.0, 0.211, 422, 75.0, 265.2 19.9 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 3 x 16, 48.0, 0.217, 433, 77.0, 261.3 20.1 kNm Concrete Fc=(Acnet• η •fcd) (45328 x 1.00 x 18.1) 822.0 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -259 - 255 + 3 + 265 + 261 + 822 - 837.6 0.1 kN OK Concrete Mc=Fc•(H/2-Ybar) 822.0 x (250 / 2 - 50.4) 61.3 kNm Mu =Mc + (M1+...+M5) 61.3 + (19.4+19.6+0.0+19.9+20.1) 140.4kNm OK Max Moment/Mu 57.5 / 140.4 0.409 OK

Bi-Axial Moment Capacity: X-X Axis Dominant Design Loads Ned, Med x-x, Med y-y, Med res, Ang 837.6 kN, 42.5 kN.m, 39.2 kN.m, 57.9 kN.m, 42.7 deg Design Data X/h, h, b, X, Ac, Ybar 0.536, 500 mm, 250 mm, 267.90 mm, 44070 mm², 140.3 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 1 x 20, 429.6, -0.211, -422, -179.5, -132.7 23.8 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 1 x 20, 327.8, -0.078, -157, -77.7, -49.2 3.8 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 1 x 20, 378.7, -0.145, -290, -128.6, -91.0 11.7 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 1 x 16, 366.6, -0.129, -258, -116.5, -51.9 6.0 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 1 x 16, 302.3, -0.045, -90, -52.2, -18.1 0.9 kNm Bar group6:M6 fn(bars,d,ε%,σ,la,F) 1 x 16, 238.0, 0.039, 78, 12.1, 15.7 0.2 kNm Bar group7:M7 fn(bars,d,ε%,σ,la,F) 1 x 20, 172.4, 0.125, 250, 77.7, 78.4 6.1 kNm Bar group8:M8 fn(bars,d,ε%,σ,la,F) 1 x 20, 70.7, 0.258, 435, 179.5, 136.6 24.5 kNm Bar group9:M9 fn(bars,d,ε%,σ,la,F) 1 x 20, 121.5, 0.191, 382, 128.6, 120.2 15.5 kNm Bar group10:M10 fn(bars,d,ε%,σ,la,F) 1 x 16, 262.2, 0.007, 15, -12.1, 3.0 0.0 kNm Bar group11:M11 fn(bars,d,ε%,σ,la,F) 1 x 16, 197.9, 0.091, 183, 52.2, 36.8 1.9 kNm Bar group12:M12 fn(bars,d,ε%,σ,la,F) 1 x 16, 133.6, 0.175, 351, 116.5, 70.6 8.2 kNm Concrete Fc=(Acnet• η •fcd) (44070 x 0.90 x 18.1) 719.2 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -133-49-91-52-18+16+78+137+120+3+37 +71+719-837.6 -0.1 kN OK Concrete Mc=Fc•(H/2-Ybar) 719.2 x (500 / 2 - 140.3) 79.0 kNm Mu =Mc + (M1+...+M12) 79.0 + (23.8+3.8+11.7+6.0+0.9+0.2+6.1+24.5) + (15.5+0.0+1.9+8.2) 181.7kNm OK Max Moment/Mu 57.9 / 181.7 0.318 OK

Bi-Axial Moment Capacity: Y-Y Axis Dominant Design Loads Ned, Med y-y, Med x-x, Med res, Ang 837.6 kN, 57.5 kN.m, 41.1 kN.m, 70.6 kN.m, 35.5 deg Design Data X/h, h, b, X, Ac, Ybar 0.541, 465 mm, 450 mm, 251.34 mm, 42742 mm², 134.0 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 1 x 20, 395.2, -0.200, -401, -162.7, -125.9 20.5 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 1 x 20, 191.8, 0.083, 166, 40.7, 52.1 2.1 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 1 x 16, 346.0, -0.132, -264, -113.5, -53.0 6.0 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 1 x 16, 295.1, -0.061, -122, -62.7, -24.5 1.5 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 1 x 16, 244.3, 0.010, 20, -11.8, 3.9 0.0 kNm Bar group6:M6 fn(bars,d,ε%,σ,la,F) 1 x 20, 334.2, -0.115, -231, -101.7, -72.5 7.4 kNm Bar group7:M7 fn(bars,d,ε%,σ,la,F) 1 x 20, 273.2, -0.030, -61, -40.7, -19.1 0.8 kNm Bar group8:M8 fn(bars,d,ε%,σ,la,F) 1 x 20, 69.7, 0.253, 435, 162.7, 136.6 22.2 kNm Bar group9:M9 fn(bars,d,ε%,σ,la,F) 1 x 16, 220.7, 0.043, 85, 11.8, 17.2 0.2 kNm Bar group10:M10 fn(bars,d,ε%,σ,la,F) 1 x 16, 169.8, 0.114, 227, 62.7, 45.6 2.9 kNm Bar group11:M11 fn(bars,d,ε%,σ,la,F) 1 x 16, 119.0, 0.184, 369, 113.5, 74.1 8.4 kNm Bar group12:M12 fn(bars,d,ε%,σ,la,F) 1 x 20, 130.8, 0.168, 336, 101.7, 105.5 10.7 kNm Concrete Fc=(Acnet• η •fcd) (42742 x 0.90 x 18.1) 697.5 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -126+52-53-25+4-72-19+137+17+46+74+105 +698-837.6 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 697.5 x (465 / 2 - 134.0) 68.7 kNm Mu =Mc + (M1+...+M12) 68.7 + (20.5+2.1+6.0+1.5+0.0+7.4+0.8+22.2) + (0.2+2.9+8.4+10.7) 151.4kNm OK Max Moment/Mu 70.6 / 151.4 0.467 OK





Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :



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.



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :




Loading Case 8 : Dead plus Live All Spans + Notional @ 180° Loading N Mx,Mx,My,My 473.5 kN, -9.4 kN.m, -18.0 kN.m, 0.0 kN.m, 0.0 kN.m

Slenderness Classification X-X Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.156, 0.70, 0.16 27.78 X-X Effective len: l0= fn(k1, k2, l) 0.615, 0.440, 3.500 6.608 m X-X Slenderness: λ = l0/i 6.608 / 0.115 = 57.2 λ > λlim Slender Y-Y Braced: λlim=fn(A, ω , C, n) 0.7, 0.156, 0.70, 0.16 27.78 Y-Y Effective len: l0 Indeterminate stiffness factors k1 and k2 - using BS method βy : for 400 mm deep column Top: Deep, Bottom: Deep 0.75 l0= βy • L0y l0= 0.75 • (3.500-(0+0)/2) 2.625 m Y-Y Slenderness: λ = l0/i 2.625 / 0.115 = 22.7 λ <= λlim Short Equ. 5.38a λxx/ λyy 57.2 / 22.7 >> Limit 0.5 to 2 2.517 Bi-Axial


Design Moments x-x e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 1.00, 1.26, 2.0, 0.163, 1.136, 0.400, 0.136, 364 72.85 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) -9.4, -18, 34.5, 14.5, 473.5, 72.8 (no nominal moments) 49.0 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) -9.4, -18, 34.5, 22.3, 473.5, 20, 16.5, 72.8 56.8 kN.m

Design Moments y-y Med0= Max(M, M) 0.0, 0.0 (no nominal moments) 0.0 kN.m Med = Fn(M, M, Ned, eo, ei) 0.0, 0.0, 473.5, 20.0, 6.6 9.5 kN.m Data N, Mz, Mz0, My, My0, Beq, heq 473.5, 56.8, 49.0, 9.5, 0.0, 400, 400 Equ. 5.38b (ey0/ Heq) / (ez / Beq) (103.5/400) / (20.0/400) 5.176 Equ. 5.38b (ez0/ Beq) / (ey / Heq) (0.0/400) / (120.0/400) 0.000 <= 0.2

Uni-Axial Moment Capacity: X-X Design Loads Ned, Med x-x, Med y-y, Med res, Ang 473.5 kN, 56.8 kN.m, 0.0 kN.m, 56.8 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.254, 400 mm, 400 mm, 101.58 mm, 32506 mm², 40.6 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 12, 354.0, -0.870, -435, -154.0, -147.5 22.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 12, 200.0, -0.339, -435, 0.0, -98.3 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 3 x 12, 46.0, 0.192, 383, 154.0, 130.0 20.0 kNm Concrete Fc=(Acnet• η •fcd) (32506 x 1.00 x 18.1) 589.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -148 - 98 + 130 + 589 - 473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 589.4 x (400 / 2 - 40.6) 93.9 kNm Mu =Mc + (M1+...+M3) 93.9 + (22.7+0.0+20.0) 136.7kNm OK Max Moment/Mu 56.8 / 136.7 0.416 OK

Uni-Axial Moment Capacity: Y-Y Design Loads Ned, Med y-y, Med x-x, Med res, Ang 473.5 kN, 9.5 kN.m, 0.0 kN.m, 9.5 kN.m, 0.0 deg



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


Design Data X/h, h, b, X, Ac, Ybar 0.254, 400 mm, 400 mm, 101.58 mm, 32506 mm², 40.6 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 12, 354.0, -0.870, -435, -154.0, -147.5 22.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 12, 200.0, -0.339, -435, 0.0, -98.3 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 3 x 12, 46.0, 0.192, 383, 154.0, 130.0 20.0 kNm Concrete Fc=(Acnet• η •fcd) (32506 x 1.00 x 18.1) 589.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -148 - 98 + 130 + 589 - 473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 589.4 x (400 / 2 - 40.6) 93.9 kNm Mu =Mc + (M1+...+M3) 93.9 + (22.7+0.0+20.0) 136.7kNm OK Max Moment/Mu 9.5 / 136.7 0.069 OK

Bi-Axial Moment Capacity: X-X Axis Dominant Design Loads Ned, Med x-x, Med y-y, Med res, Ang 473.5 kN, 56.8 kN.m, 0.0 kN.m, 56.8 kN.m, 0.0 deg Design Data X/h, h, b, X, Ac, Ybar 0.254, 400 mm, 400 mm, 101.58 mm, 32506 mm², 40.6 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 3 x 12, 354.0, -0.870, -435, -154.0, -147.5 22.7 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 12, 200.0, -0.339, -435, 0.0, -98.3 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 3 x 12, 46.0, 0.192, 383, 154.0, 130.0 20.0 kNm Concrete Fc=(Acnet• η •fcd) (32506 x 1.00 x 18.1) 589.4 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -148 - 98 + 130 + 589 - 473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 589.4 x (400 / 2 - 40.6) 93.9 kNm Mu =Mc + (M1+...+M3) 93.9 + (22.7+0.0+20.0) 136.7kNm OK Max Moment/Mu 56.8 / 136.7 0.416 OK

Bi-Axial Moment Capacity: Y-Y Axis Dominant Design Loads Ned, Med y-y, Med x-x, Med res, Ang 473.5 kN, 9.5 kN.m, 49.0 kN.m, 49.9 kN.m, 79.1 deg Design Data X/h, h, b, X, Ac, Ybar 0.336, 469 mm, 400 mm, 157.40 mm, 35845 mm², 79.2 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 1 x 12, 414.7, -0.572, -435, -180.4, -49.2 8.9 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 1 x 12, 112.3, 0.100, 201, 122.0, 22.7 2.8 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 1 x 12, 263.5, -0.236, -435, -29.2, -49.2 1.4 kNm Bar group4:M4 fn(bars,d,ε%,σ,la,F) 1 x 12, 385.5, -0.507, -435, -151.2, -49.2 7.4 kNm Bar group5:M5 fn(bars,d,ε%,σ,la,F) 1 x 12, 356.3, -0.442, -435, -122.0, -49.2 6.0 kNm Bar group6:M6 fn(bars,d,ε%,σ,la,F) 1 x 12, 53.9, 0.230, 435, 180.4, 49.2 8.9 kNm Bar group7:M7 fn(bars,d,ε%,σ,la,F) 1 x 12, 205.1, -0.106, -212, 29.2, -24.0 -0.7 kNm Bar group8:M8 fn(bars,d,ε%,σ,la,F) 1 x 12, 83.1, 0.165, 330, 151.2, 37.4 5.7 kNm Concrete Fc=(Acnet• η •fcd) (35845 x 0.90 x 18.1) 585.0 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 -49+23-49-49-49+49-24+37+585-473.5 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 585.0 x (469 / 2 - 79.2) 90.7 kNm Mu =Mc + (M1+...+M8) 90.7 + (8.9+2.8+1.4+7.4+6.0+8.9+-0.7+5.7) 131.1kNm OK Max Moment/Mu 49.9 / 131.1 0.381 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



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


100 kN 53.720 0.134 0.625 1.306 84 kN.m 200 kN 64.914 0.162 1.250 1.546 99 kN.m 300 kN 77.451 0.194 1.875 1.774 114 kN.m 400 kN 91.052 0.228 2.500 1.988 127 kN.m 500 kN 105.46 0.264 3.125 2.186 140 kN.m 600 kN 120.46 0.301 3.750 2.366 151 kN.m 700 kN 134.05 0.335 4.375 2.489 159 kN.m 800 kN 147.56 0.369 5.000 2.596 166 kN.m 900 kN 161.58 0.404 5.625 2.693 172 kN.m 1000 kN 176.04 0.440 6.250 2.778 178 kN.m 1100 kN 190.87 0.477 6.875 2.850 182 kN.m 1160 kN 199.87 0.500 7.248 2.885 185 kN.m 1200 kN 206.00 0.515 7.500 2.906 186 kN.m 1300 kN 220.75 0.552 8.125 2.936 188 kN.m 1400 kN 233.17 0.583 8.750 2.908 186 kN.m 1500 kN 245.96 0.615 9.375 2.872 184 kN.m 1600 kN 259.08 0.648 10.000 2.828 181 kN.m 1700 kN 272.52 0.681 10.625 2.774 178 kN.m 1800 kN 286.24 0.716 11.250 2.709 173 kN.m 1900 kN 300.23 0.751 11.875 2.632 168 kN.m 2000 kN 314.45 0.786 12.500 2.543 163 kN.m 2100 kN 328.90 0.822 13.125 2.439 156 kN.m 2200 kN 343.55 0.859 13.750 2.322 149 kN.m 2300 kN 358.38 0.896 14.375 2.189 140 kN.m 2400 kN 373.38 0.933 15.000 2.040 131 kN.m 2500 kN 388.53 0.971 15.625 1.875 120 kN.m 2600 kN 404.29 1.011 16.250 1.692 108 kN.m 2700 kN 421.53 1.054 16.875 1.489 95 kN.m 2800 kN 438.76 1.097 17.500 1.264 81 kN.m 2900 kN 455.99 1.140 18.125 1.017 65 kN.m 3000 kN 473.23 1.183 18.750 0.749 48 kN.m 3100 kN 490.46 1.226 19.375 0.459 29 kN.m 3200 kN 1000.0 2.500 20.000 0.289 19 kN.m 3278 kN 1000.0 2.500 20.489 0.289 19 kN.m Ncap Nuz 3278 kN 1000.0 2.500 20.489 0.289 19 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.



Loading Case 1 : Dead plus Live All Spans Loading N Mx,Mx,My,My 808.2 kN, 4.9 kN.m, -3.2 kN.m, 0.0 kN.m, 0.0 kN.m

Slenderness Classification



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


X-X Unbraced: λlim=fn(A, ω , C, n) 0.7, 0.627, 0.70, 0.63 18.53 X-X Effective len: l0= fn(k1, k2, l) 0.162, 0.100, 3.500 4.453 m X-X Slenderness: λ = l0/i 4.453 / 0.075 = 59.4 λ > λlim Slender Y-Y Braced: λlim=fn(A, ω , C, n) 0.7, 0.627, 0.70, 0.63 18.53 Y-Y Effective len: l0 Indeterminate stiffness factors k1 and k2 - using BS method βy : for 300 mm deep column Top: Deep, Bottom: Deep 0.75 l0= βy • L0y l0= 0.75 • (3.500-(0+0)/2) 2.625 m Y-Y Slenderness: λ = l0/i 2.625 / 0.075 = 35.0 λ > λlim Slender Equ. 5.38a λxx/ λyy 59.4 / 35.0 >> Limit 0.5 to 2 1.696 OK

Axial Capacity Nuz= Fav•(π/4 • H² -Asc) + Asc • fyk/ γs 16.3•(π/4•300/4 - 1206) + 1206 • 500 / 1.15 1658.4 kN OK

Design Moments x-x e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.73, 1.23, 2.0, 0.631, 1.409, 0.337, 0.409, 262 32.61 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) -3.2, 4.9, 26.4, 2, 808.2, 32.6 (no nominal moments) 28.3 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) -3.2, 4.9, 26.4, 6.5, 808.2, 20, 11.1, 32.6 32.8 kN.m

Design Moments y-y e2= Fn(Kr, Kϕ, ϕeff, n, nu, nbal,ω d, ....) 0.70, 1.55, 2.0, 0.631, 1.409, 0.294, 0.409, 262 13.78 mm Med0 = Fn(M, M, M2, M0ed, Ned, e2) 0, 0, 11.1, 0, 808.2, 13.8 (no nominal moments) 11.1 kN.m Med = Fn(M, M, M2, M0ed, Ned, e0, ei, e2) 0, 0, 11.1, 16.2, 808.2, 20, 6.6, 13.8 27.3 kN.m

Resultant Design Moment Med=max(√(My²+Mz0²),√( Mz²+My0²)) Max(√(32.8²+11.1²) ,√(27.3²+28.3²) ) 39.3 kN.m

Moment Capacity - Resultant Uni Axial Design Loads Ned = 808.2 kN.m, Med = 39.3 kN.m Design Data X/h, Dia, X, Ac, Ybar 0.662, 300 mm, 198.68 mm, 38024 mm², 91.1 mm Bar group1:M1 fn(bars,d,ε%,σ,la,F) 2 x 16, 61.7, 0.241, 435, 88.3, 174.8 15.4 kNm Bar group2:M2 fn(bars,d,ε%,σ,la,F) 2 x 16, 150.0, 0.086, 172, 0.0, 69.0 0.0 kNm Bar group3:M3 fn(bars,d,ε%,σ,la,F) 2 x 16, 238.3, -0.070, -140, -88.3, -56.2 5.0 kNm Concrete Fc=(Acnet• η •fcd) (38024 x 0.90 x 18.1) 620.6 kN F Equlibrum Σ (Ft) + FC - Fapp= 0 175 + 69 - 56 + 621 - 808.2 0.0 kN OK Concrete Mc=Fc•(H/2-Ybar) 620.6 x (300 / 2 - 91.1) 36.5 kNm Mu =Mc + (M1+...+M3) 36.5 + (15.4+0.0+5.0) 56.9kNm OK Max Moment/Mu 39.3 / 56.9 0.691 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

UNI-AXIAL MOMENT CAPACITY TABLE Fcu = 40 N/mm², As = 1206 mm², As% = 1.71%, Dia = 300 mm As = 6 x 201 mm² = 1206 mm² Napp X X/h N/bh M/bh2 Mcap 0 kN 78.111 0.260 0.000 1.198 32 kN.m 50 kN 85.783 0.286 0.556 1.343 36 kN.m 100 kN 94.032 0.313 1.111 1.482 40 kN.m 150 kN 102.77 0.343 1.667 1.615 44 kN.m 200 kN 111.96 0.373 2.222 1.739 47 kN.m 250 kN 121.50 0.405 2.778 1.852 50 kN.m 300 kN 131.35 0.438 3.333 1.954 53 kN.m 350 kN 139.68 0.466 3.889 2.006 54 kN.m 376 kN 142.96 0.477 4.182 2.005 54 kN.m Nbal 400 kN 145.97 0.487 4.444 2.004 54 kN.m 450 kN 152.53 0.508 5.000 2.001 54 kN.m



Carrickfergus

Co. Antrim BT38 7BE

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Checked :


500 kN 159.35 0.531 5.556 1.995 54 kN.m 550 kN 166.42 0.555 6.111 1.986 54 kN.m 600 kN 173.75 0.579 6.667 1.973 53 kN.m 650 kN 181.34 0.604 7.222 1.956 53 kN.m 700 kN 189.18 0.631 7.778 1.933 52 kN.m 750 kN 197.27 0.658 8.333 1.904 51 kN.m 800 kN 205.63 0.685 8.889 1.868 50 kN.m 850 kN 215.07 0.717 9.444 1.808 49 kN.m 900 kN 224.77 0.749 10.000 1.738 47 kN.m 950 kN 234.77 0.783 10.556 1.659 45 kN.m 1000 kN 245.09 0.817 11.111 1.569 42 kN.m 1050 kN 255.76 0.853 11.667 1.467 40 kN.m 1100 kN 266.83 0.889 12.222 1.353 37 kN.m 1150 kN 278.38 0.928 12.778 1.225 33 kN.m 1200 kN 290.50 0.968 13.333 1.084 29 kN.m 1250 kN 304.11 1.014 13.889 0.925 25 kN.m 1300 kN 321.27 1.071 14.444 0.740 20 kN.m 1350 kN 341.21 1.137 15.000 0.527 14 kN.m 1400 kN 371.85 1.240 15.556 0.280 8 kN.m 1450 kN 750.00 2.500 16.111 0.272 7 kN.m 1500 kN 750.00 2.500 16.667 0.272 7 kN.m 1550 kN 750.00 2.500 17.222 0.272 7 kN.m 1600 kN 750.00 2.500 17.778 0.272 7 kN.m 1650 kN 750.00 2.500 18.333 0.272 7 kN.m 1658 kN 750.00 2.500 18.427 0.272 7 kN.m Ncap Nuz 1658 kN 750.00 2.500 18.427 0.272 7 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.

PAD @ NODE 1 : (GRID A1)


Z-Z Axis Section Capacities As Bottom bars 7-B12@175 792 mm² X/d=Fn(data, As1, fcd, B, Bweb, d ) 792, 500, 18, 1100, 1100, 369.0 0.06 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 1100.0 • 0.8 • 21.6 344.2 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 791.7 ( εs= 0.056) 344.2 kN Mu = z • Fc 350.55 • 344.2 120.7 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.736, 792, 32, 0.15, 0.0, 1100, 369.0 155.7 kN (6.2.a)



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Co. Antrim BT38 7BE

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VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.45 + 0.15 • 0.0) • 1100.0 • 369.0 ) 183.9 kN (6.2.b)

X-X Axis Section Capacities As Bottom bars 7-B12@175 792 mm² X/d=Fn(data, As1, fcd, B, Bweb, d ) 792, 500, 18, 1100, 1100, 357.0 0.06 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 1100.0 • 0.8 • 21.6 344.2 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 791.7 ( εs= 0.054) 344.2 kN Mu = z • Fc 339.15 • 344.2 116.7 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.748, 792, 32, 0.15, 0.0, 1100, 357.0 153.4 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.46 + 0.15 • 0.0) • 1100.0 • 357.0 ) 179.8 kN (6.2.b)

Critical Serviceability : 5 : Dead plus Live on ODD Spans Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.00 12.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.00 10.5 kN Fcol = F 200.1 + 200.1 kN Fres = F + Fpad + Fsur 200.1 + 12.3 + 10.5 222.9 kN Mzz = Mzz + Vx•D + Fcol•ezz 0.3 + (-0.4 x 0.425) + (200.1 x 0.0) 0.1 kN.m Effective L (Le) = Fn(Mzz,Fres,L) 0.1, 222.9, 1100 1100 mm

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 Mzz Rest = (F)•e+(pad+sur)•L/2 (200) x 0.550 + ( 12 + 11) x 0.550 123 kN.m FOS OT zz = Mzz Rest / Mzz ot 123 / 0 895.02 > 1.5 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







Punching Shear at Column Head vRd,max (stress) 4.744 N/mm² Zone 0: Column Head



Carrickfergus

Co. Antrim BT38 7BE

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Inner Load Fin= Area • (Pmax- Pstatic) 0.16 • (272.344 - 28.28) 39.1 kN Shear stress (Fnet- Fin) / Perim / d (285.48 - 39.05) / 1600 / 363 0.42 N/mm² OK



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







'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




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



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Co. Antrim BT38 7BE

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P3=0.0 , P6=96.1 , P2=96.1 96.1 kN/m² Max










Serviceability : 4 : Dead plus Live All Spans Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.00 12.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.00 10.5 kN Fcol = F 182.5 + 182.5 kN Fres = F + Fpad + Fsur 182.5 + 12.3 + 10.5 205.4 kN Mzz = Mzz + Vx•D + Fcol•ezz -1.2 + (-1.1 x 0.425) + (182.5 x 0.0) -1.6 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -1.6, 205.4, 1100 1100 mm





Serviceability : 6 : Dead Plus Live On EVEN Spans Fpad = Den•d•Area•LF 24.0 x 0.425 x 1.21 x 1.00 12.3 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (1.21 - 0.16) x 1.00 10.5 kN Fcol = F 63.6 + 63.6 kN Fres = F + Fpad + Fsur 63.6 + 12.3 + 10.5 86.4 kN Mzz = Mzz + Vx•D + Fcol•ezz -2.0 + (-1.3 x 0.425) + (63.6 x 0.0) -2.5 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -2.5, 86.4, 1100 1100 mm






Carrickfergus

Co. Antrim BT38 7BE

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Checked :



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







'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




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


(10.0 + 24.0 x 0.425) x 1.40 28.3kN/m²



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Co. Antrim BT38 7BE

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Check for up-lift (ULS)




'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




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)




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Co. Antrim BT38 7BE

Job ref : Job Ref


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Z-Z Axis Section Capacities As Bottom bars 11-B16@200 2212 mm² X/d=Fn(data, As1, fcd, B, Bweb, d ) 2212, 500, 18, 2000, 2000, 392.0 0.08 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 2000.0 • 0.8 • 33.1 961.6 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2211.7 ( εs= 0.038) 961.6 kN Mu = z • Fc 372.4 • 961.6 358.1 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.714, 2212, 32, 0.15, 0.0, 2000, 392.0 335.8 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.44 + 0.15 • 0.0) • 2000.0 • 392.0 ) 348.4 kN (6.2.b)

X-X Axis Section Capacities As Bottom bars 11-B16@200 2212 mm² X/d=Fn(data, As1, fcd, B, Bweb, d ) 2212, 500, 18, 2000, 2000, 376.0 0.09 Fc = η • Fcd• Beff• λ • X 1.0 • 18.13 • 2000.0 • 0.8 • 33.1 961.6 kN Fst = Fyd/ γs• As1 500.0 / 1.15 • 2211.7 ( εs= 0.036) 961.6 kN Mu = z • Fc 357.2 • 961.6 343.5 kN.m VRd,c.a=Fn(Crdc,K, Asl,fck,K1,σcp,Bw,d) 0.12, 1.729, 2212, 32, 0.15, 0.0, 2000, 376.0 329.5 kN (6.2.a) VRd,c.b=(Vmin+ K1•σcp) • Bw• d (0.45 + 0.15 • 0.0) • 2000.0 • 376.0 ) 338.6 kN (6.2.b)

Critical Serviceability : 4 : Dead plus Live All Spans Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.00 43.2 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.00 38.9 kN Fcol = F 586.3 + 586.3 kN Fres = F + Fpad + Fsur 586.3 + 43.2 + 38.9 668.4 kN Mzz = Mzz + Vx•D + Fcol•ezz -6.9 + (-6.1 x 0.45) + (586.3 x 0.0) -9.7 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -9.7, 668.4, 2000 2000 mm





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









Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


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Checked :




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 Inner Load Fin= Area • (Pmax- Pstatic) 1.569 • (245.008 - 29.12) 338.7 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 338.677) / 3906.372 / 384 0.335 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • Pmax- Area • Pstatic1.523 • 245.008 - 1.569 • 29.12 327.4 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 327.426) / 3906.372 / 384 0.343 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (245.008 - 29.12) 381.9 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 381.855) / 3906.372 / 384 0.306 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 1.769 • (245.008 - 29.12) 381.9 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 381.855) / 3906.372 / 384 0.306 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (245.008 - 29.12) 516.7 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 516.702) / 2953.186 / 384 0.286 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 2.393 • (245.008 - 29.12) 516.7 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 516.702) / 2953.186 / 384 0.286 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic2.325 • 245.008 - 2.393 • 29.12 500 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 500.023) / 2953.186 / 384 0.301 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic2.325 • 245.008 - 2.393 • 29.12 500 kN Shear stress (Fnet- Fin) / Perim / d (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 Inner Load Fin= Area • (Pmax- Pstatic) 3.262 • (245.008 - 29.12) 703.6 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 703.619) / 5112.743 / 384 0.07 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • Pmax- Area • Pstatic3.202 • 245.008 - 3.283 • 29.12 689 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 688.957) / 5112.743 / 384 0.078 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • Pmax- Area • Pstatic3.434 • 245.008 - 3.483 • 29.12 740 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 739.998) / 5112.743 / 384 0.052 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • Pmax- Area • Pstatic3.434 • 245.008 - 3.483 • 29.12 740 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 739.998) / 5112.743 / 384 0.052 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic3.586 • 245.008 - 3.634 • 29.12 772.7 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 772.736) / 3556.372 / 384 0.05 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic3.586 • 245.008 - 3.634 • 29.12 772.7 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 772.736) / 3556.372 / 384 0.05 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic3.549 • 245.008 - 3.634 • 29.12 763.7 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 763.69) / 3556.372 / 384 0.057 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic3.549 • 245.008 - 3.634 • 29.12 763.7 kN Shear stress (Fnet- Fin) / Perim / d (843.02 - 763.69) / 3556.372 / 384 0.057 N/mm² OK



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


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







'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 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



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


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

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







'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



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :



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



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


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






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



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



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


Inner Load Fin= Area • (Pmax- Pstatic) 2.981 • (174.608 - 29.12) 433.3 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 433.348) / 6225.486 / 384 0.058 N/mm² OK Zone 2: Left Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.27 • (174.608 - 29.12) 475.4 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 475.436) / 5112.743 / 384 0.049 N/mm² OK Zone 3: Right Side Free Inner Load Fin= Area • Pmax- Area • Pstatic3.23 • 174.608 - 3.283 • 29.12 468.3 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 468.32) / 5112.743 / 384 0.053 N/mm² OK Zone 4: Top Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.454 • (174.608 - 29.12) 501.6 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 501.642) / 5112.743 / 384 0.036 N/mm² OK Zone 5: Bottom Side Free Inner Load Fin= Area • (Pmax- Pstatic) 3.454 • (174.608 - 29.12) 501.6 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 501.642) / 5112.743 / 384 0.036 N/mm² OK Zone 6: Left & Bottom Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.605 • (174.608 - 29.12) 523.7 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 523.704) / 3556.372 / 384 0.035 N/mm² OK Zone 7: Left & Top Sides Free Inner Load Fin= Area • (Pmax- Pstatic) 3.605 • (174.608 - 29.12) 523.7 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 523.704) / 3556.372 / 384 0.035 N/mm² OK Zone 8: Right & Top Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic3.578 • 174.608 - 3.634 • 29.12 518.9 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 518.924) / 3556.372 / 384 0.039 N/mm² OK Zone 9: Right & Bottom Sides Free Inner Load Fin= Area • Pmax- Area • Pstatic3.578 • 174.608 - 3.634 • 29.12 518.9 kN Shear stress (Fnet- Fin) / Perim / d (573.14 - 518.924) / 3556.372 / 384 0.039 N/mm² OK

Serviceability : 5 : Dead plus Live on ODD Spans Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.00 43.2 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.00 38.9 kN Fcol = F 437.9 + 437.9 kN Fres = F + Fpad + Fsur 437.9 + 43.2 + 38.9 519.9 kN Mzz = Mzz + Vx•D + Fcol•ezz -2.2 + (-2.5 x 0.45) + (437.9 x 0.0) -3.3 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -3.3, 519.9, 2000 2000 mm





Serviceability : 6 : Dead Plus Live On EVEN Spans Fpad = Den•d•Area•LF 24.0 x 0.45 x 4.0 x 1.00 43.2 kN Fsur = Sur•(Area-Area1)•LF 10.0 x (4.0 - 0.113) x 1.00 38.9 kN Fcol = F 409.4 + 409.4 kN Fres = F + Fpad + Fsur 409.4 + 43.2 + 38.9 491.5 kN Mzz = Mzz + Vx•D + Fcol•ezz -7.9 + (-6.4 x 0.45) + (409.4 x 0.0) -10.8 kN.m Effective L (Le) = Fn(Mzz,Fres,L) -10.8, 491.5, 2000 2000 mm





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



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


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







'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 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



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


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

Schedule

Bar Schedule Member Bar

mark Type and size

No. of

mbrs

No.of bars in each

Total no.

Length of each bar + mm

Shape code

A* mm B* mm C* mm D* mm E/R* mm

R e v

Beams A1-A3 - 1 01 B25 1 6 6 3075 11 2270 860 02 B20 1 7 7 1750 11 950 855 03 B25 1 6 6 5525 00 5525 04 B20 1 7 7 5525 00 5525 05 B10 1 16 16 5475 00 5475 06 B10 1 76 76 3400 51 685 935 130 130 07 B10 1 76 76 2500 51 225 935 130 130 08 B12 1 4 4 3450 51 685 935 160 160 09 B12 1 4 4 2550 51 225 935 160 160 10 B25 1 6 6 3925 00 3925 11 B16 1 6 6 1600 00 1600 12 B20 1 12 12 8475 00 8475 13 B25 1 2 2 8475 00 8475 14 B10 1 16 16 8375 00 8375 15 B16 1 22 22 700 00 700



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :



mark Type and size

No. of

mbrs

No.of bars in each

Total no.


Shape code


R e v

16 B25 1 6 6 5075 00 5075 17 B16 1 2 2 5075 00 5075 18 B16 1 7 7 1700 00 1700 19 B16 1 4 4 9525 00 9525 20 B25 1 6 6 9525 00 9525 21 B10 1 16 16 9450 00 9450 22 B16 1 7 7 1575 11 720 865 23 B20 1 4 4 2350 00 2350 24 B16 1 12 12 1325 00 1325 25 B16 1 4 4 7600 00 7600 26 B10 1 41 41 2100 51 335 635 130 130 27 B10 1 22 22 875 21 130 635 130 28 B20 1 4 4 9400 00 9400 29 B16 1 9 9 6525 00 6525 30 B10 1 19 19 1675 33 635 115 120 31 B25 1 6 6 2075 11 1550 575 32 B16 1 5 5 1375 11 830 565

Beams A1-A3 - 2 24 B16 1 4 4 1325 00 1325 25 B16 1 6 6 7600 00 7600 26 B10 1 111 111 2100 51 335 635 130 130 29 B16 1 8 8 6525 00 6525 32 B16 1 4 4 1375 11 830 565 33 B16 1 4 4 2100 11 1550 570 34 B16 1 4 4 1375 11 830 570 35 B16 1 6 6 7525 00 7525 36 B20 1 2 2 7525 00 7525 37 B20 1 6 6 2775 00 2775 38 B20 1 4 4 1575 00 1575 39 B16 1 16 16 4525 00 4525 40 B16 1 4 4 2775 00 2775 41 B16 1 2 2 1925 00 1925 42 B20 1 4 4 2050 00 2050 43 B16 1 8 8 6600 00 6600 44 B20 1 2 2 2650 00 2650 45 B16 1 2 2 2000 00 2000 46 B16 1 4 4 1200 00 1200 47 B20 1 2 2 7600 00 7600 48 B25 1 2 2 2950 00 2950 49 B16 1 2 2 2900 00 2900 50 B12 1 4 4 1100 00 1100 51 B16 1 4 4 2100 11 1550 575

Beams A2-A3 - 3 19 B16 1 8 8 9525 00 9525 24 B16 1 4 4 1325 00 1325 25 B16 1 4 4 7600 00 7600 26 B10 1 92 92 2100 51 335 635 130 130 29 B16 1 2 2 6525 00 6525 32 B16 1 4 4 1375 11 830 565 38 B20 1 4 4 1575 00 1575 43 B16 1 2 2 6600 00 6600 47 B20 1 4 4 7600 00 7600 51 B16 1 4 4 2100 11 1550 575 52 B16 1 4 4 1750 11 1190 575 53 B10 1 4 4 10875 00 10875 54 B10 1 4 4 1175 21 450 315 450 55 B12 1 4 4 10000 00 10000 56 B12 1 164 164 550 00 550



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :



mark Type and size

No. of

mbrs

No.of bars in each

Total no.


Shape code


R e v

57 B16 1 4 4 3075 00 3075 58 B20 1 6 6 6600 00 6600 59 B10 1 4 4 8400 00 8400 60 B12 1 8 8 7000 00 7000 61 B10 1 77 77 2425 63 635 335 130 130 62 B20 1 4 4 3125 00 3125 63 B20 1 4 4 1450 00 1450 64 B10 1 4 4 9400 00 9400 65 B12 1 4 4 8000 00 8000 66 B12 1 9 9 2150 51 335 635 160 160 67 B25 1 4 4 3250 00 3250 68 B20 1 6 6 6525 00 6525 69 B10 1 4 4 7875 00 7875 70 B16 1 4 4 2400 11 1850 570

Column A1 - 0- 71 B12 1 16 16 3975 00 3975 72 B10 1 55 55 1500 51 330 330 130 130 73 B10 1 110 110 575 21 140 330 140 74 B12 1 8 8 1525 11 300 1245 75 B12 1 8 8 2675 26 520 300 1855 30

Column A1a - 0- 76 B20 1 6 6 2125 11 300 1860 77 B16 1 6 6 1975 11 300 1705 78 B20 1 6 6 2375 00 2375 79 B16 1 6 6 2375 00 2375 80 B10 1 15 15 1300 51 180 380 130 130 81 B10 1 15 15 425 21 140 180 140

Column A3 - 0- 77 B16 1 4 4 1975 11 300 1705 79 B16 1 4 4 2375 00 2375 82 B12 1 4 4 1825 11 300 1545 83 B12 1 4 4 2375 00 2375 84 B10 1 26 26 2100 51 430 530 130 130 85 B10 1 26 26 675 21 140 430 140 86 B10 1 26 26 775 21 140 530 140

Column A3 - 0- 87 B16 1 6 6 4125 00 4125 88 B10 1 58 58 850 75 235 140 89 B16 1 6 6 4125 26 675 300 3150 35 90 B16 1 6 6 1675 11 300 1405 91 B16 1 6 6 2675 26 675 300 1700 35

Column A3 - 0- 71 B12 1 4 4 3975 00 3975 72 B10 1 87 87 1500 51 330 330 130 130 73 B10 1 174 174 575 21 140 330 140 74 B12 1 4 4 1525 11 300 1245 75 B12 1 4 4 2675 26 520 300 1855 30 87 B16 1 4 4 4125 00 4125 89 B16 1 4 4 4125 26 675 300 3150 35 90 B16 1 4 4 1675 11 300 1405 91 B16 1 4 4 2675 26 675 300 1700 35 92 B12 1 4 4 3975 26 520 300 3150 30

Column A3 - 0- 71 B12 1 8 8 3975 00 3975 72 B10 1 87 87 1500 51 330 330 130 130 73 B10 1 174 174 575 21 140 330 140 74 B12 1 8 8 1525 11 300 1245 75 B12 1 8 8 2675 26 520 300 1855 30



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :



mark Type and size

No. of

mbrs

No.of bars in each

Total no.


Shape code


R e v

92 B12 1 8 8 3975 26 520 300 3150 30 Column A2 - 1-

71 B12 1 8 8 3975 00 3975 72 B10 1 58 58 1500 51 330 330 130 130 73 B10 1 116 116 575 21 140 330 140 74 B12 1 8 8 1525 11 300 1245 75 B12 1 8 8 2675 26 520 300 1855 30 93 B12 1 8 8 1900 11 1470 450

Column A2a - 1- 71 B12 1 8 8 3975 00 3975 72 B10 1 58 58 1500 51 330 330 130 130 73 B10 1 116 116 575 21 140 330 140 74 B12 1 8 8 1525 11 300 1245 75 B12 1 8 8 2675 26 520 300 1855 30 93 B12 1 8 8 1900 11 1470 450

Column A3 - 1- 71 B12 1 8 8 3975 00 3975 72 B10 1 58 58 1500 51 330 330 130 130 73 B10 1 116 116 575 21 140 330 140 74 B12 1 8 8 1525 11 300 1245 75 B12 1 8 8 2675 26 520 300 1855 30 93 B12 1 8 8 1900 11 1470 450

Pad @ A1 94 B12 1 14 14 1525 21 290 990 290 95 B12 1 16 16 1175 11 300 895 96 B10 1 4 4 1500 51 335 335 130 130

Pad @ A1a 97 B16 1 22 22 2450 21 310 1890 310 98 B20 1 6 6 1600 11 410 1225 99 B20 1 6 6 1325 11 300 1065 100 B10 1 3 3 1300 51 385 185 130 130

Pad @ A3 101 B16 1 11 11 3250 21 360 2575 360 102 B16 1 11 11 3150 21 360 2475 360 103 B16 1 4 4 1400 11 300 1115 104 B12 1 4 4 1250 11 300 960 105 B10 1 4 4 2100 51 535 435 130 130

Pad @ A3 88 B10 1 5 5 850 75 235 140 103 B16 1 6 6 1400 11 300 1115 106 B16 1 18 18 2850 21 360 2175 360

Pad @ A3 96 B10 1 4 4 1500 51 335 335 130 130 107 B12 1 30 30 2975 21 365 2275 365 108 B16 1 4 4 1400 11 300 1125 109 B12 1 4 4 1250 11 300 970

Pad @ A3 96 B10 1 4 4 1500 51 335 335 130 130 109 B12 1 8 8 1250 11 300 970 110 B12 1 18 18 2075 21 365 1390 365

Bar Weights Bar grade &

diameter No Bars Straight bars tonnes Bent bars (except

links) tonnes Links (51,33,47,63,22)

tonnes Total tonnes

B10 1981 0.320 0.361 1.164 1.845 B12 479 0.390 0.419 0.038 0.847 B16 332 1.118 0.593 0.000 1.712



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


Bar Weights Bar grade &

diameter No Bars Straight bars tonnes Bent bars (except

links) tonnes Links (51,33,47,63,22)

tonnes Total tonnes

B20 106 0.992 0.105 0.000 1.097 B25 44 0.694 0.119 0.000 0.813

Total bars 2942 Total Weight 6.314

Weights per element Element No Bars Straight bars

tonnes Bent bars (except

links) tonnes Links

(51,33,47,63,22) tonnes

Total tonnes

Beams A1-A3 - 1 440 1.613 0.189 0.370 2.173 Beams A1-A3 - 2 215 0.669 0.044 0.144 0.857 Beams A2-A3 - 3 450 0.901 0.051 0.251 1.204

Column A1 - 0- 197 0.056 0.069 0.051 0.176 Column A1a - 0- 54 0.058 0.054 0.012 0.124 Column A3 - 0- 94 0.023 0.042 0.034 0.099 Column A3 - 0- 82 0.039 0.111 0.000 0.150 Column A3 - 0- 293 0.040 0.144 0.080 0.265 Column A3 - 0- 293 0.028 0.120 0.080 0.228 Column A2 - 1- 206 0.028 0.084 0.054 0.166

Column A2a - 1- 206 0.028 0.084 0.054 0.166 Column A3 - 1- 206 0.028 0.084 0.054 0.166

Pad @ A1 34 0.000 0.036 0.004 0.039 Pad @ A1a 37 0.000 0.128 0.002 0.131 Pad @ A3 34 0.000 0.124 0.005 0.130 Pad @ A3 29 0.000 0.097 0.000 0.097 Pad @ A3 42 0.000 0.093 0.004 0.096 Pad @ A3 30 0.000 0.042 0.004 0.046 Total bars 2942 Total Weight 6.314



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


Pad Foundation Table

Pad Foundation Bar Details Pad Node

No. Number Off

Pad Size L x B x H

Main Steel XX ref A Main Steel YY ref B Starter Bars ref C, D Column Size X, Y

Column Centre Lc, Bc

A1 1 1100x1100x425 7-B12-01@175-B1 7-B12-01@175-B2 4-B12-02-(cor)

12-B12-02- 3EF

4-B10-03-100-links

400,400 550x550

A1a 1 2000x2000x450 11-B16-04@200-B1 11-B16-04@200-B2 4-B20-05-(cor)

2-B20-05- 1E+1W

6-B16-06- 3N+3S

3-B10-07-150-links

450,250 1000x1000

A3 1 2700x2600x500 11-B16-08@275-B1 11-B16-09@275-B2 4-B16-10-(cor)

4-B12-11- 1EF

4-B10-12-125-links

600,500 1350x1300

A3 1 2300x2300x500 9-B16-13@300-B1 9-B16-13@300-B2 6-B16-10-(pitched on

circle)

5-B10-14-125-Hoop-links

300,300 1150x1150

A3 1 2400x2400x500 15-B12-15@175-B1 15-B12-15@175-B2 4-B16-16-(cor)

4-B12-17- 1EF

4-B10-03-125-links

400,400 1200x1200

A3 1 1500x1500x500 9-B12-18@175-B1 9-B12-18@175-B2 4-B12-17-(cor)

4-B12-17- 1EF

4-B10-03-125-links

400,400 750x750



Carrickfergus

Co. Antrim BT38 7BE

Job ref : Job Ref


Made By :


Checked :


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