BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM

BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.

1.2 Input data : 1.2.1 Dimension abutment Iterm Symbol Value (m) Pile cap : Iterm Symbol Value (m) Wing wall b1 h1 7.50 2.00 Body : b2 h2 b3 h3 b4 h4 b5 v R.C bearing h5 h6 h7 b6 Lđk bđk C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Input-1/23/2015 1.60 2.750 1.10 0.00 0.40 1.98 Front wall 0.00 0.3 Elevation and length of abut 0.30 0.30 1.055 0.30 0.85 0.50 tc1 tc2 tc3 tc6 tc4 tc5 tc7 tc8 1.60 1.91 2.00 0.00 2.70 2.90 0.50 0.00 hc bc 1.45 0.15 L cd1 cd2 cd4 cd3 g 12.25 0.000 2.000 4.730 4.750 0.45 1.2.2 Superstructure: 1.2.2.1 General dimension: No Iterm - Span length - Calculation span length - Width of bridge - Girder + Number of girder + Weight of girder + Height of girder - Deck slab + Thickness of surface + Thickness of deck slab - Roadway width - Width of pedestrian + Left side + Right side - Parapet and railling + Width of left side + Width of right side + Height + Area 10 11 12 - Area of barrier - Distance from bearing to CL of pilecap - Number of lane load - Bearing Symbol L Ltt B Unit m m m Value 33.00 31.45 24.50 ng SWg hd set KN m 11.00 666.8 1.75 dlp dmc Bxc m m m 0.07 0.18 23.50 Kt Kp m m 0.00 0.00 Rt Rp hlc m m m 0.50 0.50 0.80 Slc m2 0.40 Spc g Nb m 0.26 0.45 4.00 Movable m lane 1.2.2.2 Live load Design Truck Design Tandem Design Lane Load 1.2.3 Density and factors : No Distance (m) HL-93 No P1 P2 P3 Pt1 Pt2 Wl Iterm Concrete density Density of back fill Angle of internal friction soil Acceleraion coefficient C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Input-1/23/2015 4.3 4.3 1.2 Symbol γc γs ϕ A Unit P KN KN KN KN KN KN/m 35.00 145.00 145.00 110.00 110.00 9.30 Unit Value KN/m KN/m3 Angle 24.50 18.00 30 0.0366 1.3 Loads 1.3.1 Superstructure: 1.3.1.1 Dead load : Iterm No Dead load of structural components - DC1 - Deck slab =0.5 x (Length x width x Thickness) x 24.5 - Diaphragm =0.5 x (Area x length x No) x 24.5 - Girder =0.5 x (Weight of girder x No.) Total Dead load of surface and utilities - DW - Railling =0.5 x (Length x Unit weight) x 2 - Parapet + Left side =0.5 x (Area x Length) x 24.5 + Right side =0.5 x (Area x Length) x 24.5 - Barrier =0.5 x (Area x Length) x 24.6 - Surface =0.5 x (Width x length x thickness) x 22.05 Total Unit Value KN KN KN KN 1760.91 50.71 3667.67 5479.29 KN 16.50 KN KN KN KN KN 161.70 161.70 106.68 598.49 1045.07 1.3.1.2 Live load : Design truck Design tandem 1.20m Pt1=110KN 35KN 4.30m 145KN 4.30m Design lane load Pt1=110KN 145KN WL - Distance from CL of bearing to CL of Abut - Distance from CL of bearing to CL of body - Number of lane - Multiple presence factor - Transverse eccentricity of live load HL - 93 LL(1): Design truck + Design lane load eg et N b= m en = = = = = -0.20 m 0.05 m 0.65 1.250 m Loads N b= m en Yi( w) lane 0.75 26.29 68.36 52.58 P2 0.89 128.75 334.74 257.50 P3 1.02 148.57 386.29 297.15 Wl 16.51 153.54 399.20 307.08 457.15 1188.59 914.30 Pt1 0.99 108.51 282.14 217.03 Pt2 1.02 112.71 293.05 225.42 Wl 16.51 153.54 399.20 307.08 374.76 974.38 749.53 Total LL(1) be chosen for cal * Dynamic load allowance IM= 25% x LL The dynamic load allowance shall not be applied to pedestrian loads or to the design lane load C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls lane P1 Total LL(2): Design tandem + Design lane load P (KN) = = 1.00 = 3.00 P x Nb x m 1.3.1.3 Summary of Live load HL-93: P (KN) Iterm LL IM LL IM lane lane 1188.59 197.35 914.30 151.81 M (KN.m) Trans A-A B-B -237.72 59.43 -39.47 9.87 -182.86 45.72 -30.36 7.59 M (KN.m) Long A-A 1485.74 246.69 2742.91 455.42 1.3.2 Braking force - BR Braking forces shall be taken as 25 percent of the axle weights of the design truck or tandem per lane placed in all design lanes These forces shall be assumed to act horizontally at a distance of 1800 mm above the roadway surface BR= 0.25 x m x Nb x ∑Pi M (KN.m) H Iterm (KN) A-A B-B 211.25 1379.46 956.96 BR - lane 162.50 1061.13 736.13 BR - lane 1.3.3 Substructure (Abutment) - DC2 1.3.3.1 Section A - A (Bottom of pilecap) Iterm No Wing wall Body Pilecap Total Pi (KN) V (m ) 23.45 574.44 69.21 1695.75 183.75 4501.88 6772.1 1.3.3.2 Section B - B (Top of pilecap) & C - C (Wing wall) B - B ( Top of pilecap) No Iterm Pi (KN) ei (m) M (KN.m) V (m ) Wing wall 23.45 574.44 -3.12 -1790.12 Body 69.21 1695.75 -0.12 -197.05 Total 2270.19 -0.88 -1987.16 1.3.4 Earthquake Load - EQ - Acceleration coefficient - Site coefficient 1.3.4.1 Section A - A (Bottom of pilecap) Iterm No AQ S = = C - C ( Wing wall ) Pi (KN) ei (m) M (KN.m) V (m ) 11.65 285.41 -2.80 -800.17 9.70 237.70 0.0366 2.00 R 2.00 2.00 2.00 2.00 Wing wall Body Pilecap Superstructure Pi (KN) 574.4 1,695.7 4,501.9 6,524.4 Total 1.3.4.2 Section B - B (Top of pilecap) & C - C (Wing wall) B - B ( Top of pilecap) Iterm No Pi (KN) Qy ei (m) M (KN.m) Pi (KN) Wing wall 574.44 26.28 2.90 76.21 Body 1,695.75 77.58 1.50 116.37 237.70 Superstructure 6,524.36 149.24 2.75 410.42 Total 253.11 603.01 C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls ei (m) M (KN.m) -3.37 -1933.73 -0.37 -620.98 0.00 0.00 -0.38 -2554.71 Qy 26.3 77.6 206.0 149.2 459.07 ei (m) M (KN.m) 4.90 128.8 3.50 271.5 1.00 206.0 4.75 708.9 1,315.2 C - C ( Wing wall ) Qy ei (m) M (KN.m) 10.87 0.99 10.77 - 1.3.5 Soil back fill load - EV No In front of Abut at back of Abut Iterm F(m2) 0.00 14.88 Total B(m) 12.25 11.25 Pi (KN) 0.00 3,012.59 3,012.59 ei (m) 2.15 -2.40 M (KN.m) 0.00 -7230.2 -7,230.2 1.3.6 Wind load: 1.3.6.1 Wind load on structure - WS Horizontal wind load : PD= 0.0006 xV2 x At x Cd ³ 1.8 x At (kN) Where : V=VB x S V: Design wind velocity 41.42 (m/s) = Cd: Drag coefficient Cd = 1.25 At: area of the structure or element for calculation of transverse wind load (m2) PD = 1.80 x At (kN) - Span length L = 33.00 (m) - Width of bridge B = 24.50 (m) 1.3.6.1.1 Transverse No A t (m ) Iterm + Abutment + Parapet + Deck slab + Girder 20.34 13.20 4.13 28.88 Z i (m) A-A H (KN) M (KN.m) 3.73 16.29 2.42 17.80 0.76 5.17 5.30 30.86 12.21 70.12 B-B H (KN) M (KN.m) 3.73 8.83 2.42 12.96 0.76 3.65 5.30 20.27 12.21 45.70 A-A H (KN) M (KN.m) 6.18 20.86 6.18 20.86 B-B H (KN) M (KN.m) 6.18 8.50 6.18 8.50 Long A-A B-B H (KN) M (KN.m) H (KN) M (KN.m) 18.38 119.99 18.38 83.24 18.38 119.99 18.38 83.24 Trans A-A H (KN) M (KN.m) 49.50 323.24 49.50 323.24 A-A 4.37 7.35 6.83 5.83 B-B 2.37 5.35 4.83 3.83 Total 1.3.6.1.2 Longitudinal No A t (m ) Iterm + Abutment 33.69 Z i (m) A-A 3.38 B-B 1.38 Total 1.3.6.2 Wind load on vehicle - WL : Wind load on vehicle take as below : - Longitudinal : - Transverse: - Acting above the roadway No Iterm Wind load on vehicle Total C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls 0.750 (KN/m) 1.500 (KN/m) 1.80 (m) Z i (m) A-A 6.53 B-B 4.53 1.3.7 Earth pressure : 1.3.7.1 Horizontal earth pressure - EH - Chiều dài mố L= 12.25 (m) Eha = 0,5.pa.H.L MEha = 0,4.Eha.H pa=ka.γ.H + Active pressure: Where : pa : basic earth pressure γ : density of soil ka : coefficient of lateral earth pressure sin ( θ Ka φ) Γ sin θ sin( θ Γ δ) sin ( φ sin ( θ β ) sin ( φ δ ) sin ( θ δ) β) Where : β: Angle of fill to the horizontal (DEG) δ: Friction angles between fill and wall (DEG) 30 θ: Angle of backfill of wall to the vertical (DEG) pp=kp.γ.H2+2.c.(kp) + Passive pressure: 0.5 90 (for cohesive soil) c : unit cohesion (MPa) - Density of back fill γ H2: Height of back fill in front of abutment - Unit cohesion c 18.0 (KN/m3) 8.3 (KN/m2) 1.3.7.1.1 Active pressure No Item Section A - A Section B - B Section C - C C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls (Deg) H (m) ka 30 4.73 35 pa (KN/m ) Eha (KN) MEha (KN.m) 0.30 25.30 733.01 1386.9 4.73 0.25 20.94 606.76 1148.0 40 4.73 0.20 17.13 496.29 939.0 30 2.73 0.30 14.60 244.18 266.6 35 2.73 0.25 12.09 202.13 220.7 40 2.73 0.20 9.89 165.33 180.5 30 -0.02 0.30 -0.11 0.01 0.0 35 -0.02 0.25 -0.09 0.01 0.0 40 -0.02 0.20 -0.07 0.01 0.0 F 1.3.7.1.2 Passive pressure No (Deg) H2 (m) kp pp (KN/m2) Ehp (KN) MEhp (KN.m) 30 1.21 5.71 164.15 1216.53 588.80 35 1.21 8.78 240.60 1783.18 863.06 40 1.21 11.65 310.79 2303.35 1114.82 30 0.00 5.71 39.85 0.00 0.00 35 0.00 8.78 49.42 0.00 0.00 40 0.00 11.65 56.94 0.00 0.00 F Item Section A - A Section B - B 1.3.7.2 Horizontal earth pressure due to earthquake - EAE : Horizontal earth pressure due to earthquake take as: pAE = (1-Kv)KAE.γ H EAE = 0,5.PAE H L MEAE = 0,5.EAE H cos ( φ θ K AE sin ( φ β) cos ( δ cosθ cos β cos ( δ δ ) sin ( φ θ β θ ) cos ( i β i) β) θ) - Horizontal acceleration coefficient kh 0.0366 - Vertical acceleration coefficient kv - Seismic inertial angle θ = arctg(kh/(1-kv)) 0.04 (rad) - Slope of wall to the vertical β No Item Section A - A Section B - B Section C - C C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls (Deg) Φ (Deg) H (m) KAE 30 4.73 35 pAE (KN/m ) EAE (KN) MEae (KN.m) 0.32 27.45 795.1 1880.48 4.73 0.27 22.82 661.3 1563.89 40 4.73 0.22 18.79 544.3 1287.35 30 2.73 0.32 15.84 264.9 361.55 35 2.73 0.27 13.17 220.3 300.68 40 2.73 0.22 10.84 181.3 247.52 30 -0.02 0.32 -0.12 0.0 0.00 35 -0.02 0.27 -0.10 0.0 0.00 40 -0.02 0.22 -0.08 0.01 0.00 1.3.7.3 Live load surcharge - LS: - The increase in horizontal earth pressure due to live load surcharge : ∆p=k.γ.heq Where : k : coefficient of earth pressure heq : equivalent height of soil for the design truck Live load surcharge take as: LS = ∆p.H.L MLS = 0.5.LS.H 1.3.7.3.1 Horizontal No Item Section A - A Section B - B Section C - C 1.3.7.3.2 Vertical kA heq (m) (KN/m ) LS (KN) MLS (KN.m) 30 0.30 0.95 5.06 293.29 693.62 35 0.25 0.95 4.19 242.77 574.16 40 0.20 0.95 3.43 198.57 469.63 30 0.30 1.29 6.90 230.77 314.99 35 0.25 1.29 5.71 191.02 260.74 40 0.20 1.29 4.67 156.24 213.27 30 0.30 1.70 9.09 -2.23 0.02 35 0.25 1.70 7.53 -1.84 0.02 40 0.20 1.70 6.16 -1.51 0.02 LS (KN) MLS (KN.m) 563.36 563.36 563.36 -1352.06 -1352.06 -1352.06 No Item Φ (Deg) heq (m) Section A - A 30 35 40 0.95 0.95 0.95 C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls ∆p Φ (Deg) ∆p (KN/m ) 17.03 17.03 17.03 1.3.8 Load summary 1.3.8.1 At bottom of pilecap (Section A - A) No 10 11 12 Loads Dead load of abut and sup - DC (DC1+DC2) Dead load of wearing surfaces and utilities - DW Live load - LL lane Impact - IM Live load - LL lane Impact - IM lane Braking force- BR lane Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Seismic earth pressure - EAE Live load surcharge - LS Wind load on structure - WS Wind load on vehicle- WL Earthquake load - EQ P Long Trans (KN) H (KN) M (KN.m) H (KN) M (KN.m) 12,251.35 0.00 -3,650.57 0.00 0.00 1,045.07 0.00 -209.01 0.00 0.00 1,188.59 0.00 -237.72 0.00 1,485.74 197.35 0.00 -39.47 0.00 246.69 914.30 0.00 -182.86 0.00 2,742.91 151.81 0.00 -30.36 0.00 455.42 0.00 211.25 1,379.46 0.00 0.00 0.00 162.50 1,061.13 0.00 0.00 0.00 733.01 1,386.86 0.00 0.00 0.00 -1,216.53 -588.80 0.00 0.00 3,012.59 0.00 -7,230.2 0.00 0.00 0.00 795.13 1,880.48 0.00 0.00 563.36 242.77 -777.90 0.00 0.00 0.00 6.18 20.86 12.21 70.12 0.00 18.38 119.99 49.50 323.24 0.00 459.07 1,315.18 459.07 1,315.18 1.3.8.2 At top of pilecap (Section B - B) and wing wall (Section C - C) No 10 11 12 Loads Dead load of abut and sup - DC (DC1+DC2) Dead load of wearing surfaces and utilities - DW Live load - LL lane Impact - IM Live load - LL lane Impact - IM lane Braking force- BR lane Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Seismic earth pressure - EAE Live load surcharge - LS Wind load on structure - WS Wind load on vehicle- WL Earthquake load - EQ C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls C-C B-B P (KN) H (KN) M (KN.m) H (KN) M (KN.m) 7,749.5 0.00 -1713.20 1,045.07 0.00 52.25 1,188.59 0.00 59.43 197.35 0.00 9.87 914.30 0.00 45.72 151.81 0.00 7.59 0.00 211.25 956.96 0.00 162.50 736.13 0.00 244.18 266.65 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 264.87 361.55 0.01 0.00 0.00 191.02 260.74 -1.84 0.02 0.00 6.18 8.50 0.00 18.38 83.24 0.00 253.11 603.01 10.87 10.77 1.4 Load combinations 1.4.1 Section A - A 1.4.1.1 Load combination 1: STRENGTH I-1 (Live load on span and back of abutment) P Load Long No Loads factor (KN) H (KN) M (KN.m) Dead load - DC 1.25 15314.19 0.00 -4563.21 1.50 1567.61 0.00 -313.52 Surface and utilities - DW Live load lane - LL 1.75 2080.04 0.00 -416.01 Impact lane - IM 1.75 345.36 0.00 -69.07 Braking force lane - BR 1.75 0.00 369.69 2414.06 Active earth pressure - Eh 1.50 0.00 2752.12 7705.93 Passive earth pressure - Ep 0.90 0.00 -590.24 -225.47 Soil back fill load - EV 1.35 4067.00 0.00 -9760.80 Live load surcharge - LS 1.75 985.88 424.85 -1361.33 Total 24,360.08 2,956.42 -6,589.42 Trans H (KN) M (KN.m) 0.00 0.00 0.00 0.00 0.00 2600.05 0.00 431.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3,031.75 1.4.1.2 Load combination 2: STRENGTH I-2 (Transverse eccentricity - Live load on span and back of abutment) Long Trans P Load No Loads factor (KN) H (KN) M (KN.m) H (KN) M (KN.m) Dead load - DC 1.25 15314.19 0.00 -4563.21 0.00 0.00 Surface and utilities - DW 1.50 1567.61 0.00 -313.52 0.00 0.00 Live load lane - LL 1.75 1600.03 0.00 -320.01 0.00 4800.09 Impact lane - IM 1.75 265.66 0.00 -53.13 0.00 796.98 Braking force lane - BR 1.75 0.00 284.38 1856.97 0.00 0.00 1.50 0.00 2752.12 7705.93 0.00 0.00 Active earth pressure - Eh Passive earth pressure - Ep 0.90 0.00 -590.24 -225.47 0.00 0.00 1.35 4067.00 0.00 -9760.80 0.00 0.00 Soil back fill load - EV Live load surcharge - LS 1.75 985.88 424.85 -1361.33 0.00 0.00 Total 23,800.37 2,871.11 -7,034.57 0.00 5,597.08 1.4.1.3 Load combination 3: STRENGTH I-3 ( Live load on back of abutment) Long P Load No Loads factor (KN) H (KN) M (KN.m) Dead load - DC 1.25 15314.19 0.00 -4563.21 1.50 1567.61 0.00 -313.52 Surface and utilities - DW Active earth pressure - Eh 1.50 0.00 2752.12 7705.93 0.90 0.00 -590.24 -225.47 Passive earth pressure - Ep Soil back fill load - EV 1.35 4067.00 0.00 -9760.80 Live load surcharge - LS 1.75 985.88 424.85 -1361.33 Total 21,934.68 2,586.73 -8,518.40 Trans H (KN) M (KN.m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.4.1.4 Load combination 4: STRENGTH II (Transverse eccentricity) P Load No Loads factor (KN) Dead load - DC 1.25 15314.19 Surface and utilities - DW 1.50 1567.61 Active earth pressure - Eh 1.50 0.00 Passive earth pressure - Ep 0.90 0.00 Soil back fill load - EV 1.35 4067.00 Transverse Wind load on structure - WS 1.40 0.00 Total 20,948.80 Trans H (KN) M (KN.m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.09 98.17 17.09 98.17 C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls Long H (KN) M (KN.m) 0.00 -4563.21 0.00 -313.52 2752.12 7705.93 -590.24 -225.47 0.00 -9760.80 0.00 0.00 2,161.88 -7,157.07 1.4.1.5 Load combination 5: STRENGTH III-1 (Transverse eccentricity - Live load on span and back of abutment) Long Trans P Load No Loads factor (KN) H (KN) M (KN.m) H (KN) M (KN.m) Dead load - DC 1.25 15314.19 0.00 -4563.21 0.00 0.00 Surface and utilities - DW 1.50 1567.61 0.00 -313.52 0.00 0.00 Live load lane - LL 1.35 1234.31 0.00 -246.86 0.00 3702.93 Impact lane - IM 1.35 204.94 0.00 -40.99 0.00 614.82 Braking force lane - BR 1.35 0.00 219.38 1432.52 0.00 0.00 Active earth pressure - Eh 1.50 0.00 2752.12 7705.93 0.00 0.00 Passive earth pressure - Ep 0.90 0.00 -590.24 -225.47 0.00 0.00 Soil back fill load - EV 1.35 4067.00 0.00 -9760.80 0.00 0.00 Live load surcharge - LS 1.35 760.54 327.74 -1050.17 0.00 0.00 10 Transverse Wind load on structure - WS 0.40 0.00 0.00 0.00 4.88 28.05 11 Transverse wind load on vehicle - WL 1.00 0.00 0.00 0.00 49.50 323.24 Total 23,148.59 2,709.00 -7,062.57 54.38 4,669.03 1.4.1.6 Load combination 6: STRENGTH III-2 (Longitudinal eccentricity - Live load back of abutment) Long Trans P Load No Loads factor (KN) H (KN) M (KN.m) H (KN) M (KN.m) 1.25 15314.19 0.00 -4563.21 0.00 0.00 Dead load - DC Surface and utilities - DW 1.50 1567.61 0.00 -313.52 0.00 0.00 Active earth pressure - Eh 1.50 0.00 2752.12 7705.93 0.00 0.00 Passive earth pressure - Ep 0.90 0.00 -590.24 -225.47 0.00 0.00 1.35 4067.00 0.00 -9760.80 0.00 0.00 Soil back fill load - EV Live load surcharge - LS 1.35 760.54 327.74 -1050.17 0.00 0.00 Longitudinal wind load on structure - WS 0.40 0.00 2.47 8.34 0.00 0.00 Longitudinal wind load on vehicle - WL 1.00 0.00 18.38 119.99 0.00 0.00 Total 21,709.34 2,510.47 -8,078.91 0.00 0.00 1.4.1.7 Load combination 7: EXTREME EVENT I-1 (Transverse eccentricity - Live load on span and back of abutment) Long Trans P Load No Loads factor (KN) H (KN) M (KN.m) H (KN) M (KN.m) Dead load - DC 1.25 15314.19 0.00 -4563.21 0.00 0.00 1.50 1567.61 0.00 -313.52 0.00 0.00 Surface and utilities - DW Live load lane - LL 0.50 457.15 0.00 -91.43 0.00 1371.46 Impact lane - IM 0.50 75.90 0.00 -15.18 0.00 227.71 Braking force lane - BR 0.50 0.00 81.25 530.56 0.00 0.00 Soil back fill load - EV 1.35 4067.00 0.00 -9760.80 0.00 0.00 Live load surcharge - LS 0.50 281.68 121.39 -388.95 0.00 0.00 Seismic earth pressure - EAE 1.50 0.00 1192.69 2820.71 0.00 0.00 Earthquake load - EQ 1.00 0.00 137.72 394.55 459.07 1315.18 Total 21,763.54 1,533.05 -11,387.27 459.07 2,914.35 1.4.1.8 Load combination 8: EXTREME EVENT I-2 (Longitudinal eccentricity - Live load back of abutment) Long Trans P Load No Loads factor (KN) H (KN) M (KN.m) H (KN) M (KN.m) Dead load - DC 1.25 15,314.19 0.00 -4,563.21 0.00 0.00 1.50 1,567.61 0.00 -313.52 0.00 0.00 Surface and utilities - DW Soil back fill load - EV 1.35 4067.00 0.00 -9760.80 0.00 0.00 Live load surcharge - LS 0.50 281.68 121.39 -388.95 0.00 0.00 Seismic earth pressure - EAE 1.50 0.00 1192.69 2820.71 0.00 0.00 Earthquake load - EQ 1.00 0.00 459.07 1315.18 137.72 394.55 Total 21,230.48 1,773.14 -10,890.59 137.72 394.55 C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls 1.4.1.9 Load combination 9: SERVICE I-1 (Transverse eccentricity - Live load on span and back of abutment) Long Trans P Load No Loads factor (KN) H (KN) M (KN.m) H (KN) M (KN.m) Dead load - DC 1.00 12251.35 0.00 -3650.57 0.00 0.00 Surface and utilities - DW 1.00 1045.07 0.00 -209.01 0.00 0.00 Live load lane - LL 1.00 914.30 0.00 -182.86 0.00 2742.91 Impact lane - IM 1.00 151.81 0.00 -30.36 0.00 455.42 Braking force lane - BR 1.00 0.00 162.50 1061.13 0.00 0.00 Active earth pressure - Eh 1.00 0.00 1834.75 5137.29 0.00 0.00 -655.82 -250.52 0.00 0.00 Passive earth pressure - Ep 1.00 0.00 Soil back fill load - EV 1.00 3012.59 0.00 -7230.22 0.00 0.00 Live load surcharge - LS 1.00 563.36 242.77 -777.90 0.00 0.00 10 Transverse wind load on structure - WS 0.30 0.00 0.00 0.00 3.66 21.04 11 Transverse wind load on vehicle - WL 1.00 0.00 0.00 0.00 49.50 323.24 Total 17,938.49 1,584.20 -6,133.04 53.16 3,542.60 1.4.1.10 Load combination 10: SERVICE I-2 (Longitudinal eccentricity - Live load back of abutment) Long Trans P Load No Loads (KN) H (KN) M (KN.m) H (KN) M (KN.m) factor Dead load - DC 1.00 12251.35 0.00 -3650.57 0.00 0.00 Surface and utilities - DW 1.00 1045.07 0.00 -209.01 0.00 0.00 Active earth pressure - Eh 1.00 0.00 1834.75 5137.29 0.00 0.00 Passive earth pressure - Ep 1.00 0.00 -655.82 -250.52 0.00 0.00 Soil back fill load - EV 1.00 3012.59 0.00 -7230.22 0.00 0.00 Live load surcharge - LS 1.00 563.36 242.77 -777.90 0.00 0.00 Longitudinal wind load on structure - WS 0.30 0.00 1.85 6.26 0.00 0.00 Longitudinal wind load on vehicle - WL 1.00 0.00 18.38 119.99 0.00 0.00 Total 16,872.38 1,441.93 -6,854.70 0.00 0.00 No 10 SUMMARY OF LOAD COMBINATION AT BOTTOM OF PILECAP P Long Load Combination (KN) H (KN) M (KN.m) STRENGTH I-1 24360.1 2956.4 -6589.4 STRENGTH I-2 23800.4 2871.1 -7034.6 STRENGTH I-3 21934.7 2586.7 -8518.4 STRENGTH II 20948.8 2161.9 -7157.1 STRENGTH III-1 23148.6 2709.0 -7062.6 STRENGTH III-2 21709.3 2510.5 -8078.9 EXTREME EVENT I-1 21763.5 1533.0 -11387.3 EXTREME EVENT I-2 21230.5 1773.1 -10890.6 SERVICE I-1 17938.5 1584.2 -6133.0 SERVICE I-2 16872.4 1441.9 -6854.7 C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls Trans H (KN) M (KN.m) 0.0 3031.7 0.0 5597.1 0.0 0.0 17.1 98.2 54.4 4669.0 0.0 0.0 459.1 2914.3 137.7 394.6 53.2 3542.6 0.0 0.0 1.4.2 Section B - B & Section C - C: 1.4.2.1 Load combination 1: STRENGTH I-1 No Loads Dead load - DC Surface and utilities - DW Live load lane - LL Impact lane - IM Braking force lane - BR Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Live load surcharge - LS Total Load factor 1.25 1.50 1.75 1.75 1.75 1.50 0.90 1.35 1.75 B - B (Top of pilecap) P (KN) H (KN) M (KN.m) 9686.85 0.00 -2141.50 1567.61 0.00 78.38 2080.04 0.00 104.00 345.36 0.00 17.27 0.00 369.69 1674.68 0.00 1404.14 2808.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 334.29 456.30 13,679.86 2,108.11 2,997.42 C - C (Front wall) H (KN) M (KN.m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 224.66 179.73 0.00 0.00 0.00 0.00 -3.23 0.03 221.44 179.76 Load factor 1.25 1.50 1.50 0.90 1.35 1.75 B - B (Top of pilecap) P (KN) H (KN) M (KN.m) 9686.85 0.00 -2141.50 1567.61 0.00 78.38 0.00 1404.14 2808.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 334.29 456.30 11,254.46 1,738.43 1,201.47 C - C (Front wall) H (KN) M (KN.m) 0.00 0.00 0.00 0.00 224.66 179.73 0.00 0.00 0.00 0.00 -3.23 0.03 221.44 179.76 Load factor 1.25 1.50 1.50 0.90 1.00 1.40 B - B (Top of pilecap) P (KN) H (KN) M (KN.m) 9686.85 0.00 -2141.50 1567.61 0.00 78.38 0.00 1404.14 2808.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.65 11.90 11,254.46 1,412.80 757.06 C - C (Front wall) H (KN) M (KN.m) 0.00 0.00 0.00 0.00 224.66 179.73 0.00 0.00 0.00 0.00 0.00 0.00 224.66 179.73 Load factor 1.25 1.50 1.50 0.90 1.35 0.40 1.00 B - B (Top of pilecap) P (KN) H (KN) M (KN.m) 9686.85 0.00 -2141.50 1567.61 0.00 78.38 0.00 1404.14 2808.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.47 3.40 0.00 18.38 83.24 11,254.46 1,404.14 745.17 C - C (Front wall) H (KN) M (KN.m) 0.00 0.00 0.00 0.00 224.66 179.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 224.66 179.73 1.4.2.2 Load combination 2: STRENGTH I-3 No Loads Dead load - DC Surface and utilities - DW Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Live load surcharge - LS Total 1.4.2.3 Load combination 3: STRENGTH II-2 No Loads Dead load - DC Surface and utilities - DW Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Longitudinal wind load on structure - WS Total 1.4.2.4 Load combination 4: STRENGTH III-2 No Loads Dead load - DC Surface and utilities - DW Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Longitudinal wind load on structure - WS Longitudinal wind load on vehicle - WL Total C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Comb-B&C-1/23/2015 1.4.2.5 Load combination 6: EXTREME EVENT I-2 No Loads Dead load - DC Surface and utilities - DW Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Live load surcharge - LS Seismic earth pressure - EAE Earthquake load - EQ Total Load factor 1.25 1.50 1.50 0.90 1.00 0.50 1.00 1.00 B - B (Top of pilecap) P (KN) H (KN) M (KN.m) 9686.85 0.00 -2,141.50 1567.61 0.00 78.38 0.00 1404.14 2808.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95.51 130.37 0.00 264.87 361.55 0.00 253.11 603.01 11,254.46 2,017.63 1,840.10 C - C (Front wall) H (KN) M (KN.m) 0.00 0.00 0.00 0.00 224.66 179.73 0.00 0.00 0.00 0.00 -0.92 0.01 0.01 0.00 10.87 10.77 234.63 190.51 Load factor 1.00 1.00 1.00 1.00 1.00 1.00 0.30 1.00 B - B (Top of pilecap) P (KN) H (KN) M (KN.m) 7749.48 0.00 -1713.20 1045.07 0.00 52.25 0.00 936.09 1872.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 191.02 260.74 0.00 1.85 2.55 0.00 18.38 83.24 8,794.55 1,127.11 471.99 C - C (Front wall) H (KN) M (KN.m) 0.00 0.00 0.00 0.00 149.78 119.82 0.00 0.00 0.00 0.00 -1.84 0.02 0.00 0.00 0.00 0.00 147.93 119.84 1.4.2.6 Load combination 7: SERVICE I-2 No Loads Dead load - DC Surface and utilities - DW Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Live load surcharge - LS Longitudinal wind load on structure - WS Longitudinal wind load on vehicle - WL Total No SUMMARY OF LOAD COMBINATION AT TOP OF PILECAP AND FRONT WALL B - B (Top of pilecap) C - C (Front wall) Load combination P (KN) H (KN) M (KN.m) H (KN) M (KN.m) STRENGTH I-1 13679.9 2108.1 2997.4 221.4 179.8 STRENGTH I-3 11254.5 1738.4 1201.5 221.4 179.8 STRENGTH II-2 11254.5 1412.8 757.1 224.7 179.7 STRENGTH III-2 11254.5 1404.1 745.2 224.7 179.7 EXTREME EVENT I-2 11254.5 2017.6 1840.1 234.6 190.5 SERVICE I-2 8794.6 1127.1 472.0 147.9 119.8 C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Comb-B&C-1/23/2015 1.7 Results and conclusion Force at top pile - Pmax (KN) Name of Piles Comb Comb Comb Comb Comb Comb Comb Comb Comb Comb 10 4788 4926 4419 4460 4833 4413 3752 3424 4043 3723 4396 4185 4422 4458 4232 4415 3661 3462 3589 3725 4590 4610 3681 3381 4344 3623 4191 4117 3150 2613 4394 4240 3682 3381 4044 3624 4145 4136 2923 2614 4198 3869 3683 3380 3743 3625 4100 4156 2697 2615 Pile capacity (kN) Strength Extreme 6004 12238 6004 12238 6004 12238 6004 12238 6004 12238 Checking OK OK OK OK OK 1.8 Checking cross-section of abutment E D 1200 1800 Pi2 E Pi1 D INTERNAL FORCE AT SECTION D - D AND E - E Item Pile force Pi Self weight of pilecap Total D-D E-E Force Moment Shear Force Moment Shear KN.m KN KN.m KN 12714.322 22885.779 12714.322 9107.4359 16393.385 9107.4359 600.25 -3268.361 -1980.825 600.25 -2187.911 -1620.675 19617.4 10733.5 14205.5 7486.8 ... utilities - DW Live load - LL lane Impact - IM Live load - LL lane Impact - IM lane Braking force- BR lane Active earth pressure - Eh Passive earth pressure - Ep Soil back fill load - EV Seismic... STRENGTH I-3 21934.7 2586.7 -8 518.4 STRENGTH II 20948.8 2161.9 -7 157.1 STRENGTH III-1 23148.6 2709.0 -7 062.6 STRENGTH III-2 21709.3 2510.5 -8 078.9 EXTREME EVENT I-1 21763.5 1533.0 -1 1387.3 EXTREME... C:Users anhnd Desktop mo 1Cal abutment A1.xls-Comb-B&C-1/23/2015 1.4.2.5 Load combination 6: EXTREME EVENT I-2 No Loads Dead load - DC Surface and utilities - DW Active earth pressure - Eh Passive