Abut on Spread Ftg With Horizontal Force at Seat
1
document.xls ABUTMENT ON SPREAD FOOTING The Village at Dove Mountain Toe Shear (ksi) 0.000 Toe Length (ft) = 0.67 Eq. Fluid Press(ksf 0.030 n= 8 Surcharge Ht (ft) =1.00 Friction Factor 0.350 fy (psi) = 60000 Heel Shear soil density (k/ft30.115 f'c (psi) = 4000 0.002 STABILIZING EFFECTS ITEM WIDTH (ft) HEIGHT (ft) WEIGHT (k/ft) ARM (ft) Mst (ft-k/ft) backwall 1.000 0.771 0.116 2.500 0.289 stem wall 2.333 1.500 0.525 1.833 0.963 footing 3.500 1.000 0.525 1.750 0.919 soil fill 0.500 2.271 0.131 3.250 0.424 R(DL) brg to backwall 0.250 0.506 1.750 0.886 SUBTOTAL 1.802 3.480 R(LL) brg to backwall 0.250 1.275 1.750 2.231 TOTAL 3.271 3.077 5.711 Horizontal Temperature Force at Bearing Seat = 0.027 OVERTURNING EFFECTS: H (soil) = 0.160 k/ft M (soil) = 0.175 ft kip/ft H (surch) = 0.098 k/ft M (surch) = 0.160 ft kip/ft H (temp) = 0.027 k/ft M (temp) = 0.068 ft kip/ft H (total) = 0.286 k/ft M (total) = 0.403 ft kip/ft STABILITY AND PRESSURE ANALYSIS (DEAD LOADS + EARTH PRESSURE with no surcharge): -0.0839893961 H (cap) = 0.63 FS (sliding) = 3.93 FS (overturn) 19.89 0.4407754792 Result. to Toe = 1.83 ft kern = 0.58 ft 0.58905190175 q (toe) = 0.441 ksf/ft q (heel) = 0.589 ksf/ft eccentricity = -0.084 ft R in kern STABILITY AND PRESSURE ANALYSIS (DL + LL + EP + SURCHARGE +TEMP): 0.02489594358 H (cap) = 1.08 FS (sliding) = 3.77 FS (overturn) 14.17 0.91672254553 Result. to Toe = 1.73 ft kern = 0.58 ft 0.841676264 q (toe) = 0.917 ksf/ft q (heel) = 0.842 ksf/ft b-2e (ft) = 3.450 eccentricity = 0.025 ft R in kern q (ksf) = 0.892 BACKWALL DESIGN n = 8 Depth (in) = 9.96 Moment (ft-k) = 0.01 As (in2) = 0.20 0.01338912134 p = 0.00167 k = 0.151 j = 0.950 fs = 0.071 ksi fc = 0.002 ksi 0.41079191813 1.2*Mcr = 13.66 ft-k NMn = 8.83 ft-k 0.39215686275 STEM DESIGN AT BOTTOM n = 8 Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.00517799353 p = 0.00065 k = 0.097 j = 0.968 fs = 0.425 ksi fc = 0.006 ksi 1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.39215686275 STEM DESIGN 0.00 FEET FROM BOTTOM OF STEM n = 8 2.27083333333 Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.00517799353 p = 0.00065 k = 0.097 j = 0.968 fs = 0.425 ksi fc = 0.006 ksi 1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.39215686275 STEM DESIGN 0.00 FEET FROM BOTTOM OF STEM n = 8 2.27083333333 Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.00517799353 p = 0.00065 k = 0.097 j = 0.968 fs = 0.425 ksi fc = 0.006 ksi 1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.39215686275 STEM DESIGN 0.00 FEET FROM BOTTOM OF STEM n = 8 2.27083333333 Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.00517799353 p = 0.00065 k = 0.097 j = 0.968 fs = 0.425 ksi fc = 0.006 ksi 1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.39215686275 FOOTING DESIGN - TOE n = 8 0.76672254553 Depth (in) = 8.75 Moment (ft-k) = 0.17 As (in2) = 0.20 0.01523809524 p = 0.00190 k = 0.160 j = 0.947 fs = 1.234 ksi fc = 0.029 ksi 1.2*Mcr = 13.66 ft-k NMn = 7.74 ft-k 0.39215686275 Vnet @ d = -0.05 Kips fv = 0.000 ksi FOOTING DESIGN - HEEL n = 8 0.41114583333 Depth (in) = 9.75 Moment (ft-k) = 0.05 As (in2) = 0.20 0.01367521368 p = 0.00171 k = 0.152 j = 0.949 fs = 0.333 ksi fc = 0.007 ksi 1.2*Mcr = 13.66 ft-k NMn = 8.64 ft-k 0.39215686275 t at face of wall = 0.21 Kips fv = 0.002 ksi
-
Upload
anthony-gravagne -
Category
Documents
-
view
3 -
download
2
description
Analyzes Concrete Abutment with vertical and horizontal loads.
Transcript of Abut on Spread Ftg With Horizontal Force at Seat
document.xls
ABUTMENT ON SPREAD FOOTINGThe Village at Dove Mountain Toe Shear (ksi)
0.000Toe Length (ft) = 0.67 Eq. Fluid Press(ksf/ft) 0.030 n= 8Surcharge Ht (ft) = 1.00 Friction Factor 0.350 fy (psi) = 60000 Heel Shearsoil density (k/ft3) = 0.115 f'c (psi) = 4000 0.002
STABILIZING EFFECTSITEM WIDTH (ft) HEIGHT (ft) WEIGHT (k/ft) ARM (ft) Mst (ft-k/ft)backwall 1.000 0.771 0.116 2.500 0.289stem wall 2.333 1.500 0.525 1.833 0.963footing 3.500 1.000 0.525 1.750 0.919soil fill 0.500 2.271 0.131 3.250 0.424R(DL) brg to backwall 0.250 0.506 1.750 0.886SUBTOTAL 1.802 3.480R(LL) brg to backwall 0.250 1.275 1.750 2.231TOTAL 3.271 3.077 5.711Horizontal Temperature Force at Bearing Seat = 0.027
OVERTURNING EFFECTS:H (soil) = 0.160 k/ft M (soil) = 0.175 ft kip/ftH (surch) = 0.098 k/ft M (surch) = 0.160 ft kip/ftH (temp) = 0.027 k/ft M (temp) = 0.068 ft kip/ftH (total) = 0.286 k/ft M (total) = 0.403 ft kip/ft
STABILITY AND PRESSURE ANALYSIS (DEAD LOADS + EARTH PRESSURE with no surcharge): -0.08398939611H (cap) = 0.63 FS (sliding) = 3.93 FS (overturn) = 19.89 0.440775479202Result. to Toe = 1.83 ft kern = 0.58 ft 0.58905190175q (toe) = 0.441 ksf/ft q (heel) = 0.589 ksf/fteccentricity = -0.084 ft R in kernSTABILITY AND PRESSURE ANALYSIS (DL + LL + EP + SURCHARGE +TEMP): 0.024895943585H (cap) = 1.08 FS (sliding) = 3.77 FS (overturn) = 14.17 0.916722545529Result. to Toe = 1.73 ft kern = 0.58 ft 0.841676263995q (toe) = 0.917 ksf/ft q (heel) = 0.842 ksf/ft b-2e (ft) = 3.450eccentricity = 0.025 ft R in kern
q (ksf) = 0.892BACKWALL DESIGN n = 8
Depth (in) = 9.96 Moment (ft-k) = 0.01 As (in2) = 0.20 0.013389121339p = 0.00167 k = 0.151 j = 0.950fs = 0.071 ksi fc = 0.002 ksi 0.410791918129
1.2*Mcr = 13.66 ft-k NMn = 8.83 ft-k 0.392156862745
STEM DESIGN AT BOTTOM n = 8Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.005177993528
p = 0.00065 k = 0.097 j = 0.968fs = 0.425 ksi fc = 0.006 ksi
1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.392156862745
STEM DESIGN 0.00 FEET FROM BOTTOM OF STEM n = 8 2.270833333333Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.005177993528
p = 0.00065 k = 0.097 j = 0.968fs = 0.425 ksi fc = 0.006 ksi
1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.392156862745
STEM DESIGN 0.00 FEET FROM BOTTOM OF STEM n = 8 2.270833333333Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.005177993528
p = 0.00065 k = 0.097 j = 0.968fs = 0.425 ksi fc = 0.006 ksi
1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.392156862745
STEM DESIGN 0.00 FEET FROM BOTTOM OF STEM n = 8 2.270833333333Depth (in) = 25.75 Moment (ft-k) = 0.18 As (in2) = 0.20 0.005177993528
p = 0.00065 k = 0.097 j = 0.968fs = 0.425 ksi fc = 0.006 ksi
1.2*Mcr = 74.38 ft-k NMn = 23.04 ft-k 0.392156862745
FOOTING DESIGN - TOE n = 8 0.766722545529Depth (in) = 8.75 Moment (ft-k) = 0.17 As (in2) = 0.20 0.015238095238
p = 0.00190 k = 0.160 j = 0.947fs = 1.234 ksi fc = 0.029 ksi
1.2*Mcr = 13.66 ft-k NMn = 7.74 ft-k 0.392156862745Vnet @ d = -0.05 Kips fv = 0.000 ksi
FOOTING DESIGN - HEEL n = 8 0.411145833333Depth (in) = 9.75 Moment (ft-k) = 0.05 As (in2) = 0.20 0.013675213675
p = 0.00171 k = 0.152 j = 0.949fs = 0.333 ksi fc = 0.007 ksi
1.2*Mcr = 13.66 ft-k NMn = 8.64 ft-k 0.392156862745Vnet at face of wall = 0.21 Kips fv = 0.002 ksi
