Eccentric Footing - Structural Design...
Transcript of Eccentric Footing - Structural Design...
PROJECT : PAGE :
CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :
Eccentric Footing Design Based on ACI 318-14
INPUT DATA DESIGN SUMMARYCOLUMN WIDTH = 5 in FOOTING WIDTH B = 16.00 ftCOLUMN DEPTH = 5 in FOOTING LENGTH L = 7.00 ftBASE PLATE WIDTH = 16 in FOOTING THICKNESS T = 12 in
BASE PLATE DEPTH = 16 in LONGITUDINAL REINF., TOP 1 # 5
FOOTING CONCRETE STRENGTH = 2.5 ksi LONGITUDINAL REINF., BOT. 23 # 5 @ 8 in o.c.
REBAR YIELD STRESS = 60 ksi TRANSVERSE REINF., BOT. 6 # 5 @ 15 in o.c.
AXIAL DEAD LOAD = 50 k
AXIAL LIVE LOAD = 4.5 kLATERAL LOAD (0=WIND, 1=SEISMIC) = 0 Wind,SD
WIND AXIAL LOAD = 1 k, SD
WIND MOMENT LOAD = 15 ft-k, SD
WIND SHEAR LOAD = 2.5 k, SD
SURCHARGE = 0.1 ksf
SOIL WEIGHT = 0.11 kcf
FOOTING EMBEDMENT DEPTH = 2 ftFOOTING THICKNESS T = 12 in
ALLOW SOIL PRESSURE = 3 ksf
FOOTING WIDTH = 10 ft
= 6 ft
FOOTING LENGTH = 6 ft
= 1 ftREINFORCING SIZE # 5
THE FOOTING DESIGN IS ADEQUATE.
ANALYSIS
CASE 1: DL + LL P = 55 kips 1.2 DL + 1.6 LL = 67 kipsM = 136 ft-kips = 168 ft-kipse = 2.5 ft, fr cl ftg = 2.5 ft, fr cl ftg
CASE 2: DL + LL + 0.6(1.3) W P = 55 kips 1.2 DL + LL + 1.0 W = 66 kipsM = 152 ft-kips = 179 ft-kipsV = 2 kips = 3 kipse = 2.7 ft, fr cl ftg = 2.7 ft, fr cl ftg
CASE 3: DL + LL + 0.6(0.65) W P = 55 kips 0.9 DL+ 1.0 W = 46 kipsM = 146 ft-kips = 130 ft-kipsV = 1 kips = 3 kipse = 2.7 ft, fr cl ftg = 2.8 ft, fr cl ftg
9.2 > F = 1.0 / 0.9 = 1.11 [Satisfactory]Where 17 k-ft
(0.15 kcf) T B L = 16.80 k, footing weight
12.32 k, soil weight
152 k-ft
FOR REVERSED LATERAL LOADS,
28.7 > F = 1.0 / 0.9 [Satisfactory]
Where 14 k-ft
402 k-ft
1.5 2.25 kips < 26.72 kips [Satisfactory]
Where ` 0.4
c1
c2
b1
b2
fc'
fyPDL
PLL
PLAT
MLAT
VLAT
qs
ws
Df
Qa
B1
B2
L1
L2
DESIGN LOADS AT TOP OF FOOTING (IBC 1605.3.2 & ACI 318 5.3)Pu
Mu
eu
Pu
Mu
Vu
eu
Pu
Mu
Vu
eu
CHECK OVERTURNING FACTOR (2015 IBC 1605.2.1, 1808.3.1, & ASCE 7-10 12.13.4)
MR / MO =MO = MLAT + VLAT T - PLATL2 =
Pftg =
Psoil = ws (Df - T) B L =
MR = PDLL2 + 0.5 (Pftg + Psoil) L =
MR / MO =
MO = MLAT + VLAT Df - PLATL1 =
MR = PDLL1 + 0.5 (Pftg + Psoil) L =
CHECK SLIDING (2015 IBC 1807.2.3)
(VLat, ASD) = m SW =
m =
(cont'd)
Service Loads CASE 1 CASE 2 CASE 3P 54.5 55.3 54.9 ke 2.5 2.8 2.7 ft (from center of footing)
11.2 11.2 6.7 k, (surcharge load)
4.5 4.5 2.7 k, (footing increased)70.2 71.0 64.3 k1.9 > L/6 2.2 > L/6 2.3 > L/6 ft1.6 < B/6 1.6 1.7 < B/6 ft30.0 35.5 35.4 k / ft
3.0 3.5 3.6 ksf
3.0 4.0 4.0 ksf
Where
[Satisfactory]
DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318 13, 21, & 22)
FACTORED SOIL PRESSURE Factored Loads CASE 1 CASE 2 CASE 3
67.2 65.5 46.0 k
2.5 2.8 2.9 ft
17.9 11.2 0.0
34.9 34.9 26.2 k, (factored footing & backfill loads)
120.1 111.6 72.2 k
1.4 > L/6 1.6 > L/6 1.8 > L/6 ft
2.381 2.479 1.807 ksf
Section 0 L
0 1.50 3.00 4.50 5.56 6.44 6.25 6.50 6.75 7.00
0 0 0 0 0 -29.4 -16.8 -33.6 -50.4 -67.2
0 0.0 0.0 0.0 0.0 67.2 67.2 67.2 67.2 67.2
2.56 2.56 2.56 2.56 2.56 2.56 2.56 2.56 2.56 2.56
0 -2.9 -11.5 -25.9 -39.6 -53.0 -50.0 -54.1 -58.3 -62.7
0 3.8 7.7 11.5 14.2 16.5 16.0 16.6 17.3 17.9
4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99
0 -5.6 -22.5 -50.5 -77.2 -103.4 -97.5 -105.5 -113.7 -122.3
0 7.5 15.0 22.5 27.8 32.1 31.2 32.4 33.7 34.9
0.00 0.51 1.02 1.53 1.89 2.19 2.13 2.21 2.30 2.38
0 189.5 288.9 316.3 302.3 275.2 282.0 272.8 262.9 252.2
0 -48.2 -84.1 -107.8 -117.2 -120.3 -120.0 -120.3 -120.4 -120.1
0 181.1 254.9 239.8 185.5 89.3 117.7 79.7 40.5 0
0 -36.9 -61.5 -73.8 -75.2 -4.5 -5.6 -4.0 -2.2 0
CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1)
qs B L
(0.15-ws)T B LS P
eL
eB < B/6qL
qmax
qallow
Pu
eu
g qs B L k, (factored surcharge load)
g[0.15T + ws(Df - T)]BL
S Pu
eu
qu, max
FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 10.25 L1 0.50 L1 0.75 L1 ColL ColR 0.25 L2 0.50 L2 0.75 L2
Xu (ft, dist. from left of footing)
Mu,col (ft-k)
Vu,col (k)
Pu,surch (klf)
Mu,surch (ft-k)
Vu,surch (k)
Pu,ftg & fill (klf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
qu,soil (ksf)
Mu,soil (ft-k)
Vu,soil (k)
S Mu (ft-k)
S Vu (kips)
''2
0.85 1 10.383
Muf c b fd cf y
40.0018 ,3MIN
TMINd
61,
62
,3(0.5 ) 6
L
LL
LL
ePLL for e
LqP Lfor eL e
S S
61,
62
,3(0.5 ) 6
BL
BMAX
LB
B
eqBB for eq B
q Bfor eB e
61
,6,
2,
3 (0.5 ) 6
MAX
euPu LL for euBLquLPu for euB L eu
S
S
'10.85
MAX
f c uf u ty
(cont'd)
Section 0 L
0 1.50 3.00 4.50 5.56 6.44 6.25 6.50 6.75 7.00
0 0 0 0 0 -11.2 1.1 -15.3 -31.6 -48.0
0 0.0 0.0 0.0 0.0 65.5 65.5 65.5 65.5 65.5
1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60
0 -1.8 -7.2 -16.2 -24.8 -33.2 -31.3 -33.8 -36.5 -39.2
0 2.4 4.8 7.2 8.9 10.3 10.0 10.4 10.8 11.2
4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99
0 -5.6 -22.5 -50.5 -77.2 -103.4 -97.5 -105.5 -113.7 -122.3
0 7.5 15.0 22.5 27.8 32.1 31.2 32.4 33.7 34.9
0.00 0.53 1.06 1.59 1.97 2.28 2.21 2.30 2.39 2.48
0 175.5 262.7 280.9 262.4 233.1 240.2 230.6 220.4 209.5
0 -47.3 -81.8 -103.6 -111.4 -112.9 -113.0 -112.9 -112.4 -111.6
0 168.0 233.0 214.1 160.4 85.3 112.6 76.1 38.6 0
0 -37.4 -62.1 -74.0 -74.7 -5.0 -6.3 -4.5 -2.4 0
Section 0 L
0 1.50 3.00 4.50 5.56 6.44 6.25 6.50 6.75 7.00
0 0 0 0 0 -2.6 6.0 -5.5 -17.0 -28.5
0 0.0 0.0 0.0 0.0 46.0 46.0 46.0 46.0 46.0
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
3.74 3.74 3.74 3.74 3.74 3.74 3.74 3.74 3.74 3.74
0 -4.2 -16.8 -37.9 -57.9 -77.6 -73.1 -79.1 -85.3 -91.7
0 5.6 11.2 16.8 20.8 24.1 23.4 24.3 25.3 26.2
0.00 0.00 0.77 1.16 1.44 1.66 1.61 1.68 1.74 1.81
0 0.0 167.1 174.0 158.4 136.9 142.0 135.1 127.8 120.2
0 0.0 -55.7 -69.7 -73.9 -73.9 -74.2 -73.8 -73.1 -72.2
0 -4.2 150.2 136.1 100.5 56.7 74.9 50.5 25.5 0
0 5.6 -44.5 -52.8 -53.1 -3.8 -4.8 -3.4 -1.8 0
DESIGN FLEXURE
Location d (in) useTop Longitudinal 4.2 ft-k 9.69 0.0001 0.0001 0.0129 no limit 1 # 5 0.0002Bottom Longitudinal 254.9 ft-k 8.69 0.0025 0.0041 0.0129 18 23 # 5 @ 8 in o.c. 0.0043Bottom Transverse 1 ft-k / ft 8.38 0.0004 0.0003 0.0129 18 6 # 5 @ 15 in o.c. 0.0026
[Satisfactory]CHECK FLEXURE SHEAR
DirectionLongitudinal 75.2 k 125 k [Satisfactory]Transverse 4.3 k / ft 8 k / ft [Satisfactory]
Case y R J1 67.2 168.0 18.9 18.9 0.5 0.4 1.0 2.0 112.0 4.4 1.5 1.9 105.3 150.02 65.5 178.8 18.9 18.9 0.5 0.4 1.0 2.0 112.0 4.4 1.4 1.9 102.7 150.03 46.0 130.0 18.9 18.9 0.5 0.4 1.0 2.0 112.0 4.4 1.0 1.9 72.2 150.0
[Satisfactory]where f = 0.75 , (ACI 318 21.2)
FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 20.25 L1 0.50 L1 0.75 L1 ColL ColR 0.25 L2 0.50 L2 0.75 L2
Xu (ft, dist. from left of footing)
Mu,col (ft-k)
Vu,col (k)
Pu,surch (klf)
Mu,surch (ft-k)
Vu,surch (k)
Pu,ftg & fill (klf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
qu,soil (ksf)
Mu,soil (ft-k)
Vu,soil (k)
S Mu (ft-k)
S Vu (kips)
FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 30.25 L1 0.50 L1 0.75 L1 ColL ColR 0.25 L2 0.50 L2 0.75 L2
Xu (ft, dist. from left of footing)
Mu,col (ft-k)
Vu,col (k)
Pu,surch (klf)
Mu,surch (ft-k)
Vu,surch (k)
Pu,ftg & fill (klf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
qu,soil (ksf)
Mu,soil (ft-k)
Vu,soil (k)
S Mu (ft-k)
S Vu (kips)
Mu,max min reqD max smax provD
Vu,max fVc = 2 f b d (fc')0.5 check Vu < f Vc
CHECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
Pu Mu b1 b2 b0 gv c Af Ap vu (psi) f vc
0.5 1( )
231 21 36 1 1
1 2
R bMP uu vpsivu JAP
db d bJb b
b bPuRA f
g
2 1 2112 113 2
db bAP
v bb
BLA f
g
'( ) 2
42, , 400
, 0.5 0.5 , 0.5 0.50 1 1 1 2 2 2
psi y fvc c
dy MINbc
AP d db b c b b c bd
ff
INPUT DATA DESIGN SUMMARYCOLUMN WIDTH = 5 in FOOTING WIDTH B = 16.00 ftCOLUMN DEPTH = 5 in FOOTING LENGTH L = 7.00 ftBASE PLATE WIDTH = 16 in FOOTING THICKNESS T = 12 in
BASE PLATE DEPTH = 16 in LONGITUDINAL REINF. #REF! # 5 @ ### in o.c.
FOOTING CONCRETE STRENGTH = 2.5 ksi TRANSVERSE REINF. #REF! # 5 @ ### in o.c.
REBAR YIELD STRESS = 60 ksi
AXIAL DEAD LOAD = 50 k
AXIAL LIVE LOAD = 4.5 kLATERAL LOAD (0=WIND, 1=SEISMIC) = 0 Wind,SD
WIND AXIAL LOAD = 1 k, SD
WIND MOMENT LOAD = 0 ft-k, SD
WIND SHEAR LOAD = 0 k, SD
SURCHARGE = 0.1 ksf
SOIL WEIGHT = 0.11 kcf
FOOTING EMBEDMENT DEPTH = 2 ftFOOTING THICKNESS T = 12 in
ALLOW SOIL PRESSURE = 3 ksf
FOOTING WIDTH = 6 ft
= 10 ft
FOOTING LENGTH = 1 ft
= 6 ftREINFORCING SIZE # 5
ANALYSIS
CASE 1: DL + LL P = 55 kips 1.2 DL + 1.6 LL = 67 kipsM = -136 ft-kips = -168 ft-kipse = -2.5 ft, fr cl ftg = -2.5 ft, fr cl ftg
CASE 2: DL + LL + 0.6(1.3 P = 55 kips 1.2 DL + LL + 1.0 W = 66 kipsM = -138 ft-kips = -164 ft-kipse = -2.5 ft, fr cl ftg = -2.5 ft, fr cl ftg
CASE 3: DL + LL + 0.6(0.6 P = 55 kips 0.9 DL+ 1.0 W = 46 kipsM = -137 ft-kips = -115 ft-kipse = -2.5 ft, fr cl ftg = -2.5 ft, fr cl ftg
c1
c2
b1
b2
fc'
fyPDL
PLL
PLAT
MLAT
VLAT
qs
ws
Df
Qa
B1
B2
L1
L2
DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-02 SEC.9.2.1)Pu
Mu
eu
Pu
Mu
eu
Pu
Mu
eu
(cont'd)
Service Loads CASE 1 CASE 2 CASE 3P 54.5 55.3 54.9 ke -2.5 -2.5 -2.5 ft (from center of footing)
11.2 11.2 6.7 k, (surcharge load)
4.5 4.5 2.7 k, (footing increased)70.2 71.0 64.3 k-1.9 < L/6 -1.9 < L/6 -2.1 < L/6 ft1.6 < B/6 1.6 < B/6 1.7 < B/6 ft-6.7 -6.8 -7.6 k / ft
-0.7 -0.7 -0.8 ksf
3.0 4.0 4.0 ksf
Where
[Satisfactory]
DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318-02 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.3)
FACTORED SOIL PRESSURE Factored Loads CASE 1 CASE 2 CASE 3
67.2 65.5 46.0 k
-2.5 -2.5 -2.5 ft
17.9 11.2 0.0
34.9 34.9 26.2 k, (factored footing & backfill loads)
120.1 111.6 72.2 k
-1.4 < L/6 -1.5 < L/6 -1.6 < L/6 ft
-0.214 -0.256 -0.235 ksf
Section 0 L
0 0.25 0.50 0.75 0.56 1.44 2.50 4.00 5.50 7.00
0 0 0 0 0 -29.4 -100.8 -201.6 -302.4 -403.2
0 0.0 0.0 0.0 0.0 67.2 67.2 67.2 67.2 67.2
2.56 2.56 2.56 2.56 2.56 2.56 2.56 2.56 2.56 2.56
0 -0.1 -0.3 -0.7 -0.4 -2.6 -8.0 -20.5 -38.7 -62.7
0 0.6 1.3 1.9 1.4 3.7 6.4 10.2 14.1 17.9
4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99
0 -0.2 -0.6 -1.4 -0.8 -5.2 -15.6 -39.9 -75.5 -122.3
0 1.2 2.5 3.7 2.8 7.2 12.5 20.0 27.5 34.9
2.36 2.27 2.17 2.08 2.15 1.83 1.44 0.89 0.34 -0.21
0 1.2 4.6 10.2 5.8 36.1 102.6 239.1 407.6 588.2
0 -9.2 -18.1 -26.6 -20.3 -48.2 -75.9 -103.9 -118.6 -120.1
0 0.9 3.6 8.1 4.6 -1.1 -21.8 -22.9 -9.0 0
CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2)
qs B L
(0.15-ws)T B LS P
eL
eB
qL
qmax
qallow
Pu
eu
g qs B L k, (factored surcharge load)
g[0.15T + ws(Df - T)]BL
S Pu
eu
qu, max
FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 10.25 L1 0.50 L1 0.75 L1 ColL ColR 0.25 L2 0.50 L2 0.75 L2
Xu (ft, dist. from left of footing)
Mu,col (ft-k)
Vu,col (k)
Pu,surch (klf)
Mu,surch (ft-k)
Vu,surch (k)
Pu,ftg & fill (klf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
qu,soil (ksf)
Mu,soil (ft-k)
Vu,soil (k)
S Mu (ft-k)
''2
0.85 1 10.383
Muf c b fd cf y
'10.85 870.75
87MAX
f cf fy y
40.0018 ,3MIN
TMINd
61,
62
,3(0.5 ) 6
L
LL
LL
ePLL for e
LqP Lfor eL e
S S
61,
62
,3(0.5 ) 6
BL
BMAX
LB
B
eqBB for eq B
q Bfor eB e
61
,6,
2,
3 (0.5 ) 6
MAX
euPu LL for euBLquLPu for euB L eu
S
S
0 -7.4 -14.4 -21.0 -16.0 29.9 10.1 -6.5 -9.8 0S Vu (kips)
(cont'd)
Section 0 L
0 0.25 0.50 0.75 0.56 1.44 2.50 4.00 5.50 7.00
0 0 0 0 0 -28.7 -98.3 -196.5 -294.8 -393.0
0 0.0 0.0 0.0 0.0 65.5 65.5 65.5 65.5 65.5
1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60
0 -0.1 -0.2 -0.5 -0.3 -1.7 -5.0 -12.8 -24.2 -39.2
0 0.4 0.8 1.2 0.9 2.3 4.0 6.4 8.8 11.2
4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99 4.99
0 -0.2 -0.6 -1.4 -0.8 -5.2 -15.6 -39.9 -75.5 -122.3
0 1.2 2.5 3.7 2.8 7.2 12.5 20.0 27.5 34.9
2.25 2.16 2.07 1.98 2.05 1.74 1.35 0.82 0.28 -0.26
0 1.1 4.4 9.7 5.5 34.4 97.6 226.9 385.6 554.5
0 -8.8 -17.3 -25.4 -19.3 -45.8 -72.1 -98.2 -111.4 -111.6
0 0.9 3.6 7.9 4.5 -1.1 -21.3 -22.3 -8.8 0
0 -7.2 -14.0 -20.4 -15.6 29.1 9.9 -6.3 -9.6 0
Section 0 L
0 0.25 0.50 0.75 0.56 1.44 2.50 4.00 5.50 7.00
0 0 0 0 0 -20.1 -69.0 -138.0 -207.0 -276.0
0 0.0 0.0 0.0 0.0 46.0 46.0 46.0 46.0 46.0
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
3.74 3.74 3.74 3.74 3.74 3.74 3.74 3.74 3.74 3.74
0 -0.1 -0.5 -1.1 -0.6 -3.9 -11.7 -30.0 -56.6 -91.7
0 0.9 1.9 2.8 2.1 5.4 9.4 15.0 20.6 26.2
1.52 1.46 1.40 1.34 1.38 1.16 0.90 0.52 0.14 -0.24
0 0.8 3.0 6.6 3.7 23.2 65.8 152.3 257.4 367.7
0 -6.0 -11.7 -17.2 -13.1 -30.9 -48.4 -65.4 -73.3 -72.2
0 0.6 2.5 5.5 3.1 -0.8 -14.9 -15.7 -6.2 0
0 -5.0 -9.8 -14.4 -11.0 20.5 6.9 -4.4 -6.7 0
DESIGN FLEXURE
Location d (in) useTop Longitudinal -22.9 ft-k 9.69 0.0004 0.0003 0.0134 no limit 7 # 10 @ 14 in o.c., cont. 0.0022Bottom Longitudinal 8.1 ft-k 8.69 0.0000 0.0000 0.0134 18 10 # 10 @ 9 in o.c., cont. 0.0032Bottom Transverse 49 ft-k / ft 8.38 0.0026 0.0089 0.0134 18 6 # 5 @ 16 in o.c. 0.0005
[Satisfactory]
FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 20.25 L1 0.50 L1 0.75 L1 ColL ColR 0.25 L2 0.50 L2 0.75 L2
Xu (ft, dist. from left of footing)
Mu,col (ft-k)
Vu,col (k)
Pu,surch (klf)
Mu,surch (ft-k)
Vu,surch (k)
Pu,ftg & fill (klf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
qu,soil (ksf)
Mu,soil (ft-k)
Vu,soil (k)
S Mu (ft-k)
S Vu (kips)
FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 30.25 L1 0.50 L1 0.75 L1 ColL ColR 0.25 L2 0.50 L2 0.75 L2
Xu (ft, dist. from left of footing)
Mu,col (ft-k)
Vu,col (k)
Pu,surch (klf)
Mu,surch (ft-k)
Vu,surch (k)
Pu,ftg & fill (klf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
qu,soil (ksf)
Mu,soil (ft-k)
Vu,soil (k)
S Mu (ft-k)
S Vu (kips)
Mu,max min reqD max smax provD