Eccentric Footing - Structural Design...

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PROJECT : PA CLIENT : DESIGN JOB NO. : DATE : REVIEW Eccentric Footing Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH = 5 in FOOTING WIDTH B = COLUMN DEPTH = 5 in FOOTING LENGTH L = BASE PLATE WIDTH = 16 in FOOTING THICKNESS T = BASE PLATE DEPTH = 16 in LONGITUDINAL REINF., TOP 1 # 5 FOOTING CONCRETE STRENGTH = 2.5 ksi LONGITUDINAL REINF., BOT. 23 # 5 @ REBAR YIELD STRESS = 60 ksi TRANSVERSE REINF., BOT. 6 # 5 @ AXIAL DEAD LOAD = 50 k AXIAL LIVE LOAD = 4.5 k LATERAL 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 ft FOOTING THICKNESS T = 12 in ALLOW SOIL PRESSURE = 3 ksf FOOTING WIDTH = 10 ft = 6 ft FOOTING LENGTH = 6 ft = 1 ft REINFORCING SIZE # 5 THE FOOTING DESIGN IS ADEQUATE. ANALYSIS CASE 1: DL + LL P = 55 kips 1.2 DL + 1.6 LL = M = 136 ft-kips = e = 2.5 ft, fr cl ftg = CASE 2: DL + LL + 0.6(1. P = 55 kips 1.2 DL + LL + 1.0 W = M = 152 ft-kips = V = 2 kips = e = 2.7 ft, fr cl ftg = CASE 3: DL + LL + 0.6(0. P = 55 kips 0.9 DL+ 1.0 W = M = 146 ft-kips = V = 1 kips = e = 2.7 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' fy PDL 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 =

Transcript of Eccentric Footing - Structural Design...

Page 1: Eccentric Footing - Structural Design Softwareengineering-international.com/EccentricFooting.xlsEccentric Footing - Structural Design Software

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 =

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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

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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

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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

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(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

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0 -7.4 -14.4 -21.0 -16.0 29.9 10.1 -6.5 -9.8 0S Vu (kips)

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(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