Job No. : 11215

Foundation ( spread Footing ) Rev. : 1( Ultimate Stress Design method in accordance with ACI 318-89) Initial : UD

Date : 17-Apr-23Footing No. F5 C7 Zone 6Project : inftr filename : 1 Slab

Concrete Strength fc' = 280

= 3500 L = 4.50

= 2400 Y 2.00

Load P = 150000 [ kg ] 1 2

M x = 7000 [ kg-m ]

M y = 2000 [ kg-m ] 0.850

Bearing Capacity B.C. = 10000 B

Dimension of Column b col = 50 [ cm ] 0.85 4.50L col = 50 [ cm ] My

Bottom covering d' = 10.0 [ cm ] 1.65Hight of Soil Over Footing = 0.5 [ m ] Mx 0.35Thick of footing h = 45 [ cm ] 4 3

3

d = 35.0 [ cm ]Total weight of All Pu = 168470 [ kg ]q 1 = 8649 q 2 = 8912

q 3 = 7990 q 4 = 7727q 5 8389 q 6 8540Required Area Ac = 17 d = 35 1Dimension B = 4.50 [ m ]

L = 4.50 [ m ] d' = 10k = 0.85

= 0.90 4 5 6= 0.85 3= 0.70

Check ShearBeam shera Vc all = 118728 [ kg ]

Vu B = 64232 [ kg ] DB20 @ ### 1 DB12Vu L < Vc all OK

Punching Shear Vc all = 179412 [ kg ]Vu B = 168470 [ kg ]

Vu L < Vc all OK 0.45

Check Concrete BearingPn all = 833000 [ kg ]Pn B = 589020 [ kg ] DB20 @ ### DB20

Pn B < n all OKFind Steel Reinfocement 4.5 Short SideMax at edge of col. Mu = 17452 [ kg-m ]

a try = 2.4103 [ cm ] 0.00054 F5 ( 4.5 x 4.5 x 45As = 16.394

a = 2.4108 [ cm ]

j d = 33.79 [ cm ]

OK 6 DB20 @ 0.150 5.22 17 0.150

[ kg/cm2 ]

fy SD [ kg/cm2 ]

fy RD [ kg/cm2 ]

[ kg/m2 ]

[ kg/m2 ]

[ kg/m2 ]

[ kg/m2 ]

[ m2 ]

f bend f Shear

f bearing

[ cm2 /m]

Minimum Steel As mim = 14.00

OK 5 DB20 @ 0.200 4.46 20 0.200

Check Bond and Embed Length

Uu all = 26.61

Ld = 39.5 [ cm ]

Ld < B/2 OK

[ cm2/m ]

[ kg/cm2 ]

As fs /(Uu S0)

11215

1 DimensionUD Ac 15.000

17-Apr-23 3.873

B 4.01 Slab L 4.0

h 0.450

Weight 17280

4.50 X1 2 3 4 5

q 0 =q 1 = 8649 8649 8649 8649 8649 8649q 2 = 8912 8912 8912 8912 8912 8912q 3 = 7990 7990 7990 7990 7990 7990q 4 = 7727 7727 7727 7727 7727 7727q 5 = 8389 8389 8389 8389 8389 8389

q2-q4 = 1185 1185 1185 1185 1185 1185Y q 6 = 8540 8540 8540 8540 8540 8540

1 2 3 4 5 6 7 8 9 10

X Ac 16.85 4.105 0.105 0.3955

B 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50L 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50

DB f As circumference

1 DB12 1.2 1.13097 3.77

2 2 DB16 1.6 2.01062 5.03

3 DB20 2 3.14159 6.28

4 DB25 2.5 4.90874 7.85

5 DB32 3.2 8.04248 10.05

6 DB38 3.8 11.3411 11.94

7 RB6 0.6 0.28274 1.88

8 RB9 0.9 0.63617 2.83

9 RB12 1.2 1.13097 3.77

10 RB16 1.6 2.01062 5.03

11 RB19 1.9 2.83529 5.97

12 RB20 2 3.14159 6.28

@ ###

)

Allowable Bond of Round Bar

Tensile Steel, Top Steel Top = 37.7

P/BL + - 6Mx/ BL2 + - 6My/B2L

[ kg/cm2 ]4.51(fc' )0.5 / D

Compression Steel Another = 50.2 Allowable Bond of Deform Bar

Tensile Steel, Top Steel Top = 18.57

Tensile Steel Another = 26.61

Compression Steel = 28.8

Uu = 59.3

> Change No. of Steel

No. of steel = 3 #REF! As = #N/A

Spacing0 0.0001 0.0102 0.0203 0.0304 0.040

5.00 0.0506.00 0.0607.00 0.0707.50 0.0758.00 0.0809.00 0.090### 0.100### 0.120### 0.125### 0.150### 0.175### 0.200### 0.225### 0.250### 0.300### 0.350### 0.360### 0.400### 0.450### 0.500

[ kg/cm2 ]6.39(fc' )0.5 / D

[ kg/cm2 ]1.11(fc' )0.5

[ kg/cm2 ]1.59(fc' )0.5

[ kg/cm2 ]3.44(fc' )0.5

[ kg/cm2 ]

P

M

e =

k = 0.750

2.807

6.36 0.75

L = 4.50

6 7 8 9 10 11 12 13 14 15

8649 8649 8649 8649 8649 8649 8649 8649 8649 8649 86498912 8912 8912 8912 8912 8912 8912 8912 8912 8912 89127990 7990 7990 7990 7990 7990 7990 7990 7990 7990 79907727 7727 7727 7727 7727 7727 7727 7727 7727 7727 77278389 8389 8389 8389 8389 8389 8389 8389 8389 8389 83891185 1185 1185 1185 1185 1185 1185 1185 1185 1185 11858540 8540 8540 8540 8540 8540 8540 8540 8540 8540 8540

11 12 13 14 15 16 17 18 Mx My

P/BL4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 1 8320 461 1324.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 2 8320 461 132

3 8320 461 1324 8320 461 1325 8320 461 1326 8320 461 1327 8320 461 1328 8320 461 1329 8320 461 132

10 8320 461 13211 8320 461 13212 8320 461 13213 8320 461 13214 8320 461 13215 8320 461 13216 8320 461 13217 8320 461 13218 8320 461 132

< 39 38

6Mx/B2L 6My/ BL2

< 50 53

<

<

< 56 29

P = 150000

M = 7000

k = L/6 = 0.750

e = M/P = 0.047

m = = 2.2033333

if e < K q max = 2 P/ 36 m

e < k

q max = 3782

16 17 18

8649 8649 86498912 8912 89127990 7990 79907727 7727 77278389 8389 83891185 1185 11858540 8540 8540

Job No. :Foundation ( Pile Footing ) Rev. : 1( Ultimate Stress Design method in accordance with ACI 318-89) Initial :

Date : 10-Jun-07Footing No. F8Project : filename :

Concrete Strength fc' = 240 B = 1.44= 4000

= 2400 0.91Dimension of Column b col = 20 [ cm ] 1.16

L col = 20 [ cm ] 0.45 0.25= 0.30 [ m ]= 1.00 [ m ] 0.450 L = 2.52

Ultimate Axial Load Pu = 29000 [ kg ]Pile Capacity P save load = 2000Bottom covering d' = 5.00 [ cm ]Short Span Steel reinforce 1 k = 0.85

= 0.90

Long Span Steel reinforce 1 = 0.85

Pile Type 1 = 0.70

( Max. = 15 nos. No. of Pile = 15 Nos. OKB = 1.44 [ m ]L = 2.52 [ m ]d = 25 [ cm ]

Total weight of All Pu = 35038 [ kg ]

Find Steel Reinfocement

Max at edge of col. Mu L = 8520 [ kg-m ]

a try = 1.32393 [ cm ] -0.00017

As = 9.724

OK 9 DB12 @ 0.150 8.6 16.7 0.150

a = 1.32409 [ cm ]

= 2.50 [ cm ]< d OK

j d = 24.34 [ cm ]

Minimum Steel As mim = 7.2 12.60OK 7 DB12 @ 0.225 6.37 22.6 0.225

Max at edge of col. Mu B = 4400 [ kg-m ]a try = 0.39075 [ cm ] 0.00000As = 5.022

OK 5 DB12 @ 0.225 4.4 56.8 0.500a = 0.39075 [ cm ]

j d = 24.80 [ cm ]

Minimum Steel As mim = 12.60 22.05OK 12 DB12 @ 0.225 11 22.6 0.225 Check Bond and Embed Length

Uu all = 24.63 DB12 @ ###

Ld = 29.2 [ cm ] 1 DB 12

Ld < L / 2 OK

Check Shear

Beam shear Vc all = 25125 [ kg ]

Vu B = 12000 [ kg ] 0.30

Vu L < Vc all OK

Punching Shear Vc all = 62812 [ kg ]

Vu B = 29000 [ kg ]

Vu L < Vc all OK DB12 @ ### DB12 @ ###

Check Concrete BearingPn all = 114240 [ kg ] 1.4 Short SidePn B = 80780 [ kg ]

Pn B < n all OK F8 ( 2.5 x 1.4 x 0.30 )

[ kg/cm2 ]

fy SD [ kg/cm2 ]

fy RD [ kg/cm2 ]

Assume Thick of Footing hHight of Soil Over Footing Df

[ kg/pile ]

f bend f Shear

f bearing

[ cm2 /m]

Required dRequired d

[ cm2 ]

[ cm2 /m]

[ cm2 ]

[ kg/cm2 ]

As fs /(Uu S0)

-1.00 -0.50 0.00 0.50 1.00

-1.50

-1.00

-0.50

0.00

0.50

1.00

1.50

Steel DimensionDB f As circumference

1 DB12 1.2 1.13 3.77

2 DB16 1.6 2.01 5.03

3 DB20 2 3.14 6.28

4 DB25 2.5 4.91 7.85

5 DB32 3.2 8.04 ###

6 DB38 3.8 11.3 ###

7 RB6 0.6 0.28 1.88

8 RB9 0.9 0.64 2.83

9 RB12 1.2 1.13 3.77

10 RB16 1.6 2.01 5.03 No of pile 14.5 15 B = 1.44 [ m ]11 RB19 1.9 2.84 5.97 L = 2.52 [ m ]12 RB20 2 3.14 6.28 d = 25.00 [ cm ]

Total weight of All Pu = 31177 [ kg ]

No of pile 16 16 16r = 0.00270fy = 4000b = 144.0fc' = 240

= 0.9734387= 1363.1

Allowable Bond of Round Bar

Tensile Steel, Top Steel Top = 39.0 < 39 58.22

Compression Steel Another = 50.2 < 50.2 82.49 Allowable Bond of Deform Bar

Tensile Steel, Top Steel Top = 17 <

Tensile Steel Another = 25 <

Compression Steel = 44.4 < 56.2 44.41

SpacingUu = 17.1 0 0.000

< OK 1 0.010No. of steel = 3 ### As = ### 2 0.020

3 0.0304 0.040

5.00 0.056.00 0.0607.00 0.0707.50 0.0758.00 0.0809.00 0.090

Long Upper Steel Flextural Upper Steel 14/fy *bd ### 0.100Link As No. As flex. Lower Steel ### 0.120

1 1.13 3.2 3.62 8.98 ### 0.125### 0.150

### 0.175

### 0.200

### 0.225

### 0.250

### 0.300

### 0.350

### 0.360

### 0.400### 0.450### 0.500

(1-0.59 r fy/fc')f r fy b (1-0.59 r fy/fc')

[ kg/cm2 ] 4.51(fc' )0.5 / D

[ kg/cm2 ] 6.39(fc' )0.5 / D

[ kg/cm2 ] 1.11(fc' )0.5

[ kg/cm2 ] 1.59(fc' )0.5

[ kg/cm2 ] 3.44(fc' )0.5

[ kg/cm2 ]

S As

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22Find Moment of Footing And Shear Beam Shear

Major Minor Length form edge of col. [ cm ]Type No. of Pile Arm Moment No. of Pile Arm Moment d CL Pile

Footi Set1 Set2 Set3 Set4 X1 X2 X3 X4 [ T - m ] Set5 X5 [ T - m ] Set1 Set2 Set31 0 0 0 0 0 0 0 0 0 0 0 0 0 35.00 0.0 0.0 0.02 1 0 0 0 1 0.17 0 0 0 0.17000 0 0 0.00000 35.00 17.00 0.0 0.03 2 0 0 0 2 0.13 0 0 0 0.26800 1 0.1700 0.17000 35.00 13.40 0.0 0.04 2 0 0 0 2 0.17 0 0 0 0.34000 2 0.1700 0.34000 35.00 17.00 0.0 0.05 2 0 0 0 2 0.28 0 0 0 0.56368 2 0.2818 0.56368 35.00 28.18 0.0 0.06 2 0 0 0 2 0.44 0 0 0 0.88000 3 0.1700 0.51000 35.00 44.00 0.0 0.07 2 1 0 0 3 0.26 0.65 0 0 1.16700 2 0.3680 0.73600 35.00 17.00 44.00 0.08 1 2 0 0 3 0.17 0.44 0 0 1.05000 3 0.3680 1.10400 35.00 17.00 44.00 0.09 3 0 0 0 3 0.44 0 0 0 1.32000 3 0.4400 1.32000 35.00 44.00 0.00 0.0

10 1 2 1 0 4 0.17 0.44 0.71 0 1.76000 3 0.3680 1.10400 35.00 17.00 44.00 71.00

11 2 1 2 0 5 0.17 0.44 0.71 0 2.20000 4 0.3680 1.47200 35.00 28.18 44.00 71.00

12 3 3 0 0 6 0.17 0.71 0 0 2.64000 4 0.4400 1.76000 35.00 17.00 71.00 0.013 2 1 2 1 6 0.17 0.44 0.71 0.98 3.18000 4 0.3680 1.47200 35.00 17.00 44.00 71.00

14 1 2 1 2 6 0.17 0.44 0.71 0.98 3.72000 5 0.3680 1.84000 35.00 17.00 44.00 71.00

15 3 3 0 0 6 0.44 0.98 0 0 4.26000 5 0.4400 2.20000 35.00 44.00 98.00 0.0

S Pile

Pile property wieght Wide Wide pile size Reference

pile size pile label perimeter area T/m. S L [ cm] No.1 1 180*180 I 180*180 0.72 0.032 0.052 0.18 0.18 18 Pile Dia. S

2 220*220 I 220*220 0.88 0.048 0.082 0.22 0.22 22 Pile Dia. LI 3 260*260 I 260*260 1.04 0.068 0.109 0.26 0.26 26 Space S

4 300*300 I 300*300 1.20 0.090 0.135 0.30 0.30 30 Space L5 350*350 I 350*350 1.40 0.122 0.194 0.35 0.35 35

6 6 400*400 I 400*400 1.60 0.160 0.298 0.40 0.40 407 180*180 Square 180*180 0.72 0.032 0.078 0.18 0.18 18 Tpye of Footing8 220*220 Square 220*220 0.88 0.048 0.116 0.22 0.22 22

square 9 260*260 Square 260*260 1.04 0.068 0.162 0.26 0.26 26 Wide S10 300*300 Square 300*300 1.20 0.090 0.216 0.30 0.30 30 Wide L11 350*350 Square 350*350 1.40 0.122 0.294 0.35 0.35 35 Wide S12 400*400 Square 400*400 1.60 0.160 0.384 0.40 0.40 4013 450*450 Square 450*450 1.80 0.203 0.486 0.45 0.45 45

14 14 500*500 Square 500*500 2.00 0.250 0.600 0.50 0.50 5015 0.35 circular dia.0.35 1.10 0.096 0.231 0.35 0.35 3516 0.43 circular dia.0.43 1.35 0.145 0.349 0.43 0.43 4317 0.45 circular dia.0.45 1.41 0.159 0.382 0.45 0.45 4518 0.50 circular dia. 0.50 1.57 0.196 0.471 0.50 0.50 50

circular 19 0.60 circular dia. 0.60 1.88 0.283 0.679 0.60 0.60 60

20 0.80 circular dia. 0.8 2.51 0.503 1.206 0.80 0.80 80

21 1.00 circular dia. 1.00 3.14 0.785 1.885 1.00 1.00 100

22 1.20 circular dia. 1.20 3.77 1.131 2.714 1.20 1.20 120

23 1.50 circular dia. 1.50 4.71 1.767 4.241 1.50 1.50 150

24 24 1.80 circular dia. 1.80 5.65 2.545 6.107 1.80 1.80 180

D - Wall 25 4.0*0.8 D-wall 4.0*0.8 9.60 3.200 7.680 0.80 4.00 80

26 2.0*0.8 D-wall 2.0*0.8 5.60 1.600 3.840 0.80 2.00 8027 27 0.4*1.2 Double-pile 0.4*0.6 3.20 0.480 1.152 0.40 1.20 40

28 0.3 Spun dia. 0.30 0.94 0.071 0.125 0.30 0.30 3029 0.35 Spun dia. 0.35 1.10 0.096 0.160 0.35 0.35 3530 0.4 Spun dia. 0.40 1.26 0.126 0.199 0.40 0.40 4031 0.45 Spun dia. 0.45 1.41 0.159 0.242 0.45 0.45 45

Spun 32 0.50 Spun dia. 0.50 1.57 0.196 0.301 0.50 0.50 5033 0.60 Spun dia. 0.60 1.88 0.283 0.408 0.60 0.60 6034 0.80 Spun dia. 0.80 2.51 0.503 0.666 0.80 0.80 80

35 35 1.00 Spun dia. 1.00 3.14 0.785 0.983 1.00 1.00 10036 250*250 WF 250*250*72.4 1.00 0.063 0.072 0.25 0.25 25

WF 37 300*300 WF 300*300*94 1.20 0.090 0.094 0.30 0.30 3038 350*350 WF 350*350*137 1.40 0.122 0.137 0.35 0.35 35

39 39 400*400 WF 400*400*172 1.60 1.600 0.172 0.40 0.40 40

-1E+06 018 - D/2 = -9 0 if X <= - D/2, P' = 0

0 = -8.25 83.333 if X= 0, P' = 1000

D/2 = -7.50 166.67 if X >= D/2, P' = 2000

-6.75 250

CL Pile -6.00 333.33

d -5.25 416.67

-4.50 500

-3.75 583.33

-3.00 666.67

-2.25 750-1.50 833.33-0.75 916.67

0 10009 2000

Pile Size D =X = CLPile - d =

23 24 25 26 27 28 29 30 31 32

Length form edge of col. [ cm ]CL Pile X P'

Set4 X 1 X 2 X 3 X 4 P' 1 P' 2 P' 3 P' 40.0 -35.00 -35.00 -35.00 -35.00 0 0 0 0 00.0 -18.00 -35.00 -35.00 -35.00 0 0 0 0 00.0 -21.60 -35.00 -35.00 -35.00 0 0 0 0 00.0 -18.00 -35.00 -35.00 -35.00 0 0 0 0 00.0 -6.82 -35.00 -35.00 -35.00 333.33 0 0 0 333.330.0 9.00 -35.00 -35.00 -35.00 4000 0 0 0 40000.0 -18.00 9.00 -35.00 -35.00 0 2000 0 0 20000.0 -18.00 9.00 -35.00 -35.00 0 4000 0 0 40000.0 9.00 -35.00 -35.00 -35.00 6000 0 0 0 60000.0 -18.00 9.00 36.00 -35.00 0 4000 2000 0 60000.0 -6.82 9.00 36.00 -35.00 333.33 2000 4000 0 6333.30.0 -18.00 36.00 -35.00 -35.00 0 6000 0 0 600098.00 -18.00 9.00 36.00 63.00 0 2000 4000 2000 800098.00 -18.00 9.00 36.00 63.00 0 4000 2000 4000 10000

0.0 9.00 63.00 -35.00 -35.00 6000 6000 0 0 12000

S P'

1 Dimension of Column b col = 0.2 [ cm ]

15.0 X Y L col = 0.2 [ cm ]0.18 -0.100 0.1000.18 0.100 0.1000.54 0.100 -0.1000.54 -0.100 -0.100

-0.100 0.100

Tpye of Footing 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Footing F1 Pile 1X Y X

Wide S 0.36 0.36 0.18 0.90 1.12 0.90 1.30 1.30 1.44 1.30 1.30 1.44 1.30 1.30 1.44 1 -0.18 0.18 1 ###

Wide L 0.36 0.90 0.83 0.90 1.12 1.44 1.49 1.44 1.44 2.03 1.98 1.98 2.57 2.52 2.52 2 0.18 0.18Wide S 0.90 3 0.18 -0.18

2 4 -0.18 -0.185 -0.18 0.18

1.3 6 -0.18 0.181.44 7 -0.18 0.18

Footing F2 Pile 2X Y X

1 -0.18 0.45 1 ###

2 0.18 0.45 2 ###

3 0.18 -0.45 3

4 -0.18 -0.45

5 -0.18 0.45

6 -0.18 0.45

7 -0.18 0.45

Footing F3 Pile 3X Y X

1 -0.090 0.414 1 ###

2 0.090 0.414 2 ###

3 0.450 -0.234 3 -0.27

4 0.450 -0.4145 -0.450 -0.4146 -0.450 -0.2347 -0.090 0.414

Pile 1 Footing F4 Pile 4 Footing F7 Pile 7 Footing F 10 Pile 10Y X Y X Y X Y X Y X Y X

0.000 1 ### 0.45 1 -0.270 0.270 1 -0.648 0.360 1 -0.468 0.270 1 -0.648 0.630 1 -0.468

2 0.45 0.45 2 0.270 0.270 2 0.000 0.747 2 0.000 0.540 2 0.00 1.017 2 0.000

3 0.45 ### 3 0.270 -0.270 3 0.648 0.360 3 0.468 0.270 3 0.648 0.630 3 0.468

4 ### ### 4 -0.270 -0.270 4 0.648 -0.36 4 0.468 -0.270 4 0.648 -0.630 4 0.468

5 ### 0.45 5 0.000 -0.75 5 0.00 -0.540 5 0.000 -1.017 5 0.468

6 ### 0.45 6 -0.648 -0.36 6 -0.47 -0.27 6 -0.648 -0.630 6 0.000

7 ### 0.45 7 -0.648 0.360 7 0.00 0.00 7 -0.648 0.630 7 -0.4688 -0.468

Pile 2 Footing F5 Pile 5 Footing F8 Pile 8 9 0.000Y X Y X Y X Y X Y 10 0.000

0.270 1 ### 0.56 1 -0.382 0.382 1 -0.648 0.720 1 -0.468 0.540

-0.270 2 0.56 0.56 2 0.382 0.382 2 0.648 0.720 2 0.468 0.540 Footing F 11 Pile 11

3 0.56 ### 3 0.382 -0.382 3 0.648 -0.720 3 0.468 0.000 X Y X

4 ### ### 4 -0.382 -0.382 4 -0.648 -0.720 4 0.468 -0.540 1 -0.648 0.990 1 -0.468

5 ### 0.56 5 0 0 5 -0.648 0.720 5 -0.468 -0.540 2 0.648 0.990 2 0.468

6 ### 0.56 6 -0.648 0.720 6 -0.468 0.000 3 0.648 -0.990 3 0.468

7 ### 0.56 7 -0.648 0.720 7 0.000 0.270 4 -0.648 -0.990 4 0.468

8 0.000 -0.270 5 -0.648 0.990 5 0.468

Pile 3 Footing F6 Pile 6 6 -0.648 0.990 6 -0.468

Y X Y X Y Footing F9 Pile 9 7 -0.648 0.990 7 -0.468

0.234 1 ### 0.72 1 -0.270 0.540 X Y X Y 8 -0.468

-0.234 2 0.45 0.72 2 0.270 0.540 1 -0.720 0.720 1 -0.540 0.540 9 0.000

-0.234 3 0.45 ### 3 0.270 0.000 2 0.720 0.720 2 0.000 0.540 10 0.000

4 ### ### 4 0.270 -0.540 3 0.720 -0.720 3 0.540 0.540 11 0.000

5 ### 0.72 5 -0.27 -0.540 4 -0.720 -0.720 4 0.540 #REF!

6 ### 0.72 6 -0.27 0 5 -0.720 0.720 5 0.540 -0.540 Footing F 12 Pile 127 ### 0.72 6 -0.720 0.720 6 0.000 -0.540 X Y X

7 -0.720 0.720 7 -0.540 -0.540 1 -0.720 0.990 1 -0.540

8 -0.540 0.000 2 0.720 0.990 2 0.000

9 0 0 3 0.720 -0.990 3 0.540

4 -0.720 -0.990 4 0.540

5 -0.720 0.990 5 0.540

6 -0.720 0.990 6 0.540

7 -0.720 0.990 7 0.000

8 -0.540

9 -0.540

10 -0.540

11 0.000

12 0.000

Plot Footing and PilePile 10 Footing F 13 Pile 13 Footing F15 Pile 15 Footing F1-F15

Y X Y X Y X Y X Y X Y0.540 1 -0.648 0.900 1 -0.468 0.810 1 -0.720 1.260 1 -0.540 1.080 1 -0.720 1.2600.810 2 0.000 1.287 2 0.000 1.080 2 0.720 1.260 2 0.000 1.080 2 0.720 1.2600.540 3 0.648 0.900 3 0.468 0.810 3 0.720 -1.260 3 0.540 1.080 3 0.720 -1.2600.000 4 0.648 -0.900 4 0.468 0.270 4 -0.720 -1.260 4 0.540 0.540 4 -0.720 -1.260

-0.540 5 0.000 -1.287 5 0.468 -0.270 5 -0.720 1.260 5 0.540 0.000 5 -0.720 1.260-0.810 6 -0.648 -0.900 6 0.468 -0.810 6 -0.720 1.260 6 0.540 -0.540 6 -0.720 1.260-0.540 7 -0.648 0.900 7 0.000 -1.080 7 -0.720 1.260 7 0.540 -1.080 7 -0.720 1.260

0.000 8 -0.468 -0.810 8 0.000 -1.080

-0.270 9 -0.468 -0.270 9 -0.540 -1.080

0.270 10 -0.468 0.270 10 -0.540 -0.540

11 0.000 0.540 11 -0.540 0.000

Pile 11 12 0.000 0.000 12 -0.540 0.540

Y 13 0.000 -0.540 13 0.000 0.540

0.810 14 0.000 0.000

0.810 Footing F 14 Pile 14 15 0.000 -0.540

0.270 X Y X Y

-0.270 1 -0.648 1.260 1 -0.468 1.080 1 2 3

-0.810 2 0.648 1.260 2 0.468 1.080 Footing 1 2 3 4 5 6 7 8-0.810 3 0.648 -1.260 3 0.468 0.540 X Y X Y X Y X-0.382 4 -0.648 -1.260 4 0.468 0.000 Pile 1 1 -0.180 0.180 0.180 0.180 0.180 -0.180 -0.180

0.382 5 -0.648 1.260 5 0.468 -0.540 Pile 2 2 -0.180 0.450 0.180 0.450 0.180 -0.450 -0.180

-0.540 6 -0.648 1.260 6 0.468 -1.080 Pile 3 3 -0.090 0.414 0.090 0.414 0.450 -0.234 0.450

0.000 7 -0.648 1.260 7 -0.468 -1.080 Pile 4 4 -0.450 0.450 0.450 0.450 0.450 -0.450 -0.450

0.540 8 -0.468 -0.540 Pile 5 5 -0.562 0.562 0.562 0.562 0.562 -0.562 -0.562

9 -0.468 0.000 Pile 6 6 -0.450 0.720 0.450 0.720 0.450 -0.720 -0.450

Pile 12 10 -0.468 0.540 Pile 7 7 -0.648 0.360 0.000 0.747 0.648 0.360 0.648

Y 11 0.000 0.810 Pile 8 8 -0.648 0.720 0.648 0.720 0.648 -0.720 -0.648

0.810 12 0.000 0.270 Pile 9 9 -0.720 0.720 0.720 0.720 0.720 -0.720 -0.720

0.810 13 0.000 -0.270 Pile 10 10 -0.648 0.630 0.000 1.017 0.648 0.630 0.648

0.810 14 0.000 -0.810 Pile 11 11 -0.648 0.990 0.648 0.990 0.648 -0.990 -0.648

0.270 Pile 12 12 -0.720 0.990 0.720 0.990 0.720 -0.990 -0.720

-0.270 Pile 13 13 -0.648 0.900 0.000 1.287 0.648 0.900 0.648

-0.810 Pile 14 14 -0.648 1.260 0.648 1.260 0.648 -1.260 -0.648

-0.810 Pile 15 15 -0.720 1.260 0.720 1.260 0.720 -1.260 -0.720

-0.810

-0.270 1 2 3

0.270 Pile 1 2 3 4 5 6 7 8

0.270 X Y X Y X Y X

-0.270 Pile 1 1 0.000 0.000

Pile 2 2 0.000 0.270 0.000 -0.270

Pile 3 3 0.000 0.234 0.270 -0.234 -0.27 -0.23

Pile 4 4 -0.270 0.270 0.270 0.270 0.270 -0.270 -0.270

Pile 5 5 -0.382 0.382 0.382 0.382 0.382 -0.382 -0.382Pile 6 6 -0.270 0.540 0.270 0.540 0.270 0.000 0.270

Pile 7 7 -0.468 0.270 0.000 0.540 0.468 0.270 0.468

Pile 8 8 -0.468 0.540 0.468 0.540 0.468 0.000 0.468

Pile 9 9 -0.540 0.540 0.000 0.540 0.540 0.540 0.540

Pile 10 10 -0.468 0.540 0.000 0.810 0.468 0.540 0.468

Pile 11 11 -0.468 0.810 0.468 0.810 0.468 0.270 0.468Pile 12 12 -0.540 0.810 0.000 0.810 0.540 0.810 0.540Pile 13 13 -0.468 0.810 0.000 1.080 0.468 0.810 0.468Pile 14 14 -0.468 1.080 0.468 1.080 0.468 0.540 0.468Pile 15 15 -0.540 1.080 0.000 1.080 0.540 1.080 0.540

Plot Footing and PilePile 1-15X Y

1 -0.540 1.0802 0.000 1.0803 0.540 1.0804 0.540 0.5405 0.540 0.0006 0.540 -0.5407 0.540 -1.0808 0.000 -1.0809 -0.540 -1.080

10 -0.540 -0.54011 -0.540 0.000

12 -0.540 0.540

13 0.000 0.540

14 0.000 0.000

15 0.000 -0.540

4 5 6 7

9 10 11 12 13 14 15 DimensionY X Y X Y X Y B L

-0.180 -0.180 0.180 -0.180 0.180 -0.180 0.180 0.36 0.36-0.450 -0.180 0.450 -0.180 0.450 -0.180 0.450 0.36 0.90-0.414 -0.450 -0.414 -0.450 -0.234 -0.090 0.414 0.18 0.83-0.450 -0.450 0.450 -0.450 0.450 -0.450 0.450 0.90 0.90-0.562 -0.562 0.562 -0.562 0.562 -0.562 0.562 1.12 1.12-0.720 -0.450 0.720 -0.450 0.720 -0.450 0.720 0.90 1.44-0.360 0.000 -0.747 -0.648 -0.360 -0.648 0.360 1.30 1.49-0.720 -0.648 0.720 -0.648 0.720 -0.648 0.720 1.30 1.44-0.720 -0.720 0.720 -0.720 0.720 -0.720 0.720 1.44 1.44-0.630 0.000 -1.017 -0.648 -0.630 -0.648 0.630 1.30 2.03-0.990 -0.648 0.990 -0.648 0.990 -0.648 0.990 1.30 1.98-0.990 -0.720 0.990 -0.720 0.990 -0.720 0.990 1.44 1.98-0.900 0.000 -1.287 -0.648 -0.900 -0.648 0.900 1.30 2.57-1.260 -0.648 1.260 -0.648 1.260 -0.648 1.260 1.30 2.52-1.260 -0.720 1.260 -0.720 1.260 -0.720 1.260 1.44 2.52

4 5 6 7 8 9 10 11 12 13

9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27

Y X Y X Y X Y X Y X Y X Y X Y X Y X Y

-0.270

-0.382 0 0-0.540 -0.270 -0.540 -0.270 0.000

-0.270 0.000 -0.540 -0.468 -0.270 0.000 0.000

-0.540 -0.468 -0.540 -0.468 0.000 0.000 0.270 0.000 -0.270

#REF! 0.540 -0.540 0.000 -0.540 -0.540 -0.540 -0.540 0.000 0.000 0.000

0.000 0.468 -0.540 0.000 -0.810 -0.468 -0.540 -0.468 0.000 0.000 -0.270 0.000 0.270

-0.270 0.468 -0.810 -0.468 -0.810 -0.468 -0.382 -0.468 0.382 0.000 -0.540 0.000 0.000 0.000 0.5400.270 0.540 -0.270 0.540 -0.810 0.000 -0.810 -0.540 -0.810 -0.540 -0.270 -0.540 0.270 0.000 0.270 0.000 ###0.270 0.468 -0.270 0.468 -0.810 0.000 -1.080 -0.468 -0.810 -0.468 -0.270 -0.468 0.270 0.000 0.540 0.000 0.000 0.000 -0.5400.000 0.468 -0.540 0.468 -1.080 -0.468 -1.080 -0.468 -0.540 -0.468 0.000 -0.468 0.540 0.000 0.810 0.000 0.270 0.000 -0.2700.540 0.540 0.000 0.540 -0.540 0.540 -1.080 0.000 -1.080 -0.540 -1.080 -0.540 ### -0.540 0.000 -0.540 0.540 0.000 0.540

14 15

28 29 30 31

X Y X Y

0.000 -0.8100.000 0.000 0.000 -0.540