Combined Foundation Design Calculation

Client :

KOC

Job No : JI-180 Prepared by : Nehal Akhter Checked by : RPM/FS

Doc No : JI-180-140-ECV-CAL-006

Subject: Design of Foundation,PW7a

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Combined Foundation For Pipe Rack PW7a on grid E, F & G : SUPPORT-1

Fy2

FY1 MZ1

FZ1 PEDESTAL1

MX1

Mz2 Fz2

FX1

SUPPORT-2 FX2 MX2

projection

PEDESTAL2

lo d

h1

h2

b1

b2

+ez

X

LZ

Z A

B

LX

Geometrical Data LX = h1 = b1 = A= Thickness, d= Founding Depth = lo = Clear cover = Projection= Material Data

LZ = 2.40 m 1.00 m 0.45 m h2 = 0.45 m 0.45 m b2 = 0.45 m 1.50 m B= 0.45 m Ecc. about Z, ez = 0.30 m GW table = 8.00 m (From FGL) 2 1.50 m Sub.Reaction K = 36000 KN/m 1.20 m Poisson ratio of Conc. = 0.17 0.075 m Y's Modulus of Conc. = 2.60E+07 kN/m2 0.300 m 3*ls = 3.41 m > Lx Rigid slab, OK (Refer EQ. 5-1 of "Design of stuctures and Foundation for Vibrating Machines" by Arya, Oniel & Pinkus) 2 Grade of Concrete Fc = 30 N/mm

Yield Strength of reinforcement Fy= Dia of top reinf. in direction of Lx = Dia of bottom reinf. in direction of Lx = Dia of Reinforcement in direction of Lz = Load factor for Dead load = Effective Depth, de = Geotechnical Data Soil Unit Wt Allowable net bearing pressure =

414 16 16 12 1.2 217

N/mm2 mm mm mm

Spacing = 150 mm Spacing = 150 mm Spacing = 150 mm

mm

18 kN/m3 300 KN/m2

Conc. Wt Surcharge

24 0.00

(Ref. Cl.2.2.1 of Civil & Structural Design Philosophy, Doc. No. JI-180-000-ECV-SPE001, Rev 0 )

F.O.S. against overturning = F.O.S. against Sliding = Friction angle(d) = Unfactored Load case Nos = Factored Load case Nos =

1.40 1.40 32 deg 36 36

1.75 for without wind or seismic case 1.4 for with wind or seismic case Friction Coeff, m = 0.39

Client :

KOC




Page :

( For Tension FY will be negative)

Force Data for Stability and Bearing Capacity Node No 1 L/C 136 FX1 = 0.0 KN

Node No 2 L/C 136 FX2 =

1.7 KN

FY1 =

0.0 KN

FY2 =

72.2 KN

FZ1 =

0.0 KN

FZ2 =

26.5 KN

MX1 =

0.0 KN-m

MX2 =

0.0 KN-m

MZ1 =

0.0 KN-m

MZ2 =

0.0 KN-m

Assumption : 1. Moment anti-clockwise about axis is +ve

Check For Stability against overturning: Weight of Footing = Weight of overburden = Weight of pedestal 1= Weight of pedestal 2= Buoyant Force =

17.28 43.09 7.29 7.29 0

KN KN KN KN KN

STABILITY ABOUT Z Overturning Moments:

Z

O.T.M. Due to moments and shears only = O.T.M due to eccentricity = (Fy2-Fy1)*A/2

-3.09 KN-m 54.13 KN-m

Total Over Turning Moment, Mz =

51.04 KN-m

Restoring Moments: Total vertical load Fy =

P2

P1

0+72.179+17.28+43.092+7.29+7.29-0 = 147.13 kN

Total Restoring Moments = Stability against overturning about Z = (Restoring Moments/O.T.M)

176.56 KN-m 3.46

O.K.

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Client :

KOC




STABILITY ABOUT X Overturning Moments: O.T.M. Due to moments and shears only, Mx' = O.T.M due to eccentricity Mx'' = Total Over turning moment Mx = Restoring Moments: Total Restoring Moments =

Page :

47.71 KN-m 0.00 KN-m 47.71 73.57 KN-m

Stability against overturning about X , = (Restoring Moments/O.T.M)

1.54

O.K.

Check For Stability against Sliding Sliding force in X direction = Sliding force in Z direction = Resultant total sliding force = Resisting force P *m = Stability against sliding in X direction =

1.719 26.508 26.56 57.46 2.16

KN KN kN KN O.K.

Check For maximum bearing presssure: Total Vertical load,Fy =

147.13 kN

Force along X, Fx = Force along Z, Fz = Moment about X at the center of slab , Mx = Moment about Z at the center of slab , Mz =

1.72 26.51 47.71 51.04

kN kN kN-m kN-m

p1

p4

X

p3

p=

Z

p2

FY 6MX 6MZ ± ± 2 2 LX * LZ LXLZ LX LZ

p1= p2 = ex = Mz/Fy = ez = Mx/Fy = 6*ex/Lx + 6*ez/Lz =

-111.15 KN/m2 127.42 KN/m2

p3= p4 =

2 233.76 KN/m 2 -4.81 KN/m

0.35 0.32 2.81 > 1,Tension in footing

If there is tension in footing, Gross pressure under footing is calculated using Teng's chart: ex/Lx = ez/Lz = 0.145 0.3243 From Teng's chart value of k = Modified gross pressure = K*Fy/(Lx*Lz) = Net pressure intensities: p1_net = 371.48 KN/m2

6.500

398.48

Check!!!

kN/m2

of

Client :

KOC




Page :

( For Tension FY will be negative)

Design Ultimate Load Data Node No 1 L/C 236 FX1 = 0.0 KN

Node No 2 L/C 236 FX2 =

2.0 KN

0.0 KN

FY2 =

92.0 KN

FZ1 =

0.0 KN

FZ2 =

34.2 KN

MX1 =

0.0 KN-m

MX2 =

0.0 KN-m

MZ1 =

0.0 KN-m

MZ2 =

0.0 KN-m

FY1 =

Ultimate Design Loads Column Vertical

ex

(m) 0 -0.75 91.977 0.75 S/W of Ped1 8.75 -0.75 S/W of Ped2 8.75 0.75 Totals 109.473 Ultimate design Foundation Loads Load Type Vertical FY (KN) Load FY (KN)

1 2

Pedestal Vertical Pedestal Horizontal Foundation Selfw Backfill Surcharge Totals

109.47 20.74 51.71 0 181.92

ez

FYex

FYez

Fx

(m) 0.00 0.00 0.00 0.00

(KN-m) 0 -68.98275 6.56 -6.56 -68.98275

(KN-m) 0 0 0.00 0.00 0

(KN) 0 2.004 0.00 0.00 2.004

MX

MZ

FX

FZ

(KN-m)

(KN-m)

(KN)

(KN)

0 61.57

-68.98275 -3.61

2.004

34.208

61.57

-72.59

2.00

34.21

p1

p4

X

p3

p= p1= p2 =

Z

p2

FY 6MX 6MZ ± ± 2 2 LX * LZ LXLZ LX LZ 2 -2.52 KN/m 2 305.35 KN/m

p3= p4 =

154.12 KN/m2 -153.75 KN/m2

of

Client :

KOC


Subject: Design of Foundation,PW7a ex =

MZtot/PY =

0.40

MXtot/PY = ez = 6*ex/Lx+6*ez/Lz =


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m

0.34 m 3.027 > 1,Tension in footing

If there is tension in footing, Gross pressure under footing is calculated using Teng's chart:

ex/L = 0.166 From Teng's chart value of k =

ez/B =

0.3385 7.540

571.53 kN/m2

Modified gross pressure = K*Fy/(Lx*Lz) =

Net pressure intensities: Load due to overburden soil & foundation (for whole width of fdn)= Net pressure intensities under the footing is given by: kN/m2 p1net = p3= 253.91 0.00 2 p2_net = p4 = 536.97 kN/m 0.00

0.45

kN/m2 kN/m2

BM Diagram

0.23

1.5

KN/m2

34.56

400

3

2

Moment (kN-m)

300

1

537.0

253.91 306.99

100 0 -100 0

1

2

-200 -300 -400

395.4 280.45

200

483.9

Length(m) 510.4

Shear Diagram

left edge 3 C/L of col. 1 C/L of base C/L of col. 2 1 Right edge

Dist from Dist from CG of base Left edge (m) (m) -1.2 0 -0.975 0.225 -0.75 0.5 0 1.2 0.75 2.0 0.975 2.18 1.2 2.40

Net Pr. Intensity (KN/m2) 253.91 280.45 306.99 395.44 483.90 510.43 536.97

400 300 200 Shear kN

Section

100

0 -100

0

1

2

-200 -300 -400

Mid span moment = 72.27 KN-m/m Moment near support = -7.10 KN-m/m ( Note: Moment causing top tension in slab is +ve and bottom tension -ve)

Length(m)

Client :

KOC




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Design moments and shears in shorter direction In shorter directon the foundation is designed for maximum net ultimate pressure intensity =Maxm Gross pressure - Soil depth*Soil density *load factor = 270.8 Column Ped #1 Ped #2

Edge to face (2)-depth of column 0.28 N.A. 0.28 N.A.

Shear Moment force (KN/m) KN-m/m

N.A. N.A.

10.24 10.24

Design of Sections as per BS8110 Summary of moments per m width Direction Support moment ( Reinforcement at Bottom ) Long Short

Span moment ( Top Reinforcement)

-7.10 KN-m/m 10.24 KN-m/m

72.27 KN-m/m -

Shear at Critical section

121.80 KN/m N.A.

Check for Punching shear: Ped #1 Ped #2 8.7KN 100.7KN

Maxm factored ultimate load applied by a column = (Column factored load +pedestal wt) Effective depth of Foundation slab = 1.5d

1.5d

Height = Width = Perimeter of pedestal Uo= Perimeter for Punching shear = Area resisting punch = Area Ao =

Ped #1 0.45 0.45 1.8 3.75 0.81 0.26

0.217 Ped #2 0.45 0.45 1.8 3.75 0.81 0.26

Area Ao 0.26 N/mm2 < 0.8xFc^0.5 or 5N/sq.m O.K. Max punching shear stress at dist. 1.5d from column face = 0.00 N/mm2 Allowable shear stress 1.25x Min( vc1, vc2) = 0.34 N/mm2 (Ref Fig.3.15 of BS 8110) Max punching shear at column face =

Check for one way shear: Maxm Shear stress in long dir at critical section = ( at dist d from face of column) Allowable shear stress Table 3.8 & 3.4.5.8 BS8110-PART I Maxm Shear stress in Short dir at critical section = ( at dist d from face of column) Allowable shear stress =

2 0.56 N/mm

vc1 =

1.34 N/mm2 2 #VALUE! N/mm

vc2 =

0.55 N/mm2

Client :

KOC




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Reinforcement calculation Long Direction Maximum moment at face of column = (For Bottom reinforcement) K= M/fcubd2 = z= d[0.5+(0.25-k/0.9)] = 0.95*d = Hence z = Ast = M/0.95fyz = Minmum Reinforcement 0.13% = Area of reinforcement required = Spacing of 16 mm bar = Maxm allowable spacing = Required spacing = Provided spacing = Ast Provided = Mu =

7.10 KN-m/m 0.0050 215.78 206.15 206.15 88 390

Maxm span moment for Top reinforcement(M) = (Top Reinforcement) K= M/fcubd2 = 0.051 z= d[0.5+(0.25-k/0.9)] = 203.91 0.95*d = 206.15 Hence z = 203.91 Ast = M/0.95fyz = 901 390 Minmum Reinforcement 0.13% = Area of reinforcement required = Spacing of 16 mm bar = Maxm allowable spacing = Required spacing = Provided spacing = Ast Provided = Mu = Short Direction Maximum moment at face of column = (For Bottom reinforcement) K= M/fcubd2 = 0.007 z= d[0.5+(0.25-k/0.9)] = 215.24 0.95*d = 206.15 Hence z = 206.15 Ast = M/0.95fyz = 126.00 390.00 Minmum Reinforcement 0.13% = Area of reinforcement required = Spacing of 12 mm bar = Maxm allowable spacing = Required spacing = Provided spacing = Ast Provided = Mu =

< 0.156 mm mm mm mm2/m mm2/m 390 516 330 330 150 1340 98

mm2/m mm mm mm mm mm2/m KN-m/m

72.27 KN-m/m < 0.156 mm mm mm mm2/m mm2/m 901 223 330 223 150 1340 98


10.24 KN-m/m < 0.156 mm mm mm mm2/m mm2/m 390.00 290 330 290 150 754 57


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0.00 m

> Lx Rigid slab, OK of stuctures and Foundation for ya, Oniel & Pinkus)

KN/m2 KN/m2

hout wind or seismic case wind or seismic case

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FY will be negative)

P2

X

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Fz (KN) 0 34.208 0.00 0.00 34.208

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2

3

2

3

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te pressure intensity KN/m2

m m m m m2 m2

0.8xFc^0.5 or 5N/sq.m O.K. O.K.

ef Fig.3.15 of BS 8110)

O.K.

#VALUE!

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Client : KOC Doc No : JI-180-140-ECV-CAL-006 Subject: Design of Foundation,PW7a


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Design of Pedestal : CL

Size of Pedestal Width of Pedestal = Depth of Pedestal =

0.45 m 0.45 m 1.50 m

Height of Pedestal, lo' =

CB

X

Design Parameter: d' 2 Z 30 N/mm 2 414 N/mm Pedestal Cross Section 3 24 kN/m (reinforcements are indicative only) 2 205000 N/mm 91 mm (including stirrups bar dia+1/2 of main bar dia) 16 mm 8 0.45 m 0.45 m 0.359 m

Grade of Concrete Fc = Yield Strength of reinf. Fy = Unit wt of Concrete gc = Young Modulus of steel, Es = Cover d' = Bar dia = Nos of Bar = Depth considered in calc, h = Width considered in calc, b = Effective depth d = Ultimate Design forces :

9 236 102.18 2.004 34.208 51.31 3.01

Node Number = Load Combination nos = Axial load Pu = Shear along X direction, Fx = Shear along Z direction, Fz = Moment about X axis, Mx = Moment about Z axis, Mz = Design Calculation : Axial & flexural load capacity check : Effective length of Pedestal, le = le/width = le/depth = Enhanced Moment Mu = Strain in compression reinf, esc = Strain in tension reinf, est =

kN kN kN kN-m kN-m

(Fy+1.4*Pedestal wt.)

(Mx+Fz*lo') (Mz+Fx*lo')

3.3 m (2.2*lo') 7.33 < 10 short column 7.33 < 10 short column 54.32 kN-m

( Ref.Table 3.20, BS 8110 ) ( Ref. Cl 3.8.1.3 of BS 8110 )

0.446Fc

( Ref.Cl.3.8.4.5, BS 8110 )

esc -0.001519 0.016301

fsc

x d

Stress in Comp. reinf, fsc = Stress in Tension reinf, fst = Depth of NA from comp. face, x = Total Area of reinf provided, As = Total Area of min. reinf , Asmin =

2 0.00 N/mm 2 394.29 N/mm

est

63.5 mm 2 Strain Diagram 1608 mm 2 810 mm ( refer Table 3.25 of BS 8110)

For Axial load Pu = 65.06 kN Moment capacity M' = 116.32 kN-m > Mu hence OK (Pu-P') = -37.12 kN Provide 16 mm dia bar Nos 8 equally distributed on each face

fst

Stress Diagram

Client : KOC Doc No : JI-180-140-ECV-CAL-006 Subject: Design of Foundation,PW7a


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Shear capacity check : Shear Stress developed tv = Area of reinf for shear check = Allowable shear stress ta = Stirrups bar dia = Number of legs = Area of shear steel Asv = Spacing required Sv = Spacing provided Sv' =

2 0.212 N/mm 2 402.0 mm 2 0.434 N/mm

8 4 201 439 175

mm nos 2 mm mm mm

Provide 4 Leg 8mm dia Stirrups @175mm c/c

< 0.8*(Fc)^2 ok (refer Cl 3.4.5.2 of BS 8110)

> tv

Minimmum Shear Reinf

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Result Summary:

Node & L/C 1-2&101 1-2&102 1-2&103 1-2&104 1-2&105 1-2&106 1-2&107 1-2&108 1-2&109 1-2&110 1-2&111 1-2&112 1-2&113 1-2&114 1-2&115 1-2&116 1-2&117 1-2&118 1-2&119 1-2&120 1-2&121 1-2&122 1-2&123 1-2&124 1-2&125 1-2&126 1-2&127 1-2&128 1-2&129 1-2&130 1-2&131 1-2&132 1-2&133 1-2&134 1-2&135 1-2&136

Sliding 3.67 3.47 8.14 7.25 4.60 2.05 16.98 2.97 2.57 2.57 3.35 3.35 11.64 1.65 13.39 2.19 3.13 3.13 4.98 2.63 2.31 2.31 3.05 3.05 7.97 1.95 23.28 2.85 3.60 3.60 8.04 8.03 4.33 2.10 13.67 3.09

OTX 4.16 3.93 10.10 8.80 5.12 2.28 18.91 3.31 4.04 4.05 9.37 9.43 12.96 1.83 14.91 2.43 3.82 3.83 5.54 2.93 3.44 3.45 7.00 7.04 8.87 2.18 25.92 3.17 4.04 4.04 9.40 9.40 4.82 2.34 15.22 3.44

OTZ 11.32 17.14 11.32 17.13 57.27 81.17 57.39 81.40 3.01 3.31 3.01 3.31 63.97 70.98 64.12 71.15 5.88 7.30 59.33 61.94 2.88 3.14 2.88 3.14 66.35 73.35 66.51 73.53 15.56 29.05 15.57 29.02 63.43 71.76 63.58 71.93

Design Of Foundation Slab Reinf. along Long direction Reinf Short direction Beam Shear Punching Shear Net allow. Shear in allow. Shear in allowable Devlp. Bearing Factor Min Ast Req Bot Pro bot Req Top Pro Top Req bot Pro bot Long.She Long. short.She Short Shear Shear Pressure L/C mm2 mm2 mm2 mm2 mm2 mm2 mm2 ar N/mm2 N/mm2 ar N/mm2 N/mm2 N/mm2 N/mm2 2 kN/m 53.70 201 585 52 1340 369 1340 148 754 0.98 0.156 0.4 0.059 0.25 0.034 51.77 202 585 64 1340 386 1340 143 754 0.98 0.162 0.4 0.057 0.25 0.027 34.57 203 585 36 1340 306 1340 101 754 0.98 0.114 0.4 0.04 0.25 0.042 32.64 204 585 45 1340 305 1340 95 754 0.98 0.114 0.4 0.038 0.25 0.036 37.40 205 585 49 1340 316 1340 118 754 0.98 0.135 0.4 0.047 0.25 0.026 81.39 206 585 103 1340 681 1340 224 754 0.98 0.278 0.4 0.089 0.25 0.003 18.27 207 585 31 1340 235 1340 71 754 0.98 0.087 0.4 0.028 0.25 0.036 54.90 208 585 78 1340 554 1340 177 754 0.98 0.212 0.4 0.071 0.25 0.016 99.67 209 585 203 1340 430 1340 178 754 0.98 0.17 0.4 0.071 0.25 0.066 95.15 210 585 192 1340 445 1340 166 754 0.98 0.176 0.4 0.066 0.25 0.058 72.54 211 585 173 1340 326 1340 131 754 0.98 0.107 0.4 0.052 0.25 0.078 69.37 212 585 161 1340 337 1340 119 754 0.98 0.113 0.4 0.047 0.25 0.071 20.51 213 585 30 1340 187 1340 70 754 0.98 0.085 0.4 0.028 0.25 0.034 114.20 214 585 139 1340 926 1340 272 754 0.98 0.374 0.4 0.109 0.25 -0.014 19.17 215 585 24 1340 190 1340 66 754 0.98 0.07 0.4 0.026 0.25 0.037 77.71 216 585 105 1340 734 1340 225 754 0.98 0.283 0.4 0.09 0.25 0.004 76.23 217 585 78 1340 495 1340 177 754 0.98 0.195 0.4 0.071 0.25 0.043 69.22 218 585 76 1340 476 1340 163 754 0.98 0.187 0.4 0.065 0.25 0.037 37.62 219 585 51 1340 354 1340 123 754 0.98 0.142 0.4 0.049 0.25 0.03 65.64 220 585 85 1340 581 1340 193 754 0.98 0.231 0.4 0.077 0.25 0.015 106.44 221 585 201 1340 436 1340 183 754 0.98 0.172 0.4 0.073 0.25 0.058 97.81 222 585 191 1340 448 1340 172 754 0.98 0.177 0.4 0.069 0.25 0.051 78.38 223 585 170 1340 345 1340 136 754 0.98 0.116 0.4 0.054 0.25 0.07 71.04 224 585 160 1340 347 1340 125 754 0.98 0.116 0.4 0.05 0.25 0.063 22.30 225 585 33 1340 205 1340 75 754 0.98 0.091 0.4 0.03 0.25 0.026 79.75 226 585 102 1340 673 1340 215 754 0.98 0.275 0.4 0.086 0.25 -0.005 12.92 227 585 18 1340 152 1340 48 754 0.98 0.054 0.4 0.019 0.25 0.033 51.76 228 585 75 1340 531 1340 168 754 0.98 0.203 0.4 0.067 0.25 0.01 51.51 229 585 55 1340 377 1340 138 754 0.98 0.159 0.4 0.055 0.25 0.026 47.45 230 585 61 1340 379 1340 128 754 0.98 0.159 0.4 0.051 0.25 0.02 32.37 231 585 35 1340 287 1340 91 754 0.98 0.107 0.4 0.036 0.25 0.036 28.33 232 585 43 1340 301 1340 81 754 0.98 0.112 0.4 0.032 0.25 0.029 39.04 233 585 50 1340 323 1340 114 754 0.98 0.138 0.4 0.046 0.25 0.022 81.10 234 585 87 1340 571 1340 202 754 0.98 0.235 0.4 0.08 0.25 0.007 19.91 235 585 29 1340 226 1340 67 754 0.98 0.083 0.4 0.027 0.25 0.033 53.25 236 585 69 1340 490 1340 155 754 0.98 0.187 0.4 0.062 0.25 0.017

Pedestal Design

Min Ast mm2 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000

Design Design Moment Prov. Ast Axial Load Moment Capacity mm2 (kN) (kN-m) (kN-m) 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608 1608

129.47 85.93 129.46 85.92 105.80 116.88 105.79 116.87 196.55 18.85 196.54 18.83 101.34 121.34 101.33 121.32 162.76 73.91 115.16 121.51 183.04 5.33 183.02 5.32 87.83 100.54 87.82 100.52 114.19 85.14 114.18 85.13 98.05 107.53 98.03 107.52

72.93 58.31 33.87 42.29 50.65 109.11 17.72 77.59 122.09 99.76 83.04 83.75 23.31 136.45 15.74 104.20 94.26 86.33 44.87 84.05 128.63 106.65 89.58 90.64 29.85 108.22 9.20 76.48 68.09 51.15 29.04 35.14 50.35 98.63 18.38 66.99

147.12 139.00 147.12 139.00 142.74 144.81 142.74 144.80 159.08 125.94 159.08 125.93 141.91 145.63 141.91 145.63 153.14 136.71 144.49 145.66 156.73 123.22 156.72 123.22 139.36 141.76 139.36 141.76 144.31 138.85 144.30 138.85 141.29 143.07 141.29 143.07

Stirrups 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc 4L Dia 8mm @175cc

Path & File Name D:\Reference\Garbage\JI-180-007-CAL-145-PLT-8C_D_9C_D0.std : Nos L/C : 72 Node-L/C Node LC Fx Fy Fz Mx My Mz 1-101 1 101 0 6.032 -0.048 0 0 0 1-102 1 102 0 6.032 3.057 0 0 0 1-103 1 103 0 6.032 -3.153 0 0 0 1-104 1 104 -13.198 6.032 -0.048 0 0.064 25.067 1-105 1 105 13.198 6.032 -0.048 0 -0.064 -25.067 1-106 1 106 0 3.302 -0.814 0 0 0 1-107 1 107 0 8.763 0.718 0 0 0 1-108 1 108 -13.198 6.032 3.057 0 0.064 25.067 1-109 1 109 13.198 6.032 3.057 0 -0.064 -25.067 1-110 1 110 0 3.302 2.291 0 0 0 1-111 1 111 0 8.763 3.823 0 0 0 1-112 1 112 -13.198 6.032 -3.153 0 0.064 25.067 1-113 1 113 13.198 6.032 -3.153 0 -0.064 -25.067 1-114 1 114 0 3.302 -3.918 0 0 0 1-115 1 115 0 8.763 -2.387 0 0 0 1-116 1 116 -13.198 3.532 3.021 0 0.064 25.067 1-117 1 117 13.198 3.532 3.021 0 -0.064 -25.067 1-118 1 118 0 0.802 2.255 0 0 0 1-119 1 119 0 6.263 3.787 0 0 0 1-120 1 120 -13.198 3.532 -3.188 0 0.064 25.067 1-121 1 121 13.198 3.532 -3.188 0 -0.064 -25.067 1-122 1 122 0 0.802 -3.954 0 0 0 1-123 1 123 0 6.263 -2.422 0 0 0 1-124 1 124 1-125 1 125 1-126 1 126 1-127 1 127 1-128 1 128 1-129 1 129 1-130 1 130 1-131 1 131 1-132 1 132 1-133 1 133 1-134 1 134 1-135 1 135 1-136 1 136 1-201 1 201 1-202 1 202 1-203 1 203 1-204 1 204 1-205 1 205 1-206 1 206 1-207 1 207 1-208 1 208 1-209 1 209 1-210 1 210 1-211 1 211 1-212 1 212 1-213 1 213 1-214 1 214

1-215 1-216 1-217 1-218 1-219 1-220 1-221 1-222 1-223 1-224 1-225 1-226 1-227 1-228 1-229 1-230 1-231 1-232 1-233 1-234 1-235 1-236 -

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236

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Path & File Name : Nos L/C :

D:\Reference\Garbage\JI-180-007-CAL-145-PLT-8C_D_9C_D0.std 72 Node

2-101 2-102 2-103 2-104 2-105 2-106 2-107 2-108 2-109 2-110 2-111 2-112 2-113 2-114 2-115 2-116 2-117 2-118 2-119 2-120 2-121 2-122 2-123 2-124 2-125 2-126 2-127 2-128 2-129 2-130 2-131 2-132 2-133 2-134 2-135 2-136 2-201 2-202 2-203 2-204 2-205 2-206 2-207 2-208 2-209 2-210 2-211

LC 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Fx 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 201 202 203 204 205 206 207 208 209 210 211

-7.802 0.835 -2.614 6.023 -3.635 -3.364 1.553 1.824 -25.297 18.329 -20.109 23.517 -3.495 -3.504 1.694 1.684 -11.839 9.974 -0.937 -0.927 -25.229 18.397 -20.041 23.585 -3.427 -3.405 1.761 1.783 -6.534 -0.434 -1.346 4.754 -3.529 -3.469 1.659 1.719 -10.405 1.688 -4.179 7.913 -4.57 -4.19 1.655 2.035 -34.897 26.18 -28.671

Fy Fz Mx 81.377 21.61 50.278 22.195 81.367 9.207 50.269 9.792 64.472 17.177 72.386 40.021 64.462 4.774 72.376 27.618 129.294 23.099 2.361 20.705 129.284 10.696 2.352 8.302 61.289 6.762 75.569 50.436 61.28 -5.641 75.559 38.033 105.16 24.555 41.693 23.358 71.157 16.386 75.696 31.527 119.64 25.691 -7.293 23.297 119.63 13.288 -7.303 10.894 51.635 9.354 60.712 39.634 51.626 -3.049 60.702 27.231 76.214 22.137 55.442 21.667 76.204 9.734 55.432 9.264 64.669 18.287 72.189 38.911 64.659 5.884 72.179 26.508 113.927 29.014 70.389 29.832 113.915 14.13 70.377 14.948 90.26 22.808 101.339 54.789 90.248 7.924 101.327 39.906 181.011 31.099 3.305 27.747 180.999 16.215

My 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 0 0 0 0 0 0 0 0 0

Mz 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2-212 2-213 2-214 2-215 2-216 2-217 2-218 2-219 2-220 2-221 2-222 2-223 2-224 2-225 2-226 2-227 2-228 2-229 2-230 2-231 2-232 2-233 2-234 2-235 2-236 -

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236

32.405 -4.374 -4.387 1.852 1.838 -16.574 13.964 -1.312 -1.297 -34.802 26.274 -28.576 32.5 -4.279 -4.249 1.947 1.977 -8.514 0.017 -2.288 6.243 -4.312 -4.222 1.913 2.004

3.293 85.804 105.795 85.792 105.783 147.224 58.371 99.62 105.974 167.495 -10.211 167.483 -10.223 72.289 84.996 72.277 84.984 98.651 69.599 98.639 69.587 82.505 91.989 82.493 91.977

12.863 8.227 69.371 -6.657 54.487 34.377 32.701 22.941 44.137 34.727 31.376 19.844 16.492 11.855 54.248 -3.028 39.364 28.291 27.634 13.408 12.75 22.906 49.092 8.023 34.208

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 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

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L/C 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136

Fos 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4

Combined Foundation Design Calculation

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