raft smr2 subgr

Order no : 25173Doc No : 1334001Date: 04/21/2023

8 OF 20

3.1- CALCULATION FOR - FOUNDATION

3.1.1- COMPUTER MODEL

A "plate on elastic foundation" model is set up in STAAD-Pro. The soil spring applies on are the corresponding contributry area bases.The forces applied on the model are basically the reactions of relavant STAAD-Pro model for corresponding structure. The typical mat foundation for Pipe rack is given below

3D RENDERED VIEW FOR FOUNDATION

General

- Item No.- Service- Type

Ref Doc. Note: Loading data is taken form this sheet

Foundation drawing- Refer to Dwg.No.

Elevation

- Top of Foundation Elev. EL + 98.500 (m)

- Unit Elevation GH=+ 100.000 (m) (LPP EL)- Ground water table GWL - (m)

Foundation GeomatryLength (X-Dir.) 7 (m)Width (Y-Dir.) 7 (m)Thickness 1.5 (m)Col. Size (X) 750 (mm)Col. Size (Y) 750 (mm)Col ht abv gr 300 (mm)

Socket Thickness 0 (mm)Gap b/w Socket and Col. 0 (mm)


9 OF 20

ELEMENT NUMBERS IN STAAD

PLATE NUMBER

Column Strip Column StripMiddle Strip


10 OF 20

3.1.1.1- DETRMINATION OF SOIL SPRING

For limiting soil settlement to the required 30mm, the estimated allowable bearing pressure given for this particular raft foundation for 10m width is given as 400kN/m2.(For Transient loading condition, the bearing pressure can be increased by 33%.)

modulus of subgrade reaction for soil is 40000 kN/m3 (Soil report)

3.1.2- STABILITY CHECKS

3.1.2.1- BEARING CHECK

Max support reaction

Fy kN Node L/CMax Fy 52.25 31 1 LC 1000

STAAD GLOBAL AXIS

Max bearning pressure from STAAD

Pr N/mm2 Node L/CMax 0.243 1 1 LC 1000

Allowable Bearing Capacity shear failure is 400 (kN/m2)

The corresponding area for this spring 0.25 (m2)

The bearing pressure for this maximum load is 209 (kN/m2)

The bearing pressure from staad 243 (kN/m2)

OK

3.1.2.2- SETTLEMENT CHECK

y mm Node L/CMax y 5.846 1 1 LC 1000 5.846

Min y -6.07 2 1 LC 1000 6.07

Allowable Settlement 30 mmActual settlement 6.07 mm

OK

3.1.2.3- SLIDING CHECK

FX kN Fz kN Fy L/CMax Fx 330 334 1000 (Combining horz loads of all columns)

Min Fx -245 334 1300Max Fz 325 334 1200Min Fz -325 334 1600

Coefficeint of friction 0.4 FOS (Normal Condition) 1.50Height of overburden soil 1.00 (m)

Soil density 18.00

Concrete density 24.00Overburden weight on foundation 882.00 (kN)Foundation Self wt. 1764.00 (kN)

Sliding Force 463.17 (kN)Resisting Force 1192 (kN)FOS: Factor of saftey 2.57 OK

3.1.2.4- OVERTURNING CHECK

Moment w.r.t one corner of footing FOS (Normal Condition) 1.50Overturning moment from column loads

Fx kN Fy kN LCCol @ node 603 82 723.127 -24.6 4338.762 1200Col @ node 609 82 -555.82 -24.6 -555.82 1200Col @ node 629 82 -556.07 -24.6 -3336.42 1200Col @ node 649 82 722.799 -24.6 722.799 1200

Raft 6174Soil above raft 882

Overturning moment -3990.64 (kN)Resisting moment 12117.561 (kN)FOS: Factor of saftey 3.04 OK

(kN / m3)

(kN / m3)

Moment horz loads

(kNm)

Moment vert loads

(kNm)

y

X

Z


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3.1.3- REINFORCMENT DESIGN OF MAT FOUNDATION

3.1.3.1- Flexure Reinforcement

A- Plate Maximum Moment Results (kNm)

North Side Foundation X-Direction Y-Direction Plate L/C Column Strip Middle Strip Column Strip Middle Strip Bottom Top Bottom Top Bottom Top Bottom Top

Bott Mx-col 182 8 FACTOR 3100 -244.559Top Mx-col 171 8 FACTOR 3100 193.001Bott Mx-mid 133 7 FACTOR 3000 -148.735

Top Mx-mid 131 9 FACTOR 3200 61.6Bott My-col 31 9 FACTOR 3200 -291.839Top My-col 157 9 FACTOR 3200 273.685Bott My-mid 59 8 FACTOR 3100 -127.342Top My-mid 99 7 FACTOR 3000 211.578

B- Reinforcement Calculation

The maximum moment along transverse direction is found to occur near the column location and so on. So the foundation is divided into three strips. Two strips are column strips and the third is middle strip. The reinforcement in the each strip will be

fy 460 = 1000 (mm)

fc' 40 = 1000 (mm)

75 mm h = 1500 (mm)

75 mmMin % rein 0.13 %

PLATE LOCAL AXIS

C- Reinforcement Calculation

X-Direction Y-DirectionColumn Strip Middle Strip Column Strip Middle Strip

Bottom Top Bottom Top Bottom Top Bottom TopBar Size D 20 D 20 D 20 D 20 D 20 D 20 D 20 D 20

Pitch 150 150 150 150 150 150 150 150d 1395 1395 1415 1415 1415 1415 1395 1415b 1000 1000 1000 1000 1000 1000 1000 1000k 0.00314 0.00248 0.00186 0.00077 0.00364 0.00342 0.00164 0.00264

z (mm) 1325.3 1325.3 1344.3 1344.3 1344.3 1344.3 1325.3 1344.3Ast reqd 422.28378 333.25779 253.19300 104.86226 496.80030 465.89657 219.88339 360.17124

Min. p1-1 1813.50000 1813.50000 1839.50000 1839.50000 1839.50000 1839.50000 1813.50000 1839.50000As reqd 1813.50000 1813.50000 1839.50000 1839.50000 1839.50000 1839.50000 1813.50000 1839.50000

2094.40 2094.40 2094.40 2094.40 2094.40 2094.40 2094.40 2094.40%Ast prov 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15

Judge O.K O.K O.K O.K O.K O.K O.K O.KD- Reinforcement to be Provided


No. Bottom Top Bottom Top Bottom Top Bottom Top

20@150 20@150 20@150 20@150 20@150 20@150 20@150 20@150

N/mm2 bX-Dir.

N/mm2 bY-Dir.

Cover Bottom

Cover Top

AsProv.

y

X

Z


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3.1.3.2- Shear Reinforcement

A- Check of Shear Strength for Two-way Action (Punching Shear)

Nmax Node L/C (kN) - -

Max Fy 1618.00

Nmax = Max. factored vertical force on columnR =Soil Reaction at Column location wx = 7.00 m wx1 = 3.50 mbo = 2(px+d)+2(py+d) wy = 7.00 m wx2 = 3.50 mbc = Max pxy / Min pxy wy1 = 3.50 mbo/d wy2 = 3.50 m@ = alpha = 20 d = 1.395 m

Vpu < min ( Vc1 , Vc2 , Vc3 )

px py Lpx Lpym m m m

No.1 0.750 0.750

Nmax px+d py+d Vpu bo Judge

kN m m kN mmNo.1 1618.000 2.145 2.145 1618.000 8580.000 0.135 5.000 OK

B -Check of Shear Strength for One-way Action

SQX SQY Rel. plate bx Rel. plate by Plate L/C

- -Max SQX 0.39 1000 182 8 FACTOR 3100Min SQX -0.388 181 8 FACTOR 3100Max SQY 0.396 1000 157 8 FACTOR 3100Min SQY -0.426 168 8 FACTOR 3100

X-Direction

Max. SQX = 0.390

Allowable shear stress = 0.393 0.390 O.K NO STIRRUPS

Y-Direction

Max. SQY = 0.426Vc/bd = 0.75*0.17f'c^0.5 = 0.393 N/mm2 0.426 FAIL STIRRUPS REQ.

SHEAR REINFORCEMENT(IF REQUIED):

FROM ACI CODE 11.5.6.2

X-DIRECTION Y-DIRECTION

S = S = PLATE LOCAL AXIS

0.75 f = 0.75

Dia of Strriup = 12 mm Dia of Strriup = 12 mm

Spacing = 1000 mm Spacing = 750 mm

Av = 113 mm2 /m Av (mm2) = 151 mm2 /m

d = 1395 d = 1395

-4.01 KN 46.21 KN

S = -13562.00 mm S = 1573.00 mm

NO STIRRUPS REQUIRED PROVIDE D12 @1573mm cross ties

Instead of cross ties, mid layer reinforcement is provided

Punching shear stress (N/mm2)

Allowable Punching shear stress (N/mm2)

(N/mm2) (N/mm2) (mm) (mm)

N/mm2

N/mm2

N/mm2

fAvFyd/(Vu-fVc) fAvFyd/(Vu-fVc)

f =

Vu-fVc= Vu-fVc=

y

X

Z

8474L-015-CN-1732-161 OP Center Job No. 0- 3952-20

OP Center Doc. No. C-015-1323-161

3.1- CALCULATION FOR - FOUNDATION

3.1.1- COMPUTER MODEL

A "plate on elastic foundation" model is set up in STAAD-Pro. The soil spring applies on are the corresponding contributry area bases.The forces applied on the model are basically the reactions of relavant STAAD-Pro model for corresponding structure. The typical mat foundation for Pipe rack is given below

3D RENDERED VIEW FOR FOUNDATION

General

- Item No.- Service- Type

Ref Doc. Note: Loading data is taken form this sheet

Foundation drawing- Refer to Dwg.No.

Elevation

- Top of Foundation Elev. EL + 98.500 (m)

- Unit Elevation GH=+ 100.000 (m) (LPP EL)- Ground water table GWL - (m)

Foundation GeomatryLength (X-Dir.) 7 (m)Width (Y-Dir.) 7 (m)Thickness 1.5 (m)Col. Size (X) 750 (mm)Col. Size (Y) 750 (mm)Col ht abv gr 300 (mm)

Socket Thickness 0 (mm)Gap b/w Socket and Col. 0 (mm)



PLATE NUMBER

Column Strip Column StripMiddle Strip



NODE NUMBERS

Column Strip Middle StripColumn Strip Column StripMiddle Strip



3.1.1.1- DETRMINATION OF SOIL SPRING

For limiting soil settlement to the required 10mm, the estimated allowable bearing pressure given for this particular raft foundation for 10m width is given as 400kN/m2.(For Transient loading condition, the bearing pressure can be increased by 33%.)

modulus of subgrade reaction for soil is 40000 kN/m3 (Soil report)

Note: Considering the Coupling effect, the exterior edge springs are doubled in the model as per ACI-336.2.

3.1.2- STABILITY CHECKS

3.1.2.1- BEARING CHECK STAAD GLOBAL AXIS

Max support reaction

Fy kN Node L/CMax Fy 52.25 31 1 LC 1000

Max bearning pressure from STAAD

Pr N/mm2 Node L/CMax 0.243 1 1 LC 1000

Allowable Bearing Capacity shear failure is 400 (kN/m2)

The corresponding area for this spring 0.25 (m2)

The bearing pressure for this maximum load is 209 (kN/m2)

The bearing pressure from staad 243 (kN/m2)

OK

3.1.2.2- SETTLEMENT CHECK

y mm Node L/CMax y 5.846 1 1 LC 1000 5.846

Min y -6.07 2 1 LC 1000 6.07

Allowable Settlement 30 mmActual settlement 6.07 mm

OK

3.1.2.3- SLIDING CHECK

FX kN Fz kN Fy L/CMax Fx 330 334 1000 (Combining horz loads of all columns)

Min Fx -245 334 1300Max Fz 325 334 1200Min Fz -325 334 1600

Coefficeint of friction 0.4 FOS (Normal Condition) 1.50Height of overburden soil 1.00 (m)

Soil density 18.00

Concrete density 24.00Overburden weight on foundation 882.00 (kN)Foundation Self wt. 1764.00 (kN)

Sliding Force 463.17 (kN)Resisting Force 1192 (kN)FOS: Factor of saftey 2.57 OK

3.1.2.4- OVERTURNING CHECK

Moment w.r.t one corner of footing FOS (Normal Condition) 1.50Overturning moment from column loads

Fx kN Fy kN LCCol @ node 603 82 723.127 -24.6 4338.762 1200Col @ node 609 82 -555.82 -24.6 -555.82 1200Col @ node 629 82 -556.07 -24.6 -3336.42 1200Col @ node 649 82 722.799 -24.6 722.799 1200

Raft 6174Soil above raft 882

Overturning moment -3990.64 (kN)

(kN / m3)

(kN / m3)

Moment horz loads

(kNm)

Moment vert loads

(kNm)

y

X

Z



Resisting moment 12117.561 (kN)FOS: Factor of saftey 3.04 OK



3.1.3- REINFORCMENT DESIGN OF MAT FOUNDATION

3.1.3.1- Flexure Reinforcement

A- Plate Maximum Moment Results (kNm)

North Side Foundation X-Direction Y-Direction Plate L/C Column Strip Middle Strip Column Strip Middle Strip Bottom Top Bottom Top Bottom Top Bottom Top

Bott Mx-col 182 8 FACTOR 3100 -244.559Top Mx-col 171 8 FACTOR 3100 193.001Bott Mx-mid 133 7 FACTOR 3000 -148.735

Top Mx-mid 131 9 FACTOR 3200 61.6Bott My-col 31 9 FACTOR 3200 -291.839Top My-col 157 9 FACTOR 3200 273.685Bott My-mid 59 8 FACTOR 3100 -127.342Top My-mid 99 7 FACTOR 3000 211.578

B- Reinforcement Calculation

The maximum moment along transverse direction is found to occur near the column location and so on. So the foundation is divided into three strips. Two strips are column strips and the third is middle strip. The reinforcement in the each strip will be

fy 460 = 1000 (mm)

fc' 40 = 1000 (mm)

75 mm h = 1500 (mm)

75 mm

Limits for Re-bar ratio areMinimum p1 = 0.0018*( h/d ) (ACI 318 Sec 7.12.2) PLATE LOCAL AXIS

Minimum p1-1 = 4/3 * pr (ACI 318 sec 10.5.3)Minimum p1-2 = 1.4 / fy = 0.0030 (ACI 318 Sec 10.5.1)Maximum p2 = 0.0267 (ACI 318 Sec 10.3.3)

C- Reinforcement Calculation


Bottom Top Bottom Top Bottom Top Bottom TopBar Size D 20 D 20 D 20 D 20 D 20 D 20 D 20 D 20

Pitch 150 150 150 150 150 150 150 150d 1395 1395 1415 1415 1415 1415 1395 1415b 1000 1000 1000 1000 1000 1000 1000 1000

Rn 0.13963 0.11020 0.08254 0.03418 0.16195 0.15188 0.07271 0.11741preq. 0.00030 0.00024 0.00018 0.00007 0.00035 0.00033 0.00016 0.00026

Min. p1 0.00140 0.00140 0.00138 0.00138 0.00138 0.00138 0.00140 0.00138Min. p1-1 0.00041 0.00032 0.00024 0.00010 0.00047 0.00044 0.00021 0.00034

0.00140 0.00140 0.00138 0.00138 0.00138 0.00138 0.00140 0.00138

2094.40 2094.40 2094.40 2094.40 2094.40 2094.40 2094.40 2094.40

1950.00 1950.00 1950 1950 1950.00 1950.00 1950 1950Judge O.K O.K O.K O.K O.K O.K O.K O.K

D- Reinforcement to be Provided


No. Bottom Top Bottom Top Bottom Top Bottom Top

20@150 20@150 20@150 20@150 20@150 20@150 20@150 20@150

N/mm2 bX-Dir.

N/mm2 bY-Dir.

Cover Bottom

Cover Top

pDesign.

AsProv.

AsDesign.

y

X

Z

F408

MUHAMMAD HAMID RAZA : Adjusted for Design purposes.

I408

MUHAMMAD HAMID RAZA : Adjusted for Design purposes



3.1.3.2- Shear Reinforcement

A- Check of Shear Strength for Two-way Action (Punching Shear)

Nmax Node L/C R (kN) - - (kN)

Max Fy 1618.00 0

Nmax = Max. factored vertical force on columnR =Soil Reaction at Column location wx = 7.00 m wx1 = 3.50 mbo = 2(px+d)+2(py+d) wy = 7.00 m wx2 = 3.50 mbc = Max pxy / Min pxy wy1 = 3.50 mbo/d wy2 = 3.50 m@ = alpha = 20 d = 1.395 m

Vc1 = 0.75*(2+4/bc)*f'c^0.5*bo : (kips)Vc2 = 0.75*(@d/bo+2)*f'c^0.5* : (kips)Vc3 = 0.75*4*f'c^0.5bod : (kips)

Vpu < min ( Vc1 , Vc2 , Vc3 )

px py Lpx Lpym m m m

No.1 0.750 0.750

Nmax px+d py+d Vpu bo bc Vc1 Vc2 Vc3 JudgekN m m kN mm kN kN kN

No.1 1618.000 2.145 2.145 1618.000 8580.000 1.200 25133.846 24749.368 18850.384 OK

B -Check of Shear Strength for One-way Action

SQX SQY Rel. plate bx Rel. plate by Plate L/C

- -Max SQX 0.39 1000 182 8 FACTOR 3100Min SQX -0.388 181 8 FACTOR 3100Max SQY 0.396 1000 157 8 FACTOR 3100Min SQY -0.426 168 8 FACTOR 3100

X-Direction

Max. SQX = 0.390

Vc/bd = 0.75*0.17f'c^0.5 = 0.788 0.390 O.K NO STIRRUPS

Y-Direction

Max. SQY = 0.426Vc/bd = 0.75*0.17f'c^0.5 = 0.788 N/mm2 0.426 O.K NO STIRRUPS

SHEAR REINFORCEMENT(IF REQUIED):

FROM ACI CODE 11.5.6.2

X-DIRECTION Y-DIRECTION

S = S = PLATE LOCAL AXIS

0.75 f = 0.75

Dia of Strriup = 12 mm Dia of Strriup = 12 mm

Spacing = 350 mm Spacing = 350 mm

Av = 323 mm2 /m Av (mm2) = 323 mm2 /m

d = 645 d = 600

-256.68 KN -217.17 KN

S = -280.00 mm S = -308.00 mm

NO STIRRUPS REQUIRED NO STIRRUPS REQUIRED

(N/mm2) (N/mm2) (mm) (mm)

N/mm2

N/mm2

N/mm2

fAvFyd/(Vu-fVc) fAvFyd/(Vu-fVc)

f =

Vu-fVc= Vu-fVc=

y

X

Z


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Moment and Shear in Mat: Load List 101~234North Foundation: Column Strip Shear Membrane Bending Moment Plate L/C SQX (local) SQY (local) N/mmSX (local) N SY (local) N/mm2SXY (local) N/mm2 Mx kNm/m My kNm/m Mxy kNm/mMax Qx 182 8 FACTOR 3100 0.39 0.365 0 0 0 -244.559 -225.476 59.7 8 FACTOR 310 182Min Qx 181 8 FACTOR 3100 -0.388 0.347 0 0 0 -135.177 -196.234 156.878 8 FACTOR 310 181Max Qy 157 8 FACTOR 3100 0.324 0.396 0 0 0 187.909 260.231 217.183 8 FACTOR 310 157Min Qy 168 8 FACTOR 3100 0.375 -0.426 0 0 0 -213.617 -107.857 163.145 8 FACTOR 310 168Max Sx 2 1 LC 1000 0.004 0.018 0 0 0 6.12 10.916 -4.022 1 LC 1000 2Min Sx 2 1 LC 1000 0.004 0.018 0 0 0 6.12 10.916 -4.022 1 LC 1000 2Max Sy 2 1 LC 1000 0.004 0.018 0 0 0 6.12 10.916 -4.022 1 LC 1000 2Min Sy 2 1 LC 1000 0.004 0.018 0 0 0 6.12 10.916 -4.022 1 LC 1000 2Max Sxy 2 1 LC 1000 0.004 0.018 0 0 0 6.12 10.916 -4.022 1 LC 1000 2Min Sxy 2 1 LC 1000 0.004 0.018 0 0 0 6.12 10.916 -4.022 1 LC 1000 2Max Mx 171 8 FACTOR 3100 0.281 -0.246 0 0 0 193.001 121.287 115.526 8 FACTOR 310 171Min Mx 182 8 FACTOR 3100 0.39 0.365 0 0 0 -244.559 -225.476 59.7 8 FACTOR 310 182Max My 157 9 FACTOR 3200 0.209 0.262 0 0 0 123.25 273.685 197.905 9 FACTOR 320 157Min My 31 9 FACTOR 3200 -0.266 0.35 0 0 0 -138.206 -291.839 197.783 9 FACTOR 320 31Max Mxy 152 9 FACTOR 3200 -0.067 -0.067 0 0 0 -37.109 -11.453 301.021 9 FACTOR 320 152Min Mxy 41 7 FACTOR 3000 -0.177 0.277 0 0 0 -37.115 -54.17 -117.387 7 FACTOR 300 41

North Foundation: Middle Strip Shear Membrane Bending Moment Plate L/C SQX (local) SQY (local) N/mmSX (local) N SY (local) N/mm2SXY (local) N/mm2 Mx kNm/m My kNm/m Mxy kNm/mMax Qx 95 7 FACTOR 3000 0.082 0.006 0 0 0 -68.096 103.181 -13.974Min Qx 137 9 FACTOR 3200 -0.031 -0.028 0 0 0 -1.779 14.668 307.554Max Qy 72 9 FACTOR 3200 -0.005 0.311 0 0 0 -4.182 -25.017 112.096Min Qy 141 8 FACTOR 3100 0.008 -0.299 0 0 0 -12.744 82.537 91.01Max Sx 58 1 LC 1000 -0.007 -0.076 0 0 0 -1.77 -49.106 -13.809Min Sx 58 1 LC 1000 -0.007 -0.076 0 0 0 -1.77 -49.106 -13.809Max Sy 58 1 LC 1000 -0.007 -0.076 0 0 0 -1.77 -49.106 -13.809Min Sy 58 1 LC 1000 -0.007 -0.076 0 0 0 -1.77 -49.106 -13.809Max Sxy 58 1 LC 1000 -0.007 -0.076 0 0 0 -1.77 -49.106 -13.809Min Sxy 58 1 LC 1000 -0.007 -0.076 0 0 0 -1.77 -49.106 -13.809Max Mx 131 9 FACTOR 3200 -0.025 0.059 0 0 0 61.6 88.314 272.567Min Mx 133 7 FACTOR 3000 0.011 0.008 0 0 0 -148.735 -21.791 55.707Max My 99 7 FACTOR 3000 0.013 0.026 0 0 0 -3.706 211.578 -5.439Min My 59 8 FACTOR 3100 -0.01 0.06 0 0 0 -34.705 -127.342 128.306Max Mxy 92 9 FACTOR 3200 0.007 0.017 0 0 0 24.626 21.237 316.641Min Mxy 68 7 FACTOR 3000 0.051 0.055 0 0 0 -50.787 97.862 -68.059


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Support Reactions:

Horizontal Vertical Horizontal Moment Node L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNmMax Fx 1 1 LC 1000 0 0 0 0 0 0Min Fx 35 3 LC 1200 -82 16.489 -1 0 -0.5 0Max Fy 31 1 LC 1000 0 52.25 0 0 0 0Min Fy 1 1 LC 1000 0 0 0 0 0 0Max Fz 1 1 LC 1000 0 0 0 0 0 0Min Fz 45 1 LC 1000 -1 43.963 -83 0 -0.5 0Max Mx 1 1 LC 1000 0 0 0 0 0 0Min Mx 1 1 LC 1000 0 0 0 0 0 0Max My 1 1 LC 1000 0 0 0 0 0 0Min My 35 2 LC 1100 -62 0 -61 0 -1 0Max Mz 1 1 LC 1000 0 0 0 0 0 0Min Mz 1 1 LC 1000 0 0 0 0 0 0

Horizontal Vertical Horizontal Node L/C Fx N/mm2 Fy N/mm2 Fz N/mm2Max Px 1 1 LC 1000 0 0 0Min Px 1 1 LC 1000 0 0 0Max Py 3 1 LC 1000 0 0.243 0Min Py 1 1 LC 1000 0 0 0Max Pz 1 1 LC 1000 0 0 0Min Pz 1 1 LC 1000 0 0 0


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SETTLEMENT Horizontal Vertical Horizontal Resultant Rotational Node L/C X mm Y mm Z mm mm rX rad rY rad rZ radMax X 1 1 LC 1000 0 5.804 0 5.804 0.002 0 0Min X 1 1 LC 1000 0 5.804 0 5.804 0.002 0 0Max Y 2 1 LC 1000 0 5.846 0 5.846 0.002 0 0Min Y 3 1 LC 1000 0 -6.07 0 6.07 0.002 0 0Max Z 1 1 LC 1000 0 5.804 0 5.804 0.002 0 0Min Z 1 1 LC 1000 0 5.804 0 5.804 0.002 0 0Max rX 185 1 LC 1000 0 4.121 0 4.121 0.002 0 0Min rX 17 3 LC 1200 0 -1.402 0 1.402 0 0 0Max rY 1 1 LC 1000 0 5.804 0 5.804 0.002 0 0Min rY 1 1 LC 1000 0 5.804 0 5.804 0.002 0 0Max rZ 138 2 LC 1100 0 0.86 0 0.86 0.001 0 0Min rZ 166 3 LC 1200 0 -1.856 0 1.856 0 0 0Max Rst 3 1 LC 1000 0 -6.07 0 6.07 0.002 0 0

un factored

SUPPORT REACTIONS (Applied to tower)Case Node FY FZ FX MY MZ

1000 603 0.542 -561.207 81.644 2.487 -0.454609 -0.542 -561.257 81.645 2.486 0.454629 -0.958 728.229 83.145 0.14 0.454649 0.958 728.271 83.145 0.139 -0.454

1100 603 61.858 83.686 60.354 7.54 -0.676609 60.659 -865.43 60.534 -3.116 0629 60.229 83.35 61.731 5.181 0.675649 62.032 1032.43 62.158 -5.451 0

1200 603 82.227 723.127 -0.811 8.395 -0.449609 80.727 -555.82 -0.691 -6.044 -0.449629 80.427 -556.07 0.395 6.02 0.448649 81.927 722.799 1.106 -8.363 0.448

1300 603 62.139 1032.74 -62.055 5.465 0609 60.336 83.618 -61.835 -5.187 -0.676629 60.553 -865.698 -60.637 3.11 0649 61.75 83.376 -60.252 -7.526 0.675

1400 603 0.958 728.565 -83.146 -0.135 0.454609 -0.958 728.513 -83.145 -0.136 -0.454629 -0.542 -561.542 -81.645 -2.482 -0.454649 0.542 -561.501 -81.645 -2.483 0.454

1500 603 -60.357 83.673 -61.856 -5.188 0.676609 -62.16 1032.686 -62.034 5.466 0629 -61.729 83.337 -60.232 -7.523 -0.675649 -60.532 -865.66 -60.657 3.108 0

1600 603 -80.727 -555.769 -0.691 -6.043 0.449609 -82.227 723.076 -0.81 8.394 0.449629 -81.927 722.757 1.105 -8.362 -0.448649 -80.427 -556.028 0.395 6.02 -0.448

1700 603 -60.639 -865.381 60.553 -3.113 0609 -61.837 83.637 60.335 7.537 0.676629 -62.052 1032.386 62.137 -5.452 0649 -60.25 83.394 61.752 5.183 -0.675

factoredSupport reactions

MX Case Node FX FY-6.08 500 603 -1.202 1.26.081 500 609 -1.2 -1.201

-8.427 500 629 1.2 -1.28.428 500 649 1.2 1.2

-5.188 520 603 130.931 0.5673.104 520 609 130.932 -0.568

-7.523 520 629 132.732 -1.2335.463 520 649 132.733 1.233

-0.092 540 603 131.156 0.342-2.443 540 609 131.157 -0.342-2.411 540 629 132.507 -1.008-0.068 540 649 132.508 1.0085.457 560 603 96.867 98.672

-7.537 560 609 97.154 97.3553.118 560 629 98.47 96.667

-5.183 560 649 99.153 98.9518.432 580 603 97.092 98.447

-8.431 580 609 97.379 97.586.085 580 629 98.245 96.892

-6.085 580 649 98.927 98.7267.54 600 603 -0.996 131.263

-5.454 600 609 -0.805 129.4635.181 600 629 0.331 128.983-3.12 600 649 1.469 130.7832.443 620 603 -0.771 131.0380.092 620 609 -0.58 129.6880.069 620 629 0.106 129.2082.411 620 649 1.244 130.558

-3.105 640 603 -98.988 99.1235.187 640 609 -98.636 96.838-5.46 640 629 -97.319 97.1847.526 640 649 -96.703 98.5

660 603 -98.763 98.898660 609 -98.411 97.063660 629 -97.544 97.409660 649 -96.928 98.275680 603 -132.733 1.233680 609 -132.733 -1.233680 629 -130.932 -0.567680 649 -130.932 0.567700 603 -132.508 1.008700 609 -132.508 -1.008700 629 -131.157 -0.342700 649 -131.157 0.342720 603 -98.67 -96.872720 609 -98.954 -99.156720 629 -96.67 -98.467720 649 -97.352 -97.151740 603 -98.445 -97.097

740 609 -98.729 -98.931740 629 -96.895 -98.242740 649 -97.577 -97.376760 603 -0.806 -129.463760 609 -0.996 -131.263760 629 1.469 -130.783760 649 0.332 -128.983780 603 -0.581 -129.688780 609 -0.771 -131.038780 629 1.244 -130.558780 649 0.107 -129.208800 603 97.186 -97.322800 609 96.835 -98.639800 629 99.119 -98.984800 649 98.504 -96.7820 603 97.411 -97.547820 609 97.06 -98.414820 629 98.894 -98.759820 649 98.278 -96.925

FZ MX MY MZ133.887 1.881 1.881 0133.804 -1.88 1.88 0

133.35 -1.873 -1.874 0133.416 1.874 -1.875 0

-931.402 -10.199 3.508 -0.727-931.463 10.2 3.508 0.7271131.828 -13.015 0.692 0.727

1131.88 13.016 0.692 -0.727-956.506 -10.551 3.156 -0.727-956.551 10.552 3.155 0.7271106.825 -12.664 1.044 0.7271106.864 12.664 1.043 -0.727

100.425 -8.771 11.593 -1.081-1418.139 5.437 -5.455 0

100.023 -11.568 8.758 1.0811618.534 8.272 -8.253 0

75.322 -9.124 11.24 -1.081-1443.228 5.789 -5.808 0

75.02 -11.217 9.11 1.0811593.519 7.92 -7.902 01123.532 -0.617 12.961 -0.719-922.763 -3.438 -10.14 -0.719-923.049 -3.389 10.101 0.7171123.124 -0.578 -12.912 0.7171098.428 -0.97 12.608 -0.719-947.852 -3.086 -10.493 -0.719-948.052 -3.038 10.452 0.7171098.108 -0.93 -12.56 0.7171618.912 8.261 8.273 0

100.338 -11.589 -8.769 -1.081-1418.455 5.457 5.445 0

100.047 -8.761 -11.573 1.0811593.809 7.908 7.921 0

75.25 -11.237 -9.122 -1.081-1443.458 5.809 5.796 0

75.032 -9.112 -11.221 1.0811132.233 13.021 -0.687 0.727

1132.17 -13.02 -0.688 -0.727-931.804 10.205 -3.503 -0.727-931.755 -10.204 -3.503 0.7271107.129 12.668 -1.039 0.7271107.081 -12.667 -1.04 -0.727-956.807 10.556 -3.151 -0.727-956.771 -10.555 -3.152 0.727100.405 11.593 -8.771 1.081

1618.846 -8.257 8.275 0100.002 8.758 -11.569 -1.081

-1418.41 -5.46 5.441 075.301 11.241 -9.124 1.081

1593.758 -7.904 7.923 074.999 9.109 -11.218 -1.081

-1443.425 -5.811 5.793 0-922.702 3.439 -10.139 0.7191123.47 0.618 12.96 0.719

1123.074 0.579 -12.911 -0.717-922.999 3.39 10.1 -0.717-947.805 3.086 -10.492 0.7191098.382 0.97 12.608 0.7191098.071 0.93 -12.56 -0.717-948.015 3.038 10.451 -0.717

-1418.082 -5.439 -5.452 0100.368 8.769 11.589 1.0811618.48 -8.268 -8.255 0100.077 11.572 8.761 -1.081

-1443.186 -5.792 -5.804 075.28 9.122 11.237 1.081

1593.477 -7.916 -7.904 075.062 11.221 9.112 -1.081

raft smr2 subgr

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